Technical Specifications
Repair/Replace Taxiway G/G1
JBSA – Randolph AFB, Texas
TYMX989345A
FA3002-09-D-0002 TG02
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Environmental Quality Management, Inc.
12721 Wolf Road
Geneseo, IL 61254
URS Group, Inc.
1950 North Stemmons Freeway, Suite 6000
Dallas, TX 75207
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Technical Specifications
Repair/Replace Taxiway G/G1
JBSA – Randolph AFB, Texas
TYMX989345A
FA3002-09-D-0002 TG02
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The professional responsibility of the undersigned Professional Engineer is limited to the
content contained in this bound volume. The undersigned Professional Engineer disclaims
responsibility for all other documents, including but not limited to geotechnical reports,
which do not directly bear this professional seal and signature.
PRELIMINARY
This document is released for the
purpose of interim review under
the authority of
Maribel P. Chavez, P.E. #63385
on 01/23/2015. It is not to be
used for construction purposes.
URS Group, Inc.
Texas Registered Engineering
Firm F-15570
Maribel P. Chavez, P.E.
01/23/2015
Texas Professional Engineer #63385
Expires 09/30/2015
URS Group, Inc.
1950 N. Stemmons Freeway, Suite 6000
Dallas, TX 75207
(214) 741-7777
Texas PE Firm 15570
Expires 11/30/2015
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REPAIR/REPLACE TAXIWAY G/G1
JBSA - RANDOLPH AFB, TEXAS
TYMX989345A
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PROJECT TABLE OF CONTENTS
DIVISION 01 - GENERAL REQUIREMENTS
01 33 00
01 42 00
SUBMITTAL PROCEDURES
SOURCES FOR REFERENCE PUBLICATIONS
DIVISION 02 - EXISTING CONDITIONS
02 41 00
DEMOLITION
DIVISION 03 - CONCRETE
03 30 53
03 40 00.00 10
MISCELLANEOUS CAST-IN-PLACE CONCRETE
PLANT-PRECAST CONCRETE PRODUCTS FOR BELOW GRADE
CONSTRUCTION
DIVISION 31 - EARTHWORK
31 00 00
EARTHWORK
DIVISION 32 - EXTERIOR IMPROVEMENTS
32 01 13
32 01 19
32
32
32
32
32
11
11
12
12
13
23
33
10
17
11
32 17 24.00 10
32 92 19
BITUMINOUS SEAL AND FOG COATS
FIELD MOLDED SEALANTS FOR SEALING JOINTS IN RIGID
PAVEMENTS
AGGREGATE AND/OR GRADED-CRUSHED AGGREGATE BASE COURSE
CEMENT STABILIZED BASE COURSE AT AIRFIELDS AND ROADS
BITUMINOUS TACK AND PRIME COATS
HOT MIX BITUMINOUS PAVEMENT
CONCRETE PAVEMENT FOR AIRFIELDS AND OTHER HEAVY-DUTY
PAVEMENTS
PAVEMENT MARKINGS
SEEDING
DIVISION 33 - UTILITIES
33 40 00
STORM DRAINAGE UTILITIES
-- End of Project Table of Contents --
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**************************************************************************
USACE / NAVFAC / AFCEC / NASA
UFGS-01 33 00 (May 2011)
Change 4 - 11/14
----------------------------Preparing Activity: NASA
Superseding
UFGS-01 33 00 (February 2011)
UNIFIED FACILITIES GUIDE SPECIFICATIONS
**************************************************************************
SECTION 01 33 00
SUBMITTAL PROCEDURES
**************************************************************************
NOTE: This guide specification covers the
requirements for general procedures regarding
submittals, data normally submitted for review to
establish conformance with the design concept and
contract documents, called for in other sections of
the specifications.
Adhere to UFC 1-300-02 Unified Facilities Guide
Specifications (UFGS) Format Standard when editing
this guide specification or preparing new project
specification sections. Edit this guide
specification for project specific requirements by
adding, deleting, or revising text. For bracketed
items, choose applicable items(s) or insert
appropriate information.
Remove information and requirements not required in
respective project, whether or not brackets are
present.
Comments, suggestions and recommended changes for
this guide specification are welcome and should be
submitted as a Criteria Change Request (CCR).
This guide specification includes tailoring options
for Army, Navy, NASA and for NAVFAC component
requirements. Selection or deselection of a
tailoring option will include or exclude that option
in the section, but editing the resulting section to
fit the project is still required.
**************************************************************************
PART 1
1.1
1.1.1
GENERAL
DEFINITIONS
Submittal Descriptions (SD)
Submittals requirements are specified in the technical sections.
Submittals are identified by Submittal Description (SD) numbers and titles
as follows:
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NOTE: The SD numbers and names, assigned by the
SPECSINTACT Configuration, Control and Coordinating
Board, relate to the terminology of the technical
sections and should not be changed. Refer to UFC
1-300-02 UNIFIED FACILITIES GUIDE SPECIFICATIONS
(UFGS) FORMAT STANDARD for additional information.
**************************************************************************
SD-01 Preconstruction Submittals
Submittals which are required prior to start of construction (work)
Certificates of insurance
Surety bonds
List of proposed Subcontractors
List of proposed products
Construction progress schedule
Network Analysis Schedule (NAS)
Submittal register
Schedule of prices or Earned Value Report
Health and safety plan
Work plan
Quality Control (QC) plan
Environmental protection plan
SD-02 Shop Drawings
Drawings, diagrams and schedules specifically prepared to illustrate
some portion of the work.
Diagrams and instructions from a manufacturer or fabricator for use in
producing the product and as aids to the Contractor for integrating the
product or system into the project.
Drawings prepared by or for the Contractor to show how multiple systems
and interdisciplinary work will be coordinated.
SD-03 Product Data
Catalog cuts, illustrations, schedules, diagrams, performance charts,
instructions and brochures illustrating size, physical appearance and
other characteristics of materials, systems or equipment for some
portion of the work.
Samples of warranty language when the contract requires extended
product warranties.
SD-04 Samples
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Fabricated or unfabricated physical examples of materials, equipment or
workmanship that illustrate functional and aesthetic characteristics of
a material or product and establish standards by which the work can be
judged.
Color samples from the manufacturer's standard line (or custom color
samples if specified) to be used in selecting or approving colors for
the project.
Field samples and mock-ups constructed on the project site establish
standards by which the ensuring work can be judged. Includes
assemblies or portions of assemblies which are to be incorporated into
the project and those which will be removed at conclusion of the work.
SD-05 Design Data
Design calculations, mix designs, analyses or other data pertaining to
a part of work.
Design submittals, design substantiation submittals and extensions of
design submittals.
SD-06 Test Reports
Report signed by authorized official of testing laboratory that a
material, product or system identical to the material, product or
system to be provided has been tested in accord with specified
requirements. Unless specified in another section, testing must have
been within three years of date of contract award for the project.
Report which includes findings of a test required to be performed by
the Contractor on an actual portion of the work or prototype prepared
for the project before shipment to job site.
Report which includes finding of a test made at the job site or on
sample taken from the job site, on portion of work during or after
installation.
Investigation reports.
Daily logs and checklists.
Final acceptance test and operational test procedure.
SD-07 Certificates
Statements printed on the manufacturer's letterhead and signed by
responsible officials of manufacturer of product, system or material
attesting that product, system or material meets specification
requirements. Must be dated after award of project contract and
clearly name the project.
Document required of Contractor, or of a manufacturer, supplier,
installer or Subcontractor through Contractor. The document purpose is
to further promote the orderly progression of a portion of the work by
documenting procedures, acceptability of methods or personnel
qualifications.
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Confined space entry permits.
Text of posted operating instructions.
SD-08 Manufacturer's Instructions
Preprinted material describing installation of a product, system or
material, including special notices and (MSDS) concerning impedances,
hazards and safety precautions.
SD-11 Closeout Submittals
Documentation to record compliance with technical or administrative
requirements or to establish an administrative mechanism.
Submittals required for Guiding Principle Validation (GPV) or Third
Party Certification (TPC).
Special requirements necessary to properly close out a construction
contract. For example, Record Drawings and as-built drawings. Also,
submittal requirements necessary to properly close out a major phase of
construction on a multi-phase contract.
Interim "DD Form 1354" with cost breakout for all assets 30 days prior
to facility turnover.
1.1.2
Approving Authority
Office or designated person authorized to approve submittal.
1.1.3
Work
As used in this section, on- and off-site construction required by contract
documents, including labor necessary to produce submittals, construction,
materials, products, equipment, and systems incorporated or to be
incorporated in such construction.
1.2
SUBMITTALS
**************************************************************************
NOTE: Submittals must be limited to those necessary
for adequate quality control. The importance of an
item in the project should be one of the primary
factors in determining if a submittal for the item
should be required.
A “G” following a submittal item indicates that the
submittal requires Government approval. Some
submittals are already marked with a “G”. Only
delete an existing “G” if the submittal item is not
complex and can be reviewed through the Contractor’s
QC system. Only add a “G” if the submittal is
sufficiently important or complex in context of the
project.
For submittals requiring Government approval on Army
projects, a code of up to three characters within
the submittal tags may be used following the "G"
designation to indicate the approving authority.
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Codes for Army projects using the Resident
Management System (RMS) are: "AE" for
Architect-Engineer; "DO" for District Office
(Engineering Division or other organization in the
District Office); "AO" for Area Office; "RO" for
Resident Office; and "PO" for Project Office. Codes
following the "G" typically are not used for Navy,
Air Force and NASA projects.
An "S" following a submittal item indicates that the
submittal is required for the Sustainability
Notebook to fulfill federally mandated sustainable
requirements in accordance with Section 01 33 29
SUSTAINABILITY REQUIREMENTS.
Choose the first bracketed item for Navy, Air Force
and NASA projects, or choose the second bracketed
item for Army projects.
**************************************************************************
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are [for Contractor QC approval.
][for information only. When used, a designation following the "G"
designation identifies the office that will review the submittal for the
Government.] Submittals with an "S" are for inclusion in the
Sustainability Notebook, in conformance to Section 01 33 29 SUSTAINABILITY
REQUIREMENTS. Submit the following in accordance with this section.
SD-01 Preconstruction Submittals
Submittal Register[; G][; G, [_____]]
1.3
SUBMITTAL CLASSIFICATION
Submittals are classified as follows:
1.3.1
Designer of Record Approved (DA)
**************************************************************************
NOTE: Section 01 33 16 DESIGN AFTER AWARD is not a
UFGS section. The purpose of the section is to
specify design process and submittal requirements in
a Design-Build contract. Section 01 33 16 has been
developed for the MILCON Business Process (MBP)
Model RFP and is available from the RFP Wizard
Portal at
http://mrsi.usace.army.mil/rfp/SitePages/Home.aspx.
**************************************************************************
**************************************************************************
NOTE: This paragraph contains tailoring tags for
Army and Design-Build. Use for Army projects only.
**************************************************************************
Designer of Record (DOR) approval is required for extensions of design,
critical materials, any deviations from the solicitation, the accepted
proposal, or the completed design, equipment whose compatibility with the
entire system must be checked, and other items as designated by the
Contracting Officer. Within the terms of the Contract Clause entitled,
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"Specifications and Drawings for Construction," they are considered to be
"shop drawings." Contractor to provide the Government with the number of
copies designated hereinafter of all DOR approved submittals. The
Government may review any or all Designer of Record approved submittals for
conformance to the Solicitation, Accepted Proposal and the completed
design. The Government will review all submittals designated as deviating
from the Solicitation or Accepted Proposal, as described below. Design
submittals to be in accordance with Section 01 33 16 DESIGN AFTER AWARD.
Generally, design submittals should be identified as SD-05 Design Data
submittals.
1.3.2
Government Approved (G)
**************************************************************************
NOTE: This paragraph contains tailoring tags for
Design-Bid-Build and Design-Build.
**************************************************************************
Government approval is required for any deviations from the Solicitation or
Accepted Proposal and other items as designated by the Contracting
Officer. Within the terms of the Contract Clause entitled, "Specifications
and Drawings for Construction," they are considered to be "shop drawings."
Sustainability Submittals (S)
Submittals for Guiding Principle Validation (GPV) or Third Party
Certification (TPC) are indicated with an "S" designation. Submit the
information required by the technical sections that demonstrates compliance
with the sustainable requirement, and for inclusion in the Sustainability
Notebook as required by Section 01 33 29 SUSTAINABILITY REQUIREMENTS. If
the submittal is also provided under another another SD, provide a separate
submittal under SD-11 that only provides that portion of the submittal that
demonstrates compliance with the sustainable requirement. Schedule
submittals for these items throughout the course of construction as
provided; do not wait until closeout.
1.4
1.4.1
1.5
PREPARATION
Transmittal Form
QUANTITY OF SUBMITTALS
**************************************************************************
NOTE: The quantities suggested below are consistent
with the quantities to be retained by the
Government, in paragraph entitled, "QC Organization
Responsibilities," of this section; maintain the
coordination.
**************************************************************************
1.5.1
Number of Copies of SD-02 Shop Drawings
Submit [six][_____] copies of submittals of shop drawings requiring review
and approval only by QC organization and [seven][_____] copies of shop
drawings requiring review and approval by Contracting Officer.
1.5.2
Number of Copies of SD-03 Product Data and SD-08 Manufacturer's
Instructions
Submit in compliance with quantity requirements specified for shop drawings.
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Number of Samples SD-04 Samples
**************************************************************************
NOTE: For NAVFAC, require one sample in paragraph
"a" and delete the second sentence of paragraph "a".
**************************************************************************
a.
Submit [two] [_____] samples, or [two] [_____] sets of samples showing
range of variation, of each required item. One approved sample or set
of samples will be retained by approving authority and one will be
returned to Contractor.
b.
Submit one sample panel or provide one sample installation where
directed. Include components listed in technical section or as
directed.
c.
Submit one sample installation, where directed.
d.
Submit one sample of non-solid materials.
1.5.4
Number of Copies SD-05 Design Data and SD-07 Certificates
Submit in compliance with quantity requirements specified for shop drawings.
1.5.5
Number of Copies SD-06 Test Reports and SD-09 Manufacturer's Field
Reports
Submit in compliance with quantity and quality requirements specified for
shop drawings other than field test results that will be submitted with QC
reports.
1.5.6
Number of Copies of SD-10 Operation and Maintenance Data
**************************************************************************
NOTE: NAVFAC requires three copies of O&M Data
unless OMSI manual is specified. Coordinate with
OMSI requirements.
**************************************************************************
Submit [five][three][_____] copies of O&M Data to the Contracting Officer
for review and approval.
1.5.7
Number of Copies of SD-01 Preconstruction Submittals and SD-11
Closeout Submittals
Unless otherwise specified, submit [two][three] sets of administrative
submittals.
1.6
VARIATIONS
Variations from contract requirements require both Designer of Record (DOR)
and Government approval pursuant to contract Clause FAR 52.236-21 and will
be considered where advantageous to Government.
1.6.1
Considering Variations
Discussion with Contracting Officer prior to submission, after consulting
with the DOR, will help ensure functional and quality requirements are met
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and minimize rejections and re-submittals. When contemplating a variation
which results in lower cost, consider submission of the variation as a
Value Engineering Change Proposal (VECP).
Specifically point out variations from contract requirements in transmittal
letters. Failure to point out deviations may result in the Government
requiring rejection and removal of such work at no additional cost to the
Government.
1.6.2
Proposing Variations
When proposing variation, deliver written request to the Contracting
Officer, with documentation of the nature and features of the variation and
why the variation is desirable and beneficial to Government, including the
DOR's written analysis and approval. If lower cost is a benefit, also
include an estimate of the cost savings. In addition to documentation
required for variation, include the submittals required for the item.
Clearly mark the proposed variation in all documentation.
1.6.3
Warranting that Variations are Compatible
When delivering a variation for approval, Contractor, including its
Designer(s) of Record, warrants that this contract has been reviewed to
establish that the variation, if incorporated, will be compatible with
other elements of work.
1.6.4
Review Schedule is Modified
**************************************************************************
NOTE: Allow a longer additional review period if
the construction phase will have geographically
scattered reviewers.
**************************************************************************
In addition to normal submittal review period, a period of [10] [_____]
working days will be allowed for consideration by the Government of
submittals with variations.
1.7
SUBMITTAL REGISTER
**************************************************************************
NOTE: Create the submittal register from the
project specification files, at the conclusion of
the design. In SPECSINTACT, choose "Export
Submittal Register" from "Process" pull-down menu.
Local procedures should be responsive to the
requirement that the submittal register, required
with the QC plan, is usually due from the Contractor
within 20 days after the Notice of Award.
**************************************************************************
**************************************************************************
NOTE: Use bracketed items for Army projects only.
**************************************************************************
Prepare and maintain submittal register, as the work progresses. Do not
change data which is output in columns (c), (d), (e), and (f) as delivered
by Government; retain data which is output in columns (a), (g), (h), and
(i) as approved. A submittal register showing items of equipment and
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materials for which submittals are required by the specifications is
provided as an attachment. This list may not be all inclusive and
additional submittals may be required. [ The Government will provide the
initial submittal register ][in electronic format][ with the following
fields completed, to the extent that will be required by the Government
during subsequent usage.]
Column (c):
required.
Lists specification section in which submittal is
Column (d): Lists each submittal description (SD No. and type,
e.g. SD-02 Shop Drawings) required in each specification section.
Column (e): Lists one principal paragraph in specification
section where a material or product is specified. This listing is
only to facilitate locating submitted requirements. Do not
consider entries in column (e) as limiting project requirements.
[ Thereafter, the Contractor is to track all submittals by maintaining a
complete list, including completion of all data columns, including dates on
which submittals are received and returned by the Government.
]
1.7.1
Use of Submittal Register
Submit submittal register. Submit with QC plan and project schedule.
Verify that all submittals required for project are listed and add missing
submittals. Coordinate and complete the following fields on the register
submitted with the QC plan and the project schedule:
[
Column (a) Activity Number:
schedule.
][
Column (g) Contractor Submit Date:
authority to receive submittals.
][
Column (h) Contractor Approval Date:
approval of submittal.
][
Column (i) Contractor Material: Date that Contractor needs
material delivered to Contractor control.
]1.7.2
Activity number from the project
Scheduled date for approving
Date Contractor needs
Contractor Use of Submittal Register
Update the following fields[ in the Government-furnished submittal register
program or equivalent fields in program utilized by Contractor] with each
submittal throughout contract.
Column (b) Transmittal Number:
consecutive numbers.
Contractor assigned list of
Column (j) Action Code (k): Date of action used to record
Contractor's review when forwarding submittals to QC.
Column (l) List date of submittal transmission.
Column (q) List date approval received.
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Approving Authority Use of Submittal Register
Update the following fields[ in the Government-furnished submittal register
program or equivalent fields in program utilized by Contractor].
Column (b) Transmittal Number:
consecutive numbers.
Contractor assigned list of
Column (l) List date of submittal receipt.
Column (m) through (p) List Date related to review actions.
Column (q) List date returned to Contractor.
1.7.4
Copies Delivered to the Government
Deliver one copy of submittal register updated by Contractor to Government
with each invoice request.
1.8
SCHEDULING
Schedule and submit concurrently submittals covering component items
forming a system or items that are interrelated. Include certifications to
be submitted with the pertinent drawings at the same time. No delay
damages or time extensions will be allowed for time lost in late
submittals. An additional [_____] calendar days will be allowed and shown
on the register for review and approval of submittals for [food service
equipment] [and] [refrigeration and HVAC control systems]
a.
Coordinate scheduling, sequencing, preparing and processing of
submittals with performance of work so that work will not be delayed by
submittal processing. Allow for potential resubmittal of requirements.
b.
Submittals called for by the contract documents will be listed on the
register. If a submittal is called for but does not pertain to the
contract work, the Contractor is to include the submittal in the
register and annotate it "N/A" with a brief explanation. Approval by
the Contracting Officer does not relieve the Contractor of supplying
submittals required by the contract documents but which have been
omitted from the register or marked "N/A."
c.
Re-submit register and annotate monthly by the Contractor with actual
submission and approval dates. When all items on the register have
been fully approved, no further re-submittal is required.
d.
Carefully control procurement operations to ensure that each individual
submittal is made on or before the Contractor scheduled submittal date
shown on the approved "Submittal Register."
1.8.1
Government Reviewed Design
**************************************************************************
NOTE: Use this subpart for Army Design-Build
projects only.
Section 01 33 16 DESIGN AFTER AWARD is not a UFGS.
It is part of the MBP Model RFP and is available
from the RFP Wizard Portal at
http://mrsi.usace.army.mil/rfp/SitePages/Home.aspx.
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**************************************************************************
The Government will review design submittals for conformance with the
technical requirements of the solicitation. Section 01 33 16 DESIGN AFTER
AWARD covers the design submittal and review process in detail. Government
review is required for deviation from the completed design. Review will be
only for conformance with the contract requirements. Included are only
those construction submittals for which the Designer of Record design
documents do not include enough detail to ascertain contract compliance.
The Government may, but is not required, to review extensions of design
such as structural steel or reinforcement shop drawings.
1.9
GOVERNMENT APPROVING AUTHORITY
When approving authority is Contracting Officer, the Government will:
a.
Note date on which submittal was received.
b.
Review submittals for approval within scheduling period specified and
only for conformance with project design concepts and compliance with
contract documents.
c.
Identify returned submittals with one of the actions defined in
paragraph entitled, "Review Notations," of this section and with
markings appropriate for action indicated.
Upon completion of review of submittals requiring Government approval,
stamp and date submittals. Two[_____] copies of the submittal will be
retained by the Contracting Officer and the remaining[_____] copies of the
submittal will be returned to the Contractor. If the Government performs a
conformance review of other Designer of Record approved submittals, the
submittals will be so identified and returned, as described above.
1.9.1
Review Notations
Submittals will be returned to the Contractor with the following notations:
a.
Submittals marked "approved" or "accepted" authorize the Contractor to
proceed with the work covered.
b.
Submittals marked "approved as noted" "or approved, except as noted,
resubmittal not required," authorize the Contractor to proceed with the
work covered provided he takes no exception to the corrections.
c.
Submittals marked "not approved" or "disapproved," or "revise and
resubmit," indicate noncompliance with the contract requirements or
design concept, or that submittal is incomplete. Resubmit with
appropriate changes. No work shall proceed for this item until
resubmittal is approved.
d.
Submittals marked "not reviewed" will indicate submittal has been
previously reviewed and approved, is not required, does not have
evidence of being reviewed and approved by Contractor, or is not
complete. A submittal marked "not reviewed" will be returned with an
explanation of the reason it is not reviewed. Resubmit submittals
returned for lack of review by Contractor or for being incomplete, with
appropriate action, coordination, or change.
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DISAPPROVED[ OR REJECTED] SUBMITTALS
Contractor shall make corrections required by the Contracting Officer. If
the Contractor considers any correction or notation on the returned
submittals to constitute a change to the contract drawings or
specifications; notice as required under the clause entitled, "Changes," is
to be given to the Contracting Officer. Contractor is responsible for the
dimensions and design of connection details and construction of work.
Failure to point out deviations may result in the Government requiring
rejection and removal of such work at the Contractor's expense.
If changes are necessary to submittals, make such revisions and submission
of the submittals in accordance with the procedures above. No item of work
requiring a submittal change is to be accomplished until the changed
submittals are approved.
1.11
APPROVED[/ACCEPTED] SUBMITTALS
**************************************************************************
NOTE: For Navy or NASA projects choose
Design-Bid-Build text. On Army projects choose
either design-bid-build or design-build text.
**************************************************************************
The Contracting Officer's approval or acceptance of submittals is not to be
construed as a complete check, and indicates only that approval or
acceptance will not relieve the Contractor of the responsibility for any
error which may exist, as the Contractor under the Contractor Quality
Control (CQC) requirements of this contract is responsible for design,
dimensions, all design extensions, such as the design of adequate
connections and details, etc., and the satisfactory construction of all work.
After submittals have been approved or accepted by the Contracting Officer,
no resubmittal for the purpose of substituting materials or equipment will
be considered unless accompanied by an explanation of why a substitution is
necessary.
1.12
APPROVED SAMPLES
Approval of a sample is only for the characteristics or use named in such
approval and is not be construed to change or modify any contract
requirements. Before submitting samples, the Contractor to assure that the
materials or equipment will be available in quantities required in the
project. No change or substitution will be permitted after a sample has
been approved.
Match the approved samples for materials and equipment
work. If requested, approved samples, including those
in testing, will be returned to the Contractor, at his
completion of the contract. Samples not approved will
the Contractor at its expense, if so requested.
incorporated in the
which may be damaged
expense, upon
also be returned to
Failure of any materials to pass the specified tests will be sufficient
cause for refusal to consider, under this contract, any further samples of
the same brand or make of that material. Government reserves the right to
disapprove any material or equipment which previously has proved
unsatisfactory in service.
Samples of various materials or equipment delivered on the site or in place
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may be taken by the Contracting Officer for testing. Samples failing to
meet contract requirements will automatically void previous approvals.
Contractor to replace such materials or equipment to meet contract
requirements. Approval of the Contractor's samples by the Contracting
Officer does not relieve the Contractor of his responsibilities under the
contract.
PART 2
PRODUCTS
Not Used
PART 3
EXECUTION
Not Used
-- End of Section --
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**************************************************************************
USACE / NAVFAC / AFCEC / NASA
UFGS-01 42 00 (November 2014)
----------------------------Preparing Activity: USACE
Superseding
UFGS-01 42 00 (August 2010)
UNIFIED FACILITIES GUIDE SPECIFICATIONS
**************************************************************************
SECTION 01 42 00
SOURCES FOR REFERENCE PUBLICATIONS
**************************************************************************
NOTE: This guide specification provides a listing
of organizations whose publications are referenced
in other sections of the specifications.
Adhere to UFC 1-300-02 Unified Facilities Guide
Specifications (UFGS) Format Standard when editing
this guide specification or preparing new project
specification sections. Edit this guide
specification for project specific requirements by
adding, deleting, or revising text. For bracketed
items, choose applicable items(s) or insert
appropriate information.
Remove information and requirements not required in
respective project, whether or not brackets are
present.
Comments, suggestions and recommended changes for
this guide specification are welcome and should be
submitted as a Criteria Change Request (CCR).
In accordance with FAR 11.201, identification of
sources for obtaining documents referenced in the
specificatioins must be provided in contract
documents.
**************************************************************************
PART 1
1.1
GENERAL
REFERENCES
Various publications are referenced in other sections of the specifications
to establish requirements for the work. These references are identified in
each section by document number, date and title. The document number used
in the citation is the number assigned by the standards producing
organization (e.g.
ASTM B564 Standard Specification for Nickel Alloy
Forgings). However, when the standards producing organization has not
assigned a number to a document, an identifying number has been assigned
for reference purposes.
1.2
ORDERING INFORMATION
**************************************************************************
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NOTE: Information regarding standards producing
organizations was in agreement with information
contained in the Unified Master Reference List
(UMRL) as of date of this guide specification.
This paragraph is automatically edited by removal of
those organizations not included in other sections
of the project specifications when SpecsIntact
(Reconcile Addresses item from the Print menu) is
use for job processing. However, if publications of
organizations in addition to those listed below are
used in the project, such additional organizations
must be added to this paragraph.
**************************************************************************
The addresses of the standards publishing organizations whose documents are
referenced in other sections of these specifications are listed below, and
if the source of the publications is different from the address of the
sponsoring organization, that information is also provided. Documents
listed in the specifications with numbers which were not assigned by the
standards producing organization should be ordered from the source by title
rather than by number.
AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS
(AASHTO)
444 North Capital Street, NW, Suite 249
Washington, DC 20001
Ph:
202-624-5800
Fax: 202-624-5806
E-Mail: info@aashto.org
Internet: http://www.aashto.org
AMERICAN CONCRETE INSTITUTE INTERNATIONAL (ACI)
38800 Country Club Drive
Farmington Hills, MI 48331-3439
Ph:
248-848-3700
Fax: 248-848-3701
E-mail: bkstore@concrete.org
Internet: http://www.concrete.org
AMERICAN CONCRETE PIPE ASSOCIATION (ACPA)
8445 Freeport Parkway, Suite 350
Irving, TX 75063-2595
Ph:
972-506-7216
Fax: 972-506-7682
E-mail: info@concrete-pipe.org
Internet: http://www.concrete-pipe.org
AMERICAN SOCIETY OF SAFETY ENGINEERS (ASSE/SAFE)
1800 East Oakton Street
Des Plaines, IL 60018
Ph: 847-699-2929
Internet: http://www.asse.org
AMERICAN WELDING SOCIETY (AWS)
13301 NW 47 Ave
Miami, FL 33054
Ph:
888-WELDING, 305-824-1177, 305-826-6192
Fax: 305-826-6195
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E-mail: customer.service@awspubs.com
Internet: http://www.aws.org
ASPHALT INSTITUTE (AI)
2696 Research Park Drive
Lexington, KY 40511-8480
Ph:
859-288-4960
Fax: 859-288-4999
E-mail: info@asphaltinstitute.org
Internet: http://www.asphaltinstitute.org
ASTM INTERNATIONAL (ASTM)
100 Barr Harbor Drive, P.O. Box C700
West Conshohocken, PA 19428-2959
Ph:
877-909-2786
Internet: http://www.astm.org
CSA GROUP (CSA)
178 Rexdale Blvd.
Toronto, ON, Canada M9W 1R3
Ph:
416-747-4044
Fax: 416-747-2510
E-mail: sales@csagroup.org
Internet: http://www.csagroup.org/us/en/home
NATIONAL INSTITUTE FOR OCCUPATIONAL SAFETY AND HEALTH (NIOSH)
395 E Street, S.W.
Suite 9200
Patriots Plaza Building
Washington, DC 20201
Ph: 800-232-4636
Fax: 513-533-8347
E-mail: nioshdocket@cdc.gov
Internet: http://www.cdc.gov/niosh/
NATIONAL PRECAST CONCRETE ASSOCIATION (NPCA)
1320 City Center Drive, Suite 200
Carmel, IN 46032
Ph: 317-571-9500 or 800 366 7731
Fax: 317-571-0041
Internet: www.precast.org
NATIONAL READY MIXED CONCRETE ASSOCIATION (NRMCA)
Manager, Customer Service
900 Spring Street
Silver Spring, MD 20910
Ph: 240-485-1165
E-mail: jjenkins@nrmca.org (Jacques Jenkins)
Internet: http://www.nrmca.org
STATE OF CALIFORNIA DEPARTMENT OF TRANSPORTATION (CALTRANS)
Publication Distribution Unit
1801 30th Street
Sacramento, CA 95816-8041
Ph:
916-227-8396
E-mail: michael_campos@dot.ca.gov
Internet: http://www.dot.ca.gov/hq/esc/techpubs/
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U.S. ARMY CORPS OF ENGINEERS (USACE)
CRD-C DOCUMENTS available on Internet:
http://www.wbdg.org/ccb/browse_cat.php?c=68
Order Other Documents from:
USACE Publications Depot
Attn: CEHEC-IM-PD
2803 52nd Avenue
Hyattsville, MD 20781-1102
Ph: 301-394-0081
Fax: 301-394-0084
E-mail: pubs-army@usace.army.mil
Internet: http://www.publications.usace.army.mil/
or
http://www.hnc.usace.army.mil/Missions/Engineering/TECHINFO.aspx
U.S. DEPARTMENT OF AGRICULTURE (USDA)
Order AMS Publications from:
AGRICULTURAL MARKETING SERVICE (AMS)
Seed Regulatory and Testing Branch
801 Summit Crossing Place, Suite C
Gastonia, NC 28054-2193
Ph:
704-810-8871
Fax: 704-852-4189
E-mail: seed.ams@usda.gov
Internet: http://www.ams.usda.gov/lsg/seed.htm
Order Other Publications from:
U.S. Department of Agriculture, Rural Utilities Program
USDA Rural Development, Room 4051-S
Mail Stop 1510
1400 Independence Avenue SW
Washington, DC 20250-1510
Phone: (202) 720-9540
TTY: (800) 877-8339 (Federal Relay Service)
Fax: (202) 720-1725
Internet: http://www.rurdev.usda.gov/utilities_lp.html
U.S. ENVIRONMENTAL PROTECTION AGENCY (EPA)
Ariel Rios Building
1200 Pennsylvania Avenue, N.W.
Washington, DC 20004
Ph:
202-272-0167
Internet: http://www2.epa.gov/libraries
--- Some EPA documents are available only from:
National Technical Information Service (NTIS)
5301 Shawnee Road
Alexandria, VA 22312
Ph: 703-605-6050 or 1-688-584-8332
Fax: 703-605-6900
E-mail: info@ntis.gov
Internet: http://www.ntis.gov
U.S. FEDERAL HIGHWAY ADMINISTRATION (FHWA)
FHWA, Office of Safety
1200 New Jersey Ave., SE
Washington, DC 20590
Ph:
202-366-4000
Internet: http://www.fhwa.dot.gov
Order from:
Superintendent of Documents
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U. S. Government Printing Office (GPO)
710 North Capitol Street, NW
Washington, DC 20401
Ph:
202-512-1800
Fax: 202-512-2104
E-mail: contactcenter@gpo.gov
Internet: http://www.gpoaccess.gov
U.S. GENERAL SERVICES ADMINISTRATION (GSA)
General Services Administration
1275 First St. NE
Washington, DC 20417
Ph: 202-501-1231
Internet: http://www.gsaelibrary.gsa.gov/ElibMain/home.do
Obtain documents from:
Acquisition Streamlining and Standardization Information System
(ASSIST)
Internet: https://assist.dla.mil/online/start/; account
registration required
U.S. NATIONAL ARCHIVES AND RECORDS ADMINISTRATION (NARA)
8601 Adelphi Road
College Park, MD 20740-6001
Ph: 866-272-6272
Fax: 301-837-0483
Internet: http://www.archives.gov
Order documents from:
Superintendent of Documents
U.S.Government Printing Office (GPO)
710 North Capitol Street, NW
Washington, DC 20401
Ph:
202-512-1800
Fax: 202-512-2104
E-mail: contactcenter@gpo.gov
Internet: http://www.gpoaccess.gov
PART 2
PRODUCTS
Not used
PART 3
EXECUTION
Not used
-- End of Section --
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**************************************************************************
USACE / NAVFAC / AFCEC / NASA
UFGS-02 41 00 (May 2010)
Change 1 - 08/14
-----------------------Preparing Activity: USACE
Superseding
UFGS-02 41 00 (October 2006)
UNIFIED FACILITIES GUIDE SPECIFICATIONS
References are in agreement with UMRL dated October 2014
**************************************************************************
SECTION 02 41 00
[DEMOLITION][ AND ][DECONSTRUCTION]
**************************************************************************
NOTE: This guide specification covers the
requirements for demolition, deconstructon,
dismantling, reconditioning and disposal of existing
building materials, equipment and utilities as a
part of new construction or renovation work.
Adhere to UFC 1-300-02 Unified Facilities Guide
Specifications (UFGS) Format Standard when editing
this guide specification or preparing new project
specification sections. Edit this guide
specification for project specific requirements by
adding, deleting, or revising text. For bracketed
items, choose applicable items(s) or insert
appropriate information.
Remove information and requirements not required in
respective project, whether or not brackets are
present.
Comments, suggestions and recommended changes for
this guide specification are welcome and should be
submitted as a Criteria Change Request (CCR).
TO DOWNLOAD UFGS GRAPHICS
Go to http://wbdg.org/ccb/NAVGRAPH/graphtoc.pdf.
**************************************************************************
PART 1
GENERAL
**************************************************************************
NOTE: Where premises are occupied, certain spaces
may exist where activities cannot be interrupted or
disturbed during normal working hours. To prevent
disputes or possible contract claims resulting from
restriction of demolition or removal work in such
spaces, provisions for scheduling of the work must
be specified in the contract documents.
Restrictions for scheduling of demolition or removal
work in areas adjacent to or in occupied spaces
should reflect the requirements resulting from the
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consultation with occupants of the affected spaces.
These provisions are necessary to alert prospective
bidders about the spaces where business is not to be
interrupted or disturbed during construction.
Delete requirements if inapplicable.
Where suspect deck conditions are encountered during
design investigation, identify and include
appropriate repair and safety provisions in the
design documents to draw attention to the suspect
areas and the need for additional safety precautions.
Include "Notification of Demolition and Renovation"
form for Hawaii only.
**************************************************************************
1.1
REFERENCES
**************************************************************************
NOTE: This paragraph is used to list the
publications cited in the text of the guide
specification. The publications are referred to in
the text by basic designation only and listed in
this paragraph by organization, designation, date,
and title.
Use the Reference Wizard's Check Reference feature
when you add a RID outside of the Section's
Reference Article to automatically place the
reference in the Reference Article. Also use the
Reference Wizard's Check Reference feature to update
the issue dates.
References not used in the text will automatically
be deleted from this section of the project
specification when you choose to reconcile
references in the publish print process.
**************************************************************************
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by the
basic designation only.
AMERICAN SOCIETY OF SAFETY ENGINEERS (ASSE/SAFE)
ASSE/SAFE A10.6
(2006) Safety Requirements for Demolition
Operations
U.S. ARMY CORPS OF ENGINEERS (USACE)
EM 385-1-1
(2008; Errata 2011) Safety and Health
Requirements Manual
U.S. NATIONAL ARCHIVES AND RECORDS ADMINISTRATION (NARA)
40 CFR 61
URS FOR EQM
National Emission Standards for Hazardous
Air Pollutants
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PROJECT DESCRIPTION
**************************************************************************
NOTE: Make a determination as to whether any
material of a hazardous nature, as classified in the
National Emissions Standards, OSHA, or EPA
regulations, will result from the work described.
If such material is determined likely, specify
precautions and standards to be complied with.
Since the Contractor performs the work, the
Contractor will be the one responsible for complying
with all necessary regulations.
Protect personnel from possible airborne
contaminants, such as asbestos fibers, dried fecal
matter (bird droppings) and metal dusts.
For Navy projects: Contact an industrial hygienist
at (1) A Navy Regional Medical Center, (2) A Navy
Environmental and Preventive Medicine Unit, or (3)
the Navy Environmental Health Center for
assistance. Disposal of materials must not endanger
or pollute the environment. Obtain assistance from
the environmental branch of the Engineering Field
Division of the Naval Facilities Engineering Command
or from the Naval Facilities Engineering Service
Center, Norfolk, Virginia.
Non-friable materials containing asbestos, such as
cement-asbestos siding and roofing and
vinyl-asbestos flooring materials, normally do not
require special handling and disposal procedures
unless such materials are sawn, ground, sanded,
drilled, pulverized, or handled in such a manner
that will cause dust and airborne asbestos fiber to
be released. Thus the removal of non-friable
asbestos will not normally require the use of
Section 02 82 16.00 20 ENGINEERING CONTROL OF
ASBESTOS CONTAINING MATERIALS or Section
02 82 14.00 10 ASBESTOS HAZARD CONTROL ACTIVITIES.
If the project contains non-friable asbestos that is
considered to be hazardous due to material condition
(broken down or excessively old and decayed) or
demolition or deconstruction procedures to be used,
then specify the non-friable asbestos to be removed
in accordance with Section 02 82 16.00 20 or
02 82 14.00 10.
For "NAVFAC SE" projects use "project site" in
Guantanamo Bay, Cuba; for all other projects use
"station daily."
Deconstruction is the process of taking apart a
facility with the primary goal of preserving the
value of all useful building materials, so that they
may be reused or recycled. It should be considered
when adaptive reuse of a building is not an option,
and may be used in conjunction with demolition.
Deconstruction minimizes demolition landfill
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materials and reduces material costs for the
converted facility. Diverting demolition waste from
the landfill contributes to the following LEED
credit: MR2. Coordinate with Section 01 74 19
CONSTRUCTION AND DEMOLITION WASTE MANAGEMENT.
**************************************************************************
1.2.1
Demolition/Deconstruction Plan
**************************************************************************
NOTE: Either a Demolition Plan or a Deconstruction
Plan is required. A project requiring both
demolition and deconstruction work will name the
plan according to the majority of the work being
performed, and the plan will include requirements
for both types of work.
**************************************************************************
Prepare a [Demolition Plan] [Deconstruction Plan] and submit proposed [
salvage,] [demolition,] [deconstruction,] and removal procedures for
approval before work is started. Include in the plan procedures for
careful removal and disposition of materials specified to be salvaged,
coordination with other work in progress[, a disconnection schedule of
[utility services,] [and] [airfield lighting,] a detailed description of
methods and equipment to be used for each operation and of the sequence of
operations]. Coordinate with Waste Management Plan.[ Include statements
affirming Contractor inspection of the existing roof deck and its
suitability to perform as a safe working platform or if inspection reveals
a safety hazard to workers, state provisions for securing the safety of the
workers throughout the performance of the work.] Provide procedures for
safe conduct of the work in accordance with EM 385-1-1. Plan shall be
approved by [Structural PE] [Contracting Officer] prior to work beginning.
1.2.2
General Requirements
Do not begin demolition or deconstruction until authorization is received
from the Contracting Officer. [Remove rubbish and debris from the [station
daily] [project site]; do not allow accumulations [inside or outside the
building[s]] [on airfield pavements].] [The work includes [demolition,]
[deconstruction], salvage of identified items and materials, and removal of
resulting rubbish and debris. Remove rubbish and debris from Government
property daily, unless otherwise directed. Store materials that cannot be
removed daily in areas specified by the Contracting Officer.]
In the
interest of occupational safety and health, perform the work in accordance
with EM 385-1-1, Section 23, Demolition, and other applicable Sections.
1.3
ITEMS TO REMAIN IN PLACE
Take necessary precautions to avoid damage to existing items to remain in
place, to be reused, or to remain the property of the Government. Repair
or replace damaged items as approved by the Contracting Officer.
Coordinate the work of this section with all other work indicated.
Construct and maintain shoring, bracing, and supports as required. Ensure
that structural elements are not overloaded. Increase structural supports
or add new supports as may be required as a result of any cutting, removal,
deconstruction, or demolition work performed under this contract. Do not
overload [structural elements] [pavements to remain]. Provide new supports
and reinforcement for existing construction weakened by demolition,
deconstruction, or removal work. Repairs, reinforcement, or structural
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replacement require approval by the Contracting Officer prior to performing
such work.
1.3.1
Existing Construction Limits and Protection
Do not disturb existing construction beyond the extent indicated or
necessary for installation of new construction. Provide temporary shoring
and bracing for support of building components to prevent settlement or
other movement. Provide protective measures to control accumulation and
migration of dust and dirt in all work areas. Remove [snow, ]dust, dirt,
and debris from work areas daily.
Weather Protection
For portions of the building to remain, protect building interior and
materials and equipment from the weather at all times. Where removal of
existing roofing is necessary to accomplish work, have materials and
workmen ready to provide adequate and temporary covering of exposed areas.
Trees
Protect trees within the project site which might be damaged during
demolition or deconstruction, and which are indicated to be left in place,
by a 6 foot high fence. Erect and secure fence a minimum of 5 feet from
the trunk of individual trees or follow the outer perimeter of branches or
clumps of trees. Replace any tree designated to remain that is damaged
during the work under this contract with like-kind or as approved by the
Contracting Officer.
1.3.2
Utility Service
**************************************************************************
NOTE: Delete the first bracketed sentence when the
Government will disconnect and seal utilities.
Delete the second bracketed sentence when the
Contractort will disconnect and seal utilities.
**************************************************************************
Maintain existing utilities indicated to stay in service and protect
against damage during demolition and deconstruction operations. Prior to
start of work, [utilities serving each area of alteration or removal will
be shut off by the Government and disconnected and sealed by the Contractor
] [the Government will disconnect and seal utilities serving each area of
alteration or removal upon written request from the Contractor].
1.3.3
Facilities
Protect electrical and mechanical services and utilities. Where removal of
existing utilities and pavement is specified or indicated, provide approved
barricades, temporary covering of exposed areas, and temporary services or
connections for electrical and mechanical utilities. Floors, roofs, walls,
columns, pilasters, and other structural components that are designed and
constructed to stand without lateral support or shoring, and are determined
to be in stable condition, must remain standing without additional bracing,
shoring, or lateral support until demolished or deconstructed, unless
directed otherwise by the Contracting Officer. Ensure that no elements
determined to be unstable are left unsupported and place and secure
bracing, shoring, or lateral supports as may be required as a result of any
cutting, removal, deconstruction, or demolition work performed under this
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contract.
1.4
BURNING
The use of burning at the project site for the disposal of refuse and
debris [will not be permitted] [will be permitted in the area located
[_____] and between the hours of [_____] and [_____]]. Where burning is
permitted, adhere to federal, state, and local regulations.
1.5
AVAILABILITY OF WORK AREAS
Areas in which the work is to be accomplished will be available in
accordance with the following schedule:Work shall be completed in phases as
depicted on the drawings.
Schedule
Area
Date
[_____]
[_____]
1.6
SUBMITTALS
**************************************************************************
NOTE: Review submittal description (SD) definitions
in Section 01 33 00 SUBMITTAL PROCEDURES and edit
the following list to reflect only the submittals
required for the project.
The Guide Specification technical editors have
designated those items that require Government
approval, due to their complexity or criticality,
with a "G." Generally, other submittal items can be
reviewed by the Contractor's Quality Control
System. Only add a “G” to an item, if the submittal
is sufficiently important or complex in context of
the project.
For submittals requiring Government approval on Army
projects, a code of up to three characters within
the submittal tags may be used following the "G"
designation to indicate the approving authority.
Codes for Army projects using the Resident
Management System (RMS) are: "AE" for
Architect-Engineer; "DO" for District Office
(Engineering Division or other organization in the
District Office); "AO" for Area Office; "RO" for
Resident Office; and "PO" for Project Office. Codes
following the "G" typically are not used for Navy,
Air Force, and NASA projects.
An "S" following a submittal item indicates that the
submittal is required for the Sustainability
Notebook to fulfill federally mandated sustainable
requirements in accordance with Section 01 33 29
SUSTAINABILITY REQUIREMENTS.
Choose the first bracketed item for Navy, Air Force
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and NASA projects, or choose the second bracketed
item for Army projects.
**************************************************************************
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for [Contractor Quality Control
approval.][information only. When used, a designation following the "G"
designation identifies the office that will review the submittal for the
Government.]
Submit the following in accordance with Section 01 33 00
SUBMITTAL PROCEDURES:
SD-01 Preconstruction Submittals
Existing Conditions[; G][; G, [_____]]
SD-07 Certificates
[
[
Demolition Plan[; G][; G, [_____]]]
Deconstruction Plan[; G][; G, [_____]]]
Notification[; G][; G, [_____]]
SD-11 Closeout Submittals
Receipts
1.7
QUALITY ASSURANCE
Submit timely notification of [demolition] [deconstruction] [and]
[renovation] projects to Federal, State, regional, and local authorities in
accordance with 40 CFR 61, Subpart M. Notify the [Regional Office of the
United States Environmental Protection Agency (USEPA)] [State's
environmental protection agency] [local air pollution control
district/agency] and the Contracting Officer in writing 10 working days
prior to the commencement of work in accordance with 40 CFR 61, Subpart M.
Comply with federal, state, and local hauling and disposal regulations. In
addition to the requirements of the "Contract Clauses," conform to the
safety requirements contained in ASSE/SAFE A10.6. Comply with the
Environmental Protection Agency requirements specified. Use of explosives
[will] [will not] be permitted.
1.7.1
Dust[ and Debris] Control
Prevent the spread of dust [and debris] [to occupied portions of the
building] [on airfield pavements] and avoid the creation of a nuisance [or
hazard] in the surrounding area. Do not use water if it results in
hazardous or objectionable conditions such as, but not limited to, ice,
flooding, or pollution. [Vacuum and dust the work area [daily] [_____].] [
Sweep pavements as often as necessary to control the spread of debris that
may result in foreign object damage potential to aircraft.]
1.8
PROTECTION
**************************************************************************
NOTE: Delete requirements if inapplicable. For
aircraft safety, Air Force ETL 11-29: Use of Light
Emitting Diode (LED) Fixtures on Air Force
Installations and Enduring/Contingency Locations,
dated 22 Dec 2011, does NOT allow use of LED
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fixtures for Obstruction Lighting. For work on
airfield, coordinate with the Airfield manager the
construction phasing plan and operational safety on
the airfield during construction per UFC 3-260-01,
Section 14.
**************************************************************************
1.8.1
Traffic Control Signs
Where [pedestrian and driver] [aircraft] safety is endangered in the
area of removal work, use traffic barricades with flashing lights. [
Anchor barricades in a manner to prevent displacement by wind, jet or
prop blast.] Notify the Contracting Officer prior to beginning such
work.
[Provide a minimum of 2 FAA type L-810 steady burning red obstruction
lights on temporary structures (including cranes) over 100 feet, but
less than 100 ft, above ground level. The use of LED based
obstruction lights are not permitted. For temporary structures
(including cranes) over 200 ft above ground level provide obstruction
lighting in accordance with FAA AC 70/7460-1. Light construction and
installation shall comply with FAA AC 70/7460-1. Lights shall be
operational during periods of reduced visibility, darkness, and as
directed by the Contracting Officer. Maintain the temporary services
during the period of construction and remove only after permanent
services have been installed and tested and are in operation.]
1.8.2
Protection of Personnel
Before, during and after the [demolition][ and ][deconstruction] work
continuously evaluate the condition of the structure being [demolished]
[and] [deconstructed] and take immediate action to protect all personnel
working in and around the project site. No area, section, or component of
floors, roofs, walls, columns, pilasters, or other structural element will
be allowed to be left standing without sufficient bracing, shoring, or
lateral support to prevent collapse or failure while workmen remove debris
or perform other work in the immediate area.
1.9
FOREIGN OBJECT DAMAGE (FOD)
**************************************************************************
NOTE: Delete requirements if inapplicable.
Some large scale apron, hangar, or other type
projects to be constructed adjacent to areas with
operational aircraft may require temporary
barricades or debris fences installed in place prior
to the start of work. The station's air operations
and public works departments must be contacted by
the designer to determine project requirements. If
fences or other type barricades are required, they
must be designed and located to suit the project
**************************************************************************
Aircraft and aircraft engines are subject to FOD from debris and waste
material lying on airfield pavements. Remove all such materials that may
appear on operational aircraft pavements due to the Contractor's
operations. If necessary, the Contracting Officer may require the
Contractor to install a temporary barricade at the Contractor's expense to
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control the spread of FOD potential debris. The barricade shall include a
fence covered with a fabric designed to stop the spread of debris. Anchor
the fence and fabric to prevent displacement by winds or jet/prop blasts.
Remove barricade when no longer required.
1.10
RELOCATIONS
Perform the removal and reinstallation of relocated items as indicated with
workmen skilled in the trades involved. Repair or replace items to be
relocated which are damaged by the Contractor with new undamaged items as
approved by the Contracting Officer.
1.11
EXISTING CONDITIONS
Before beginning any demolition or deconstruction work, survey the site and
examine the drawings and specifications to determine the extent of the
work. Record existing conditions in the presence of the Contracting
Officer showing the condition of structures and other facilities adjacent
to areas of alteration or removal. Photographs sized 4 inch will be
acceptable as a record of existing conditions. Include in the record the
elevation of the top of foundation walls, finish floor elevations, possible
conflicting electrical conduits, plumbing lines, alarms systems, the
location and extent of existing cracks and other damage and description of
surface conditions that exist prior to before starting work. It is the
Contractor's responsibility to verify and document all required outages
which will be required during the course of work, and to note these outages
on the record document. Submit survey results.
PART 2
2.1
a.
[ b.
c.
PRODUCTS
FILL MATERIAL
Comply with excavating, backfilling, and compacting procedures for
soils used as backfill material to fill basements, voids, depressions
or excavations resulting from demolition or deconstruction of
structures.
Fill material shall conform to the definition of satisfactory soil
material as defined in AASHTO M 145, Soil Classification Groups A-1,
A-2-4, A-2-5 and A-3. In addition, fill material shall be free from
roots and other organic matter, trash, debris, frozen materials, and
stones larger than 2 inches in any dimension.
Proposed fill material must be sampled and tested by an approved soil
testing laboratory, as follows:
Soil classification
AASHTO M 145
Moisture-density relations
AASHTO T 180, Method B or D
]
PART 3
3.1
EXECUTION
EXISTING FACILITIES TO BE REMOVED
**************************************************************************
NOTE: Thoughtful and considered disassembly as
opposed to standard demolition will produce more
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usable "reusables" and will help prevent damage to
items scheduled to remain.
Suggested uses for salvaged materials are as follows.
1. Whole buildings can be sold, leased, or donated
and either moved or dismantled.
2. Separate asphalt roofing materials for milling
and recycling.
3. Salvage whole bricks for reuse, keeping exterior
bricks separate. Salvage remaining masonry to be
crushed and used as landscape cover, sub-base
material, or fill.
4. Salvage precast concrete panels as whole units
for use as erosion control or landscape features.
Salvage whole concrete blocks for reuse. Salvage
concrete block pieces to be crushed and used as
sub-base material or fill. Crush and grade
remaining concrete for use as riprap, aggregate,
sub-base material, or fill.
5. Chipped or shredded wood can be used onsite as
ground cover, mulch, compost, pulp, or process fuel.
6. Crushed porcelain may be used for fill.
7. Wood cleared from the site can be chipped or
shredded for use as ground cover, mulch, compost,
pulp, or process fuel.
8. Salvage clean, unpainted, non-biocide-treated
gypsum board to be ground up and used as soil
amendment or recycled.
**************************************************************************
Inspect and evaluate existing structures onsite for reuse. Existing
construction scheduled to be removed for reuse shall be disassembled.
Dismantled and removed materials are to be separated, set aside, and
prepared as specified, and stored or delivered to a collection point for
reuse, remanufacture, recycling, or other disposal, as specified.
Materials shall be designated for reuse onsite whenever possible.
Structures
**************************************************************************
NOTE: Where necessary, add additional requirements
relating to specific types of existing construction
such as masonry, concrete, and other special
requirements for removal work. It is very difficult
to specify particular removal criteria in a guide
specification or even a project specification. It
may be more advantageous to show the work on the
drawings.
**************************************************************************
a.
Remove existing structures indicated to be removed to [grade] [top of
foundation walls] [[_____] feet below grade]. Interior walls, other
than retaining walls and partitions, shall be removed to [_____] feet
below grade or to top of concrete slab on ground. Break up basement
slabs to permit drainage. Remove sidewalks, curbs, gutters and street
light bases as indicated.
b.
[Demolish] [Deconstruct] structures in a systematic manner from the top
of the structure to the ground. Complete demolition work above each
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tier or floor before the supporting members on the lower level are
disturbed. [Demolish] [Deconstruct] concrete and masonry walls in
small sections. Remove structural framing members and lower to ground
by means of derricks, platforms hoists, or other suitable methods as
approved by the Contracting Officer.
c.
Locate demolition and deconstruction equipment throughout the structure
and remove materials so as to not impose excessive loads to supporting
walls, floors, or framing.
d.
[Building, or the remaining portions thereof, not exceeding 80 feet in
height may be demolished by the mechanical method of demolition.]
3.1.1
3.1.1.1
Utilities and Related Equipment
General Requirements
Do not interrupt existing utilities serving occupied or used facilities,
except when authorized in writing by the Contracting Officer. Do not
interrupt existing utilities serving facilities occupied and used by the
Government except when approved in writing and then only after temporary
utility services have been approved and provided. Do not begin demolition
or deconstruction work until all utility disconnections have been made.
Shut off and cap utilities for future use, as indicated.
3.1.1.2
Disconnecting Existing Utilities
**************************************************************************
NOTE: Where the materials, meters, or related
equipment to be affected in the area of demolition
or deconstruction are the property of the local
utility companies and not of the Government, the
specifier must contact them, determine the
disposition of the existing utilities, and modify
the requirements herein as needed.
**************************************************************************
Remove existing utilities [, as indicated] [uncovered by work] and
terminate in a manner conforming to the nationally recognized code covering
the specific utility and approved by the Contracting Officer. When utility
lines are encountered but are not indicated on the drawings, notify the
Contracting Officer prior to further work in that area. Remove meters and
related equipment and deliver to a location [on the station] in accordance
with instructions of the Contracting Officer.
Chain Link Fencing
Remove chain link fencing, gates and other related salvaged items scheduled
for removal and transport to designated areas. Remove gates as whole
units. Cut chain link fabric to [_____] 25 foot lengths and store in rolls
off the ground.
3.1.2
Paving and Slabs
**************************************************************************
NOTE: Delete requirements if inapplicable.
**************************************************************************
[Remove [ground] [scarified] [sawcut] concrete and asphaltic concrete
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paving and slabs [including aggregate base] [as indicated] to a depth of
[_____] inches below [existing adjacent] [new finish] grade. [Provide neat
double sawcuts at limits of pavement removal as indicated.]] Pavement and
slabs designated to be recycled and utilized in this project shall be
moved, ground and stored as directed by the Contracting Officer. Pavement
and slabs not to be used in this project shall be removed from the
Installation at Contractor's expense.
3.1.3
Roofing
**************************************************************************
NOTE: Delete requirements if inapplicable.
Where suspect deck conditions are encountered during
design investigation, identify and include
appropriate repair and safety provisions in the
design documents to draw attention to the suspect
areas and the need for additional safety precautions.
**************************************************************************
[Remove existing roof system and associated components in their entirety
down to existing roof deck.] [Remove [built-up] [single-ply] roofing to
effect the connections with new flashing or roofing.] [Remove gravel
surfacing from existing roofing felts for a minimum distance of 18 inches
back from the cut. Remove gravel without damaging felts.] [Salvage
asphalt roofing materials.] [Cut existing [felts] [membrane] [and
insulation] along straight lines.] [Remove roofing system [and insulation]
without damaging the roof deck.] Sequence work to minimize building
exposure between demolition or deconstruction and new roof materials
installation.
3.1.3.1
Temporary Roofing
Install temporary roofing and flashing as necessary to maintain a
watertight condition throughout the course of the work. Remove temporary
work prior to installation of permanent roof system materials unless
approved otherwise by the Contracting Officer. [The existing [deck] [and
support structure] is deteriorated where indicated, such that ability to
support foot traffic and construction loads is unknown. Make provisions
for worker safety during demolition, deconstruction, and installation of
new materials as described in paragraphs entitled "Statements" and
"Regulatory and Safety Requirements."]
3.1.3.2
Reroofing
When removing the existing roofing system from the roof deck, remove only
as much roofing as can be recovered by the end of the work day, unless
approved otherwise by the Contracting Officer. Do not attempt to open the
roof covering system in threatening weather. Reseal all openings prior to
suspension of work the same day.
Masonry
Sawcut and remove masonry so as to prevent damage to surfaces to remain[,
to removed materials being salvaged] [and to facilitate the installation of
new work]. Where new masonry adjoins existing, the new work shall abut or
tie into the existing construction as [indicated] [specified for the new
work]. Provide square, straight edges and corners where existing masonry
adjoins new work and other locations.[ Masonry removed in whole blocks
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shall be salvaged and stored for reuse.] [
be crushed[ for use as aggregate]].
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Masonry removed in pieces shall
Concrete
Saw concrete along straight lines to a depth of a minimum 2 inch. Make
each cut in walls perpendicular to the face and in alignment with the cut
in the opposite face. Break out the remainder of the concrete provided
that the broken area is concealed in the finished work, and the remaining
concrete is sound. At locations where the broken face cannot be concealed,
grind smooth or saw cut entirely through the concrete. [Salvage removed
concrete.]
3.1.4
Structural Steel
**************************************************************************
NOTE: Delete structural steel and miscellaneous
metals only if it is determined that there are no
existing metals or structural steel to be recycled
or salvaged.
**************************************************************************
Dismantle structural steel at field connections and in a manner that will
prevent bending or damage. Salvage for [reuse] [recycle] structural steel,
steel joists, girders, angles, plates, columns and shapes. [Do not use
flame-cutting torches] [Flame-cutting torches are permitted when other
methods of dismantling are not practical]. Transport steel joists and
girders as whole units and not dismantled. Transport structural steel
shapes to a designated [storage area] [recycling facility] [area as
directed by the Contracting Officer], stacked according to size, type of
member and length, and stored off the ground, protected from the weather.
3.1.5
Miscellaneous Metal
Salvage shop-fabricated items such as access doors and frames, steel
gratings, metal ladders, wire mesh partitions, metal railings, metal
windows and similar items as whole units. Salvage light-gage and
cold-formed metal framing, such as steel studs, steel trusses, metal
gutters, roofing and siding, metal toilet partitions, toilet accessories
and similar items. [Scrap metal shall become the Contractor's property.]
Recycle scrap metal as part of demolition and deconstruction operations.
Provide separate containers to collect scrap metal and transport to a scrap
metal collection or recycling facility, in accordance with the Waste
Management Plan.
3.1.6
Carpentry
Salvage for [reuse] [recycle] lumber, millwork items, and finished boards,
and sort by type and size. [[Chip or shred and ]recycle salvaged wood
unfit for reuse, except stained, painted, or treated wood.] [Salvage]
[Remove] windows, doors, frames, and cabinets, and similar items as whole
units, complete with trim and accessories. [Do not remove hardware
attached to units, except for door closers. ] [Salvage hardware attached to
units for reuse.] Brace the open end of door frames to prevent damage.
3.1.7
Carpet
Remove existing carpet for reclamation in accordance with manufacturer
recommendations and as follows. Remove used carpet in large pieces, roll
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tightly, and pack neatly in a container. Remove adhesive according to
recommendations of the Carpet and Rug Institute (CRI). Adhesive removal
solvents shall comply with CRI CIS. Recycle removed carpet cushion.
Acoustic Ceiling Tile
Remove, neatly stack, and recycle acoustic ceiling tiles. Recycling may be
available with manufacturer. Otherwise, priority shall be given to a local
recycling organization. Recycling is not required if the tiles contain or
may have been exposed to asbestos material.
Airfield Lighting
Remove existing airfield lighting as indicated and terminate in a manner
satisfactory to the Contracting Officer. Remove [edge lights], [associated
transformers] [and] [_____] as indicated and [deliver to a location on the
station in accordance with instructions of the Contracting Officer]
[dispose of off station] [_____].
3.1.8
Patching
Where removals leave holes and damaged surfaces exposed in the finished
work, patch and repair these holes and damaged surfaces to match adjacent
finished surfaces, using on-site materials when available. Where new work
is to be applied to existing surfaces, perform removals and patching in a
manner to produce surfaces suitable for receiving new work. Finished
surfaces of patched area shall be flush with the adjacent existing surface
and shall match the existing adjacent surface as closely as possible as to
texture and finish. Patching shall be as specified and indicated, and
shall include:
a.
Concrete and Masonry: Completely fill holes and depressions, [caused by
previous physical damage or] left as a result of removals in existing
masonry walls to remain, with an approved masonry patching material,
applied in accordance with the manufacturer's printed instructions.
b.
Where existing partitions have been removed leaving damaged or missing
resilient tile flooring, patch to match the existing floor tile.
c.
Patch acoustic lay-in ceiling where partitions have been removed. The
transition between the different ceiling heights shall be effected by
continuing the higher ceiling level over to the first runner on the
lower ceiling and closing the vertical opening with a painted sheet
metal strip.
3.1.9
Air Conditioning Equipment
**************************************************************************
NOTE: Delete requirements if inapplicable.
Quantify by weight the amount and type of
refrigerant to be recovered and indicate on plans.
Directives from the Secretary of the Navy prohibit
sale or transfer of Class I ODS materials outside of
the Navy without prior approval from the Chief of
Naval Operations or the Commandant of the Marine
Corps.
**************************************************************************
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[Remove air conditioning, refrigeration, and other equipment containing
refrigerants without releasing chlorofluorocarbon refrigerants to the
atmosphere in accordance with the Clean Air Act Amendment of 1990.]
[Recover all refrigerants prior to removing air conditioning,
refrigeration, and other equipment containing refrigerants and dispose of
in accordance with the paragraph entitled "Disposal of Ozone Depleting
Substance (ODS)."] [Turn in salvaged Class I ODS refrigerants as specified
in paragraph, "Salvaged Materials and Equipment."]
3.1.10
Cylinders and Canisters
Remove all fire suppression system cylinders and canisters and dispose of
in accordance with the paragraph entitled "Disposal of Ozone Depleting
Substance (ODS)."
3.1.11
Locksets on Swinging Doors
**************************************************************************
NOTE: Use this paragraph when project includes
removal and disposal of hinged or pivoted swinging
doors. (This is a security measure.)
**************************************************************************
Remove all locksets from all swinging doors indicated to be removed and
disposed of. Deliver the locksets and related items to a designated
location for receipt by the Contracting Officer after removal.
3.1.12
Mechanical Equipment and Fixtures
**************************************************************************
NOTE: Delete, revise, or add to the text to cover
the project requirements. Materials and equipment
scheduled for salvage should be noted on the
drawings.
**************************************************************************
Disconnect mechanical hardware at the nearest connection to existing
services to remain, unless otherwise noted. Disconnect mechanical
equipment and fixtures at fittings. Remove service valves attached to the
unit. Salvage each item of equipment and fixtures as a whole unit; listed,
indexed, tagged, and stored. Salvage each unit with its normal operating
auxiliary equipment. Transport salvaged equipment and fixtures, including
motors and machines, to a designated [on station] storage area as directed
by the Contracting Officer. Do not remove equipment until approved. Do
not offer low-efficiency equipment for reuse[; provide to recycling service
for disassembly and recycling of parts].
3.1.12.1
Preparation for Storage
Remove water, dirt, dust, and foreign matter from units; tanks, piping and
fixtures shall be drained; interiors, if previously used to store
flammable, explosive, or other dangerous liquids, shall be steam cleaned.
Seal openings with caps, plates, or plugs. Secure motors attached by
flexible connections to the unit. Change lubricating systems with the
proper oil or grease.
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Piping
Disconnect piping at unions, flanges and valves, and fittings as required
to reduce the pipe into straight lengths for practical storage. Store
salvaged piping according to size and type. If the piping that remains can
become pressurized due to upstream valve failure, end caps, blind flanges,
or other types of plugs or fittings with a pressure gage and bleed valve
shall be attached to the open end of the pipe to ensure positive leak
control. Carefully dismantle piping that previously contained gas,
gasoline, oil, or other dangerous fluids, with precautions taken to prevent
injury to persons and property. Store piping outdoors until all fumes and
residues are removed. Box prefabricated supports, hangers, plates, valves,
and specialty items according to size and type. Wrap sprinkler heads
individually in plastic bags before boxing. Classify piping not designated
for salvage, or not reusable, as scrap metal.
3.1.12.3
Ducts
Classify removed duct work as scrap metal.
3.1.12.4
Fixtures, Motors and Machines
Remove and salvage fixtures, motors and machines associated with plumbing,
heating, air conditioning, refrigeration, and other mechanical system
installations. Salvage, box and store auxiliary units and accessories with
the main motor and machines. Tag salvaged items for identification,
storage, and protection from damage. Classify [non-porcelain ]broken,
damaged, or otherwise unserviceable units and not caused to be broken,
damaged, or otherwise unserviceable as debris to be disposed of by the
Contractor. [Salvage and crush porcelain plumbing fixtures unsuitable for
reuse.]
3.1.13
Electrical Equipment and Fixtures
Salvage motors, motor controllers, and operating and control equipment that
are attached to the driven equipment. Salvage wiring systems and
components. Box loose items and tag for identification. Disconnect
primary, secondary, control, communication, and signal circuits at the
point of attachment to their distribution system.
3.1.13.1
Fixtures
Remove and salvage electrical fixtures. Salvage unprotected glassware from
the fixture and salvage separately. Salvage incandescent, mercury-vapor,
and fluorescent lamps and fluorescent ballasts manufactured prior to 1978,
boxed and tagged for identification, and protected from breakage.
3.1.13.2
Electrical Devices
Remove and salvage switches, switchgear, transformers, conductors including
wire and nonmetallic sheathed and flexible armored cable, regulators,
meters, instruments, plates, circuit breakers, panelboards, outlet boxes,
and similar items. Box and tag these items for identification according to
type and size.
3.1.13.3
Wiring Ducts or Troughs
Remove and salvage wiring ducts or troughs. Dismantle plug-in ducts and
wiring troughs into unit lengths. Remove plug-in or disconnecting devices
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from the busway and store separately.
3.1.13.4
Conduit and Miscellaneous Items
Salvage conduit except where embedded in concrete or masonry. Consider
corroded, bent, or damaged conduit as scrap metal. Sort straight and
undamaged lengths of conduit according to size and type. Classify
supports, knobs, tubes, cleats, and straps as debris to be removed and
disposed.
Elevators and Hoists
Remove elevators, hoists, and similar conveying equipment and salvage as
whole units, to the most practical extent. Remove and prepare items for
salvage without damage to any of the various parts. Salvage and store
rails for structural steel with the equipment as an integral part of the
unit.
3.2
CONCURRENT EARTH-MOVING OPERATIONS
**************************************************************************
NOTE: Caution must be taken to prevent uncovered
holes and other such hazards. If work is to be
under a separate contract and subsequent filling is
not required under the separate contract,
arrangements must be made to have the filling done
under this contract.
**************************************************************************
Do not begin excavation, filling, and other earth-moving operations that
are sequential to demolition or deconstruction work in areas occupied by
structures to be demolished or deconstructed until all demolition and
deconstruction in the area has been completed and debris removed. Fill
holes, open basements and other hazardous openings.
3.3
DISPOSITION OF MATERIAL
**************************************************************************
NOTE: This article entitled "Disposition of
Material" and the paragraphs that follow are for all
projects except as noted.
**************************************************************************
3.3.1
Title to Materials
**************************************************************************
NOTE: To minimize the possibility of contested
ownership of materials or equipment in structures to
be demolished or deconstructed, the following letter
should be sent to the station sufficiently in
advance of the date on which action is required, and
the response thereto incorporated in either the
project specifications or bidding documents. The
Government shall prepare this letter. For project
prepared by an A/E, the A/E must notify the
Government the need for this correspondence.
From:
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To:
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Commanding Officer, (Station)
Subj:
Contract (Number) - [_____]:
(Including [Demolition] [and] [Deconstruction] of
[(_____)]
1. This activity is preparing the documents
preliminary to advertising the subject contract for
bids. A portion of this contract will be concerned
with the ownership of the materials in the
structure(s) and the contents of the building(s) to
be [demolished] [and] [deconstructed]. It is normal
practice to specify that the structures, and all
equipment or other material inside the structures at
the time the contract is advertised for bids, become
the property of the Contractor.
2. Accordingly, it is requested that this activity
be advised of the existence of any material or
equipment within the limits of the contract which is
to remain the property of the Government. A
negative reply is requested. If there is any
material or equipment in this category, it is
requested that action be initiated to remove it from
the limits of the contract. If prompt removal is
impractical, it will be necessary for the station to
make a complete inventory of, and tag or mark, each
item which is to remain the property of the
Government. A copy of the inventory, a description
of the tag or mark used, and the desired disposition
of the item must be forwarded to this activity for
inclusion in the specification or bidding documents.
3. In the past, this activity has experienced
considerable difficulty where a building evacuated
prior to demolition or deconstruction is then used
to store other material or equipment temporarily and
the items were in storage during the bid advertising
period. Upon award of the contract, the Contractor
claimed the material and either removed it or
claimed and was awarded compensation for it.
Therefore, it is requested that the structure(s) to
be demolished or deconstructed which are included in
this contract not be used for temporary storage
during the bid advertising period.
4. It is requested that the reply to this letter be
sent to this activity not later than [60] [_____]
days after the date of this letter. Failure to do
so may result in unnecessary cost to the Government
in claims.
5. Insert name of contract and identify
buildings(s) to be included under contract. Further
revise as necessary to suit conditions.
**************************************************************************
Except for salvaged items specified in related Sections, and for materials
or equipment scheduled for salvage, all materials and equipment removed and
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not reused or salvaged, shall become the property of the Contractor and
shall be removed from Government property. Title to materials resulting
from demolition and deconstruction, and materials and equipment to be
removed, is vested in the Contractor upon approval by the Contracting
Officer of the Contractor's demolition, deconstruction, and removal
procedures, and authorization by the Contracting Officer to begin
demolition and deconstruction. The Government will not be responsible for
the condition or loss of, or damage to, such property after contract
award. Showing for sale or selling materials and equipment on site is
prohibited.
3.3.2
Reuse of Materials and Equipment
**************************************************************************
NOTE: Delete if inapplicable, or edit to suit
individual requirements. Items to be salvaged must
be described in adequate detail to establish the
limits of the items involved. Requirements for
preparation and disposition will be as required to
meet job conditions.
**************************************************************************
Remove and store materials and equipment [listed [in the [Demolition]
[Deconstruction] Plan] [_____]] [indicated [_____]] to be reused or
relocated to prevent damage, and reinstall as the work progresses.
Salvaged Materials and Equipment
**************************************************************************
NOTE: Delete if inapplicable, or edit to suit
individual requirements. Items to be salvaged shall
be described in adequate detail to establish the
limits of the items involved. Requirements for
preparation and disposition will be as required to
meet job conditions.
**************************************************************************
Remove materials and equipment that are [listed [in the [Demolition]
[Deconstruction] Plan][_____]] [indicated [_____]] [and] [specified
[_____]] to be removed by the Contractor and that are to remain the
property of the Government, and deliver to a storage site [, as directed
within [_____] miles of the work site].
a.
Salvage items and material to the maximum extent possible.
b.
Store all materials salvaged for the Contractor as approved by the
Contracting Officer and remove from Government property before
completion of the contract. On site sales of salvaged material is
prohibited.
c.
Remove salvaged items to remain the property of the Government in a
manner to prevent damage, and packed or crated to protect the items
from damage while in storage or during shipment. Items damaged during
removal or storage must be repaired or replaced to match existing
items. Properly identify the contents of containers. Deliver the
following items reserved as property of the Government to the areas
designated: [_____].
d.
Remove the following items reserved as property of the using service
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prior to commencement of work under this contract:
e.
[_____].
Remove historical items in a manner to prevent damage. Deliver the
following historical items to the Government for disposition: Corner
stones, contents of corner stones, and document boxes wherever located
on the site.
**************************************************************************
NOTE: For Class I ODS materials, use the first
bracketed statement if the Contractor is to remove
the material. Use the second bracketed statement if
a Public Works Center or other Navy activity is to
remove the Class I ODS materials. Edit statements
for the project as necessary.
**************************************************************************
f.
[Remove and capture all Class I ODS refrigerants in accordance with the
Clean Air Act Amendment of 1990, and turn in to the Navy [as directed
by the Commanding Officer.] [by shipping the refrigerant container to
the Defense Logistics Agency at the following address:
Defense Depot Richmond VA (DDRV)
SW0400
Cylinder Operations
8000 Jefferson Davis Highway
Richmond, VA 23297-5900]]
[The Government will remove and capture Class I ODS refrigerants.
the web site for ODS, link to:
https://www.osd.mil/denix/Public/News/DLA/ODS/sect1.html]
To view
Disposal of Ozone Depleting Substance (ODS)
Class I and Class II ODS are defined in Section, 602(a) and (b), of The
Clean Air Act. Prevent discharge of Class I and Class II ODS to the
atmosphere. Place recovered ODS in cylinders meeting AHRI Guideline K
suitable for the type ODS (filled to no more than 80 percent capacity) and
provide appropriate labeling. Recovered ODS shall be [put back into the
existing equipment] [turned over to the Contracting Officer] [removed from
Government property and disposed of in accordance with 40 CFR 82].
Products, equipment and appliances containing ODS in a sealed,
self-contained system (e.g. residential refrigerators and window air
conditioners) shall be disposed of in accordance with 40 CFR 82. Submit
Receipts or bills of lading, as specified. Submit a shipping receipt or
bill of lading for all containers of ozone depleting substance (ODS)
shipped to the Defense Depot, Richmond, Virginia.
3.3.3
Special Instructions
No more than one type of ODS is permitted in each container. A
warning/hazardous label shall be applied to the containers in accordance
with Department of Transportation regulations. All cylinders including but
not limited to fire extinguishers, spheres, or canisters containing an ODS
shall have a tag with the following information:
a.
Activity name and unit identification code
b.
Activity point of contact and phone number
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c.
Type of ODS and pounds of ODS contained
d.
Date of shipment
e.
National stock number (for information, call (804) 279-4525).
Fire Suppression Containers
Deactivate fire suppression system cylinders and canisters with electrical
charges or initiators prior to shipment. Also, safety caps must be used to
cover exposed actuation mechanisms and discharge ports on these special
cylinders.
Transportation Guidance
Ship all ODS containers in accordance with MIL-STD-129, DLA 4145.25 (also
referenced one of the following: Army Regulation 700-68, Naval Supply
Instruction 4440.128C, Marine Corps Order 10330.2C, and Air Force
Regulation 67-12), 49 CFR 173.301, and DOD 4000.25-1-M.
3.3.2
Unsalvageable and Non-Recyclable Material
Dispose of unsalvageable and non-recyclable noncombustible material in the
disposal area located specified by the Contracting Officer[_____]. The
fill in the disposal area shall remain below elevation specified by the
Contracting Officer[_____] and after disposal is completed, the disposal
area shall be uniformly graded to drain. Dispose of unsalvageable and
non-recyclable combustible material [in the sanitary fill area located
[_____]] [off the site] [by burning].
3.4
CLEANUP
Remove debris and rubbish from basement and similar excavations. Remove
and transport the debris in a manner that prevents spillage on streets or
adjacent areas. Apply local regulations regarding hauling and disposal.
3.5
3.5.1
DISPOSAL OF REMOVED MATERIALS
Regulation of Removed Materials
Dispose of debris, rubbish, scrap, and other nonsalvageable materials
resulting from removal operations with all applicable federal, state and
local regulations as contractually specified [off the [_____] center] [in
the Waste Management Plan] [_____]. [Storage of removed materials on the
project site is prohibited.]
3.5.2
Burning on Government Property
[Burning of materials removed from demolished and deconstructed structures
will not be permitted on Government property] [Transport combustible
materials removed from demolished and deconstructed structures to the areas
designated for burning. Control fires for protection of persons and
property. Monitor fires continuously until the fires have burned out or
have been extinguished. Comply with Federal, State and local laws
regulating the building and maintaining of brush and trash fires].
3.5.3
Removal to Spoil Areas on Government Property
Transport noncombustible materials removed from demolition and
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deconstruction structures to designated spoil areas on Government property,
if applicable, as directed by the Contracting Officer.
3.5.4
Removal from Government Property
Transport waste materials removed from demolished and deconstructed
structures, except waste soil, from Government property for legal disposal
as directed by the Contracting Officer. Dispose of waste soil as directed
by the Contracting Officer.
REUSE OF SALVAGED ITEMS
Recondition salvaged materials and equipment designated for reuse before
installation. Replace items damaged during removal and salvage operations
or restore them as necessary to usable condition.
-- End of Section --
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**************************************************************************
USACE / NAVFAC / AFCEC / NASA
UFGS-03 30 53 (May 2014)
-------------------------Preparing Activity: USACE
Superseding
UFGS-03 30 53 (April 2008)
UNIFIED FACILITIES GUIDE SPECIFICATIONS
References are in agreement with UMRL dated October 2014
**************************************************************************
SECTION 03 30 53
MISCELLANEOUS CAST-IN-PLACE CONCRETE
**************************************************************************
NOTE: This guide specification covers the
requirements for projects involving amounts of
concrete less than 380 cubic meters (500 cubic yards).
This section was originally developed for USACE
Civil Works projects.
Adhere to UFC 1-300-02 Unified Facilities Guide
Specifications (UFGS) Format Standard when editing
this guide specification or preparing new project
specification sections. Edit this guide
specification for project specific requirements by
adding, deleting, or revising text. For bracketed
items, choose applicable items(s) or insert
appropriate information.
Remove information and requirements not required in
respective project, whether or not brackets are
present.
Comments, suggestions and recommended changes for
this guide specification are welcome and should be
submitted as a Criteria Change Request (CCR).
**************************************************************************
PART 1
GENERAL
**************************************************************************
NOTE: This specification requires furnishing all
material and equipment, and performing all labor for
the manufacturing, transporting, placing, finishing,
and curing of concrete for recreation sites, road
relocations, or other structures such as culvert
headwalls, comfort stations, residences, or low head
gate structures. Consideration should be given to
using Section 03 31 01.00 10 CAST-IN-PLACE
STRUCTURAL CONCRETE FOR CIVIL WORKS when the
quantity of concrete is 380 cubic meters (500 cubic
) or greater per structure.
**************************************************************************
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SUMMARY
Perform all work in accordance with ACI 318.
1.2
UNIT PRICES
**************************************************************************
**************************************************************************
1.2.1
Concrete Payment
Payment will cover all costs associated with[ manufacturing,] furnishing,
delivering, placing, finishing, and curing of concrete for the various
items of the schedule, including the cost of all formwork. Payment for
concrete, for which payment is made as a lump sum, [is] [is not] to be
included in this unit price payment item. Payment for grout, preformed
expansion joints, field-molded sealants, waterstops, reinforcing steel bars
or wire reinforcement [is] [is not] to be included in this unit price
payment item.
1.2.2
Measurement
Concrete will be measured for payment on the basis of the actual volume of
concrete within the pay lines of the structures as indicated. Measurement
of concrete placed against the sides of any excavation without the use of
intervening forms will be made only within the pay lines of the structure.
No deductions will be made for rounded or beveled edge, for space occupied
by metal work, for electrical conduits or timber, or for voids or embedded
items that are either less than 5 cubic feet in volume or 1 square foot in
cross section.
1.2.3
Unit of Measure
Unit of measure:
1.3
cubic yard.
REFERENCES
**************************************************************************
NOTE: This paragraph is used to list the
publications cited in the text of the guide
specification. The publications are referred to in
the text by basic designation only and listed in
this paragraph by organization, designation, date,
and title.
Use the Reference Wizard's Check Reference feature
when you add a RID outside of the Section's
Reference Article to automatically place the
reference in the Reference Article. Also use the
Reference Wizard's Check Reference feature to update
the issue dates.
References not used in the text will automatically
be deleted from this section of the project
specification when you choose to reconcile
references in the publish print process.
**************************************************************************
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The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by the
basic designation only.
AMERICAN CONCRETE INSTITUTE INTERNATIONAL (ACI)
ACI 117
(2010; Errata 2011) Specifications for
Tolerances for Concrete Construction and
Materials and Commentary
ACI 301
(2010; Errata 2011) Specifications for
Structural Concrete
ACI 304R
(2000; R 2009) Guide for Measuring,
Mixing, Transporting, and Placing Concrete
ACI 318
(2011; Errata 1 2011; Errata 2 2012;
Errata 3-4 2013) Building Code
Requirements for Structural Concrete and
Commentary
ACI 347
(2004; Errata 2008; Errata 2012) Guide to
Formwork for Concrete
ACI SP-66
(2004) ACI Detailing Manual
ASTM INTERNATIONAL (ASTM)
ASTM A1064/A1064M
(2013) Standard Specification for
Carbon-Steel Wire and Welded Wire
Reinforcement, Plain and Deformed, for
Concrete
ASTM A615/A615M
(2014) Standard Specification for Deformed
and Plain Carbon-Steel Bars for Concrete
Reinforcement
ASTM C1064/C1064M
(2011) Standard Test Method for
Temperature of Freshly Mixed
Hydraulic-Cement Concrete
ASTM C1260
(2007) Standard Test Method for Potential
Alkali Reactivity of Aggregates
(Mortar-Bar Method)
ASTM C143/C143M
(2012) Standard Test Method for Slump of
Hydraulic-Cement Concrete
ASTM C150/C150M
(2012) Standard Specification for Portland
Cement
ASTM C1567
(2013) Standard Test Method for Potential
Alkali-Silica Reactivity of Combinations
of Cementitious Materials and Aggregate
(Accelerated Mortar-Bar Method)
ASTM C1602/C1602M
(2012) Standard Specification for Mixing
Water Used in Production of Hydraulic
Cement Concrete
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ASTM C172/C172M
(2014) Standard Practice for Sampling
Freshly Mixed Concrete
ASTM C173/C173M
(2014) Standard Test Method for Air
Content of Freshly Mixed Concrete by the
Volumetric Method
ASTM C231/C231M
(2014) Standard Test Method for Air
Content of Freshly Mixed Concrete by the
Pressure Method
ASTM C260/C260M
(2010a) Standard Specification for
Air-Entraining Admixtures for Concrete
ASTM C309
(2011) Standard Specification for Liquid
Membrane-Forming Compounds for Curing
Concrete
ASTM C31/C31M
(2012) Standard Practice for Making and
Curing Concrete Test Specimens in the Field
ASTM C33/C33M
(2013) Standard Specification for Concrete
Aggregates
ASTM C39/C39M
(2014a) Standard Test Method for
Compressive Strength of Cylindrical
Concrete Specimens
ASTM C494/C494M
(2013) Standard Specification for Chemical
Admixtures for Concrete
ASTM C618
(2012a) Standard Specification for Coal
Fly Ash and Raw or Calcined Natural
Pozzolan for Use in Concrete
ASTM C685/C685M
(2011) Concrete Made by Volumetric
Batching and Continuous Mixing
ASTM C94/C94M
(2014a) Standard Specification for
Ready-Mixed Concrete
ASTM D75/D75M
(2014) Standard Practice for Sampling
Aggregates
U.S. NATIONAL ARCHIVES AND RECORDS ADMINISTRATION (NARA)
40 CFR 247
1.4
Comprehensive Procurement Guideline for
Products Containing Recovered Materials
SUBMITTALS
**************************************************************************
NOTE: Review submittal description (SD) definitions
in Section 01 33 00 SUBMITTAL PROCEDURES and edit
the following list to reflect only the submittals
required for the project.
The Guide Specification technical editors have
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designated those items that require Government
approval, due to their complexity or criticality,
with a "G." Generally, other submittal items can be
reviewed by the Contractor's Quality Control
System. Only add a “G” to an item, if the submittal
is sufficiently important or complex in context of
the project.
For submittals requiring Government approval on Army
projects, a code of up to three characters within
the submittal tags may be used following the "G"
designation to indicate the approving authority.
Codes for Army projects using the Resident
Management System (RMS) are: "AE" for
Architect-Engineer; "DO" for District Office
(Engineering Division or other organization in the
District Office); "AO" for Area Office; "RO" for
Resident Office; and "PO" for Project Office. Codes
following the "G" typically are not used for Navy,
Air Force, and NASA projects.
An "S" following a submittal item indicates that the
submittal is required for the Sustainability
Notebook to fulfill federally mandated sustainable
requirements in accordance with Section 01 33 29
SUSTAINABILITY REQUIREMENTS.
Choose the first bracketed item for Navy, Air Force
and NASA projects, or choose the second bracketed
item for Army projects.
**************************************************************************
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for [Contractor Quality Control
approval.] Submit the following in accordance with Section 01 33 00
SUBMITTAL PROCEDURES:
SD-02 Shop Drawings
Installation Drawings[; G][; G, [_____]]
SD-03 Product Data
[
[
[
[
Air-Entraining Admixture
Accelerating Admixture]
Water-Reducing or Retarding Admixture
Curing Materials
Expansion Joint Filler Strips, Premolded]
Joint Sealants - Field Molded Sealants]
Waterstops]
[Chemical Floor Hardener]
Batching and Mixing Equipment
Conveying and Placing Concrete
[Formwork]
Mix Design Data[; G][; G, [_____]]
Ready-Mix Concrete
[Curing Compound]
Mechanical Reinforcing Bar ConnectorsSteel
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SD-06 Test Reports
Aggregates
Concrete Mixture Proportions[; G][; G, [_____]]
[Measurement of Floor Tolerances]
[Compressive Strength Testing[; G][; G, [_____]]]
[Slump[; G][; G, [_____]]]
[Air Content]
Water
SD-07 Certificates
Cementitious Materials
Pozzolan
CPG for recycled materials or appropriate Waiver Form
Aggregates
[Delivery Tickets]
SD-08 Manufacturer's Instructions
Chemical Floor Hardener
Curing Compound
1.5
QUALITY ASSURANCE
Indicate specific locations of [Concrete Placement][, Forms][, Steel
Reinforcement] [Accessories] [Expansion Joints] [Construction Joints]
[Contraction Joints] [Control Joints] on installation drawings and include,
but not be limited to, square feet of concrete placements, thicknesses and
widths, plan dimensions, and arrangement of cast-in-place concrete section.
1.5.1
Regulatory Requirements
**************************************************************************
NOTE: This section relates to the implementation of
RCRA of 1976 as amended (42 USC 6901) which requires
that EPA designated items be used to the maximum
extent practicable.
One of the requirements of 40 CFR 247 is that
agencies promote the use of products containing
recycled materials. Parts of this guide
specification are only promotional in nature in that
they recommend or encourage, in lieu of requiring,
the Contractor to use products containing recycled
materials. Coordinate this section with Section
01 62 35 RECYCLED/RECOVERED/BIOBASED MATERIALS in
every project where 40 CFR 247 is applicable.
Include the applicable state highway department
document title in which an acceptable gradation for
the concrete aggregate is presented.
**************************************************************************
The state statutory and regulatory requirements: [_____] form a part of
this specification to the extent referenced. Submit CPG for recycled
materials or appropriate Waiver Form.
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Flatness and Levelness of Floor Slabs
Conduct floor flatness and levelness test, (FF and FL respectively), on
floor slabs in accordance with the provisions set forth in ASTM E1155M or
ASTM E1155. Make floor tolerance measurements by the approved laboratory
and inspection service within 24 hours after completion of final troweling
operation and before forms and shores have been removed. Provide results
of floor tolerance tests, including formal notice of acceptance or
rejection of the work, to the Contracting Officer within 24 hours after
data collection.
PART 2
2.1
PRODUCTS
SYSTEM DESCRIPTION
The Government retains the option to sample and test [joint sealer, joint
filler material, waterstop,] aggregates and concrete to determine
compliance with the specifications. Provide facilities and labor as may be
necessary to assist the Government in procurement of representative test
samples. Obtain samples of aggregates at the point of batching in
accordance with ASTM D75/D75M. Sample concrete in accordance with
ASTM C172/C172M. Determine slump and air content in accordance with
ASTM C143/C143M and ASTM C231/C231M, respectively, when cylinders are
molded. Prepare, cure, and transport compression test specimens in
accordance with ASTM C31/C31M. Test compression test specimens in
accordance with ASTM C39/C39M. Take samples for strength tests not less
than once each shift in which concrete is produced [from each strength of
concrete required]. Provide a minimum of five specimens from each sample;
two to be tested at 28 days (90 days if pozzolan is used) for acceptance,
two will be tested at 7 days for information and one held in reserve.
2.1.1
Strength
Acceptance test results are the average strengths of two specimens tested
at 28 days (90 days if pozzolan is used). The strength of the concrete is
considered satisfactory so long as the average of three consecutive
acceptance test results equal or exceed the specified compressive strength,
f'c, but not more than 20 percent, and no individual acceptance test result
falls below f'c by more than 500 psi.
2.1.2
Construction Tolerances
Apply a Class "C" finish to all surfaces except those specified to receive
a Class "D" finish. Apply a Class "D" finish to all post-construction
surfaces which will be permanently concealed. Surface requirements for the
classes of finish required are as specified in ACI 117.
2.1.3
Concrete Mixture Proportions
**************************************************************************
NOTE: The nominal maximum size of the coarse
aggregate is as specified in ACI 318, Chapter 3 and
ACI 318M. Guidelines for the maximum water
cementitious material ratio and air content can be
found in ACI 318 Chapter 4.
**************************************************************************
Concrete mixture proportions are the responsibility of the Contractor.
Mixture proportions must include the dry weights of cementitious
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material(s); the nominal maximum size of the coarse aggregate; the specific
gravities, absorptions, and saturated surface-dry weights of fine and
coarse aggregates; the quantities, types, and names of admixtures; and
quantity of water per yard of concrete. Provide materials included in the
mixture proportions of the same type and from the same source as will be
used on the project. The specified compressive strength f'c is [3,000]
[_____] psi at 28 days (90 days if pozzolan is used). The maximum nominal
size coarse aggregate is [3/4] [1] [1-1/2] inch, in accordance with ACI 304R.
The air content must be between 4.5 and 7.5 percent with a slump between 2
and 5 inches. The maximum water-cementitious material ratio is [0.50]
[_____]. Submit the applicable test reports and mixture proportions that
will produce concrete of the quality required, ten days prior to placement
of concrete.
2.2
MATERIALS
Submit manufacturer's literature from suppliers which demonstrates
compliance with applicable specifications for the specified materials.
2.2.1
Cementitious Materials
Submit Manufacturer's certificates of compliance, accompanied by mill test
reports, attesting that the concrete materials meet the requirements of the
specifications in accordance with the Special Clause "CERTIFICATES OF
COMPLIANCE". Also, certificates for all material conforming to EPA's
Comprehensive Procurement Guidelines (CPG), in accordance with 40 CFR 247.
Provide cementitious materials that conform to the appropriate
specifications listed:
2.2.1.1
Portland Cement
**************************************************************************
NOTES: Limit the use of air-entraining cement to
concrete placements where separate batching of
air-entraining admixture is not practical.
If high early strength concrete is required, specify
Type III after consulting the agency's Subject
Matter Expert in Concrete Materials.
Tricalcium aluminate, for sulfate resistance, is
limited to Type III cement. If high early strength
is not required, specify Type II rather than Type I
when moderate sulfate resistance is required, or
Type V when high sulfate resistance is required.
Specify low-alkali cement when the aggregate is
either silica or carbonate reactive.
**************************************************************************
ASTM C150/C150M, Type [I][II][III][V], [low alkali] [including false set
requirements] with tri-calcium aluminates (C3A) content less than 10
percent and a maximum cement-alkali content of 0.80 percent Na2Oe (sodium
oxide) equivalent.
[2.2.1.2
Blended Hydraulic Cement
**************************************************************************
NOTES: Limit the use of air-entraining cement to
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concrete placements where separate batching of
air-entraining admixture is not practical.
Specify low-alkali cement when reactive aggregates
are to be used.
**************************************************************************
Provide blended cement conforming to ASTM C595/C595M and ASTM C1157/C1157M,
Type IP or IS, including the optional requirement for mortar expansion [and
sulfate soundness] and consist of a mixture of ASTM C150/C150M Type I, or
Type II cement and a complementary cementing material. The slag added to
the Type IS blend must be ASTM C989/C989M ground granulated blast-furnace
slag. The pozzolan added to the Type IP blend must be ASTM C618 Class F,
interground with the cement clinker. Provide the manufacturer's written
statement that the amount of pozzolan in the finished cement will not vary
more than plus or minus 5 mass percent of the finished cement from
lot-to-lot or within a lot. Do not change the percentage and type of
mineral admixture used in the blend from that submitted for the aggregate
evaluation and mixture proportioning.
]2.2.1.2
Pozzolan
Provide pozzolan that conforms to ASTM C618, Class F, including
requirements of Tables 1A and 2A.
2.2.2
Aggregates
**************************************************************************
NOTE: This note may be disregarded for regions
where Alkali-Silica Reactivity (ASR) is not a
concern. Some aggregate sources may exhibit an ASR
potential. ASR is a potentially deleterious
reaction between alkalis present in concrete and
some siliceous aggregates, reference EM 1110-2-2000
paragraph 2-3b(6) and appendix D. Where ASR is
known or suspected to pose a concern for concrete
durability, it is recommended that aggregates
proposed for use in concrete be evaluated to
determine ASR potential and an effective
mitigation. EM 1110-2-2000, provides
recommendations for evaluating and mitigating ASR in
concrete mixtures. Aggregate evaluations may not be
practical for projects requiring small quantities of
concrete (less than 190 cubic meters (250 cubic
yards)).
Section 32 13 11 CONCRETE PAVEMENT FOR AIRFIELDS AND
OTHER HEAVY-DUTY PAVEMENTS, paragraph ALKALI-SILICA
REACTIVITY, provides a specification method for the
Contractor to evaluate and mitigate ASR in concrete
mixtures. The expansion limits specified in Section
32 13 11 are requirements for pavements and exterior
slab construction. For structural concrete
applications the measured expansion must be less
than 0.10 percent. It may not be economical or
practical to specify different test limit
requirements for use on the same project, in which
case the lower limit is required by the application
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The designer may use the specification method in
Section 32 13 11 by incorporating the relevant
paragraphs into this specification, or may use the
following requirements (retain either the 0.10 or
the 0.08 percent expansion limits as appropriate).
**************************************************************************
For fine and coarse aggregates meet the quality and grading requirements of
ASTM C33/C33M[ and test and evaluate for alkali-aggregate reactivity in
accordance with ASTM C1260. Perform evaluation of fine and coarse
aggregates separately and in combination, matching the proposed mix design
proportioning. All results of the separate and combination testing must
have a measured expansion less than 0.08 percent at 28 days after casting.
If the test data indicates an expansion of 0.08 percent or greater, reject
the aggregate(s) or perform additional testing using ASTM C1260 and
ASTM C1567. Perform the additional testing using ASTM C1260 and ASTM C1567
using the low alkali portland cement in combination with ground granulated
blast furnace (GGBF) slag, or Class F fly ash. Use GGBF slag in the range
of 40 to 50 percent of the total cementitious material by mass. Use Class
F fly ash in the range of 25 to 40 percent of the total cementitious
material by mass]. Submit certificates of compliance and test reports for
aggregates showing the material(s) meets the quality and grading
requirements of the specifications under which it is furnished.
2.2.3
Admixtures
Provide admixtures, when required or approved, in compliance with the
appropriate specification listed. Retest chemical admixtures that have
been in storage at the project site, for longer than 6 months or that have
been subjected to freezing, at the expense of the Contractor at the request
of the Contracting Officer and will be rejected if test results are not
satisfactory.
2.2.3.1
Air-Entraining Admixture
Provide air-entraining admixture that meets the requirements of
ASTM C260/C260M.
[2.2.3.2
Accelerating Admixture
Provide calcium chloride meeting the requirements of ASTM D98. Other
accelerators must meet the requirements of ASTM C494/C494M, Type C or E.
]2.2.3.2
Water-Reducing or Retarding Admixture
Provide water-reducing or retarding admixture meeting the requirements of
ASTM C494/C494M, Type A, B, or D. [High-range water reducing admixture
Type F [or G] may be used only when approved, approval being contingent
upon particular placement requirements as described in the Contractor's
Quality Control Plan.]
2.2.4
Water
Mixing and curing water in compliance with the requirements of
ASTM C1602/C1602M; [potable, and] free of injurious amounts of oil, acid,
salt, or alkali. Submit test report showing water complies with
ASTM C1602/C1602M.
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[2.2.5
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Reinforcing Steel
**************************************************************************
NOTE: Delete this paragraph if Section
03 20 00.00 10 CONCRETE REINFORCING is to be used.
Also delete this paragraph if fibercrete is accepted
for use by the Contracting Officer.
**************************************************************************
Provide reinforcing bars conforming to the requirements of ASTM A615/A615M,
Grade 60, deformed. Provide welded steel wire reinforcement conforming to
the requirements of ASTM A1064/A1064M. Detail reinforcement not indicated
in accordance with ACI 301 and ACI SP-66. Provide mechanical reinforcing
bar connectors in accordance with ACI 301 and provide 125 percent minimum
yield strength of the reinforcement bar.
][2.2.6
Expansion Joint Filler Strips, Premolded
**************************************************************************
NOTE: Delete this paragraph if Section
03 15 00.00 10 CONCRETE ACCESSORIES
is used.
**************************************************************************
Expansion joint filler strips, premolded of sponge rubber conforming to
ASTM D1752, Type I.
][2.2.7
Joint Sealants - Field Molded Sealants
**************************************************************************
NOTES: Use ASTM C920 for field-molded sealants in
small hydraulic structures.
**************************************************************************
Conform to ASTM C920, Type M, Grade NS, Class 25, use NT for vertical
joints and Type M, Grade P, Class 25, use T for horizontal joints. Provide
polyethylene tape, coated paper, metal foil, or similar type bond breaker
materials. The backup material needs to be compressible, nonshrink,
nonreactive with the sealant, and a nonabsorptive material such as extruded
butyl or polychloroprene foam rubber. Immediately prior to installation of
field-molded sealants, clean the joint of all debris and further cleaned
using water, chemical solvents, or other means as recommended by the
sealant manufacturer or directed.
][2.2.6
Formwork
Design and engineer the formwork as well as its construction in accordance
with ACI 301 Section 2 and 5 and ACI 347. Fabricate of wood, steel, or
other approved material. Submit formwork design prior to the first
concrete placement.
][2.2.7
Form Coatings
Provide form coating in accordance with ACI 301.
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][2.2.8
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Vapor Retarder[ and VaporBarrier]
[ASTM E1745 Class [C] [A] [B] polyethylene sheeting, minimum [10] [15] mil
thickness or other equivalent material with a maximum permeance rating of
0.04 perms per ASTM E96/E96M.] [ASTM E1745 Class [C] [A] [B] polyethylene
sheeting, minimum [10] [15] mil thickness or ASTM E1993/E1993M bituminous
membrane or other equivalent material with a maximum permeance rating of
0.01 perms per ASTM E96/E96M.]
Consider plastic vapor retarders and adhesives with a high recycled
content, low toxicity low VOC (Volatile Organic Compounds) levels.
]2.2.8
Curing Materials
Provide curing materials in accordance with ACI 301, Section 5.
2.3
READY-MIX CONCRETE
Provide ready-mix concrete with mix design data conforming to ACI 301 Part
2. Submit delivery tickets in accordance with ASTM C94/C94M for each
ready-mix concrete delivery, include the following additional information: .
a.
Type and brand cement
b.
Cement content in 94-pound bags per cubic yard of concrete
c.
Maximum size of aggregate
d.
Amount and brand name of admixture
e.
Total water content expressed by water cementitious material ratio
2.4
ACCESSORIES
2.4.1
2.4.1.1
Waterstops
PVC Waterstop
Polyvinylchloride waterstops conforming to COE CRD-C 572.
2.4.1.2
Rubber Waterstop
Rubber waterstops conforming to COE CRD-C 513.
2.4.1.3
Thermoplastic Elastomeric Rubber Waterstop
Thermoplastic elastomeric rubber waterstops conforming to ASTM D471.
2.4.1.4
Hydrophilic Waterstop
Swellable strip type compound of polymer modified chloroprene rubber that
swells upon contact with water conforming to ASTM D412 as follows: Tensile
strength 420 psi minimum; ultimate elongation 600 percent minimum. Minimum
hardness of 50 on the type A durometer and the volumetric expansion ratio
in distilled water at 70 degrees F; 3 to 1 minimum.
Chemical Floor Hardener
Provide hardener which is a colorless aqueous solution containing a blend
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of inorganic silicate or siliconate material and proprietary components
combined with a wetting agent; that penetrates, hardens, and densifies
concrete surfaces. Submit manufactures instructions for placement of
liquid chemical floor hardener.
2.4.1
Curing Compound
Provide curing compound conforming to ASTM C309.
instructions for placing curing compound.
PART 3
3.1
Submit manufactures
EXECUTION
PREPARATION
Prepare construction joints to expose coarse aggregate. The surface nust
be clean, damp, and free of laitance. Construct ramps and walkways, as
necessary, to allow safe and expeditious access for concrete and workmen.
Remove snow, ice, standing or flowing water, loose particles, debris, and
foreign matter. Satisfactorily compact earth foundations. Make spare
vibrators available. Placement cannot begin until the entire preparation
has been accepted by the Government.
3.1.1
Embedded Items
Secure reinforcement in place after joints, anchors, and other embedded
items have been positioned. Arrange internal ties so that when the forms
are removed the metal part of the tie is not less than 2 inches from
concrete surfaces permanently exposed to view or exposed to water on the
finished structures. Prepare embedded items so they are be free of oil and
other foreign matters such as loose coatings or rust, paint, and scale.
The embedding of wood in concrete is permitted only when specifically
authorized or directed. Provide all equipment needed to place,
consolidate, protect, and cure the concrete at the placement site and in
good operating condition.
3.1.2
Formwork Installation
Forms must be properly aligned, adequately supported, and mortar-tight.
Provide smooth form surfaces, free from irregularities, dents, sags, or
holes when used for permanently exposed faces. Chamfer all exposed joints
and edges , unless otherwise indicated.
[3.1.3
Vapor Retarder[ and Vapor Barrier] Installation
**************************************************************************
NOTE: Use a vapor barrier only when it is desirable
to prevent migration of moisture through slabs of
buildings.
**************************************************************************
Install in accordance with ASTM E1643. Apply vapor retarder[ andbarrier]
over gravel fill. Lap edges not less than 12 inches. Seal all joints with
pressure-sensitive adhesive not less than 2 inches wide. Protect the vapor
barrier at all times to prevent injury or displacement prior to and during
concrete placement.
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]3.1.3
Production of Concrete
3.1.3.1
Ready-Mixed Concrete
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Provide ready-mixed concrete conforming to ASTM C94/C94M except as
otherwise specified.
3.1.3.2
Concrete Made by Volumetric Batching and Continuous Mixing
Conform to ASTM C685/C685M.
[3.1.3.3
Batching and Mixing Equipment
The option of using an on-site batching and mixing facility is available.
The facility must provide sufficient batching and mixing equipment capacity
to prevent cold joints. Submit the method of measuring materials, batching
operation, and mixer for review, and manufacturer's data for batching and
mixing equipment demonstrating compliance with the applicable
specifications. [Provide an Onsite Plant conforming to the requirements of
either ASTM C94/C94M or ASTM C685/C685M.]
][3.1.4
Waterstops
Install and splice waterstops as directed by the manufacturer.
]3.2
CONVEYING AND PLACING CONCRETE
Convey and place concrete in accordance with ACI 301, Section 5.
3.2.1
Cold-Weather Requirements
Place concrete in cold weather in accordance with ACI 306R.
3.2.2
Hot-Weather Requirements
Place concrete in hot weather in accordance with ACI 305R.
3.3
3.3.1
FINISHING
Temperature Requirement
Do not finish or repair concrete when either the concrete or the ambient
temperature is below 50 degrees F.
3.3.2
Finishing Formed Surfaces
Remove all fins and loose materials , and surface defects including filling
of tie holes. Repair all honeycomb areas and other defects. Remove all
unsound concrete from areas to be repaired. Ream or chip surface defects
greater than 1/2 inch in diameter and holes left by removal of tie rods in
all surfaces not to receive additional concrete and fill with dry-pack
mortar. Brush-coat the prepared area with an approved epoxy resin or latex
bonding compound or with a neat cement grout after dampening and filling
with mortar or concrete. Use a blend of portland cement and white cement
in mortar or concrete for repairs to all surfaces permanently exposed to
view shall be so that the final color when cured is the same as adjacent
concrete.
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Finishing Unformed Surfaces
Finish unformed surfaces in accordance with ACI 301, Section 5.
FINISH
LOCATION
Float
Trowel
Broom or Belt
Flat Floor Finishes
**************************************************************************
NOTE: Floor flatness and floor levelness affects
the appearance and function of finishes applied to
the concrete and in situations such as large or long
expanses of glossy floor materials. Low tolerances
for subsequent finish materials (for example, thin
set ceramic and porcelain tile and wood gymnasium
floors) require the designer to specify higher than
normal floor flatness requirements. Higher "F"
ratings are more stringent and tighter tolerances of
F numbers stop at 100. The numbers provided in
brackets are typical numbers, but A/E should
research and select F numbers high enough to get
desired results but not so high as to cause undue
cost increases and construction issues. An
FF20/FL15 is equivalent to 8 mm in 3 meters (5/16
inches in 10 feet). This test method is not
suitable for unshored decks. Fitted partitions need
an FL greater than or equal to 25.
The F-numbers are given below for purposes of
illustration only.
**************************************************************************
In accordance with ACI 302.1R, construct in accordance with one of the
methods recommended in Table 7.15.3, "Typical Composite FF/FL Values for
Various Construction Methods." ACI 117 for tolerances tested by ASTM E1155M
or ASTM E1155. These requirements are based upon the latest FF/FL method.
3.3.3.1
Floor Slabs
Conform floor slabs on grade to the following ACI F-number requirements
unless noted otherwise:
Specified Overall Values
FF30/FL23 minimum [FF_____/FL_____]
Minimum Local Values
FF17/FL15 minimum [FF_____/FL_____]
3.3.3.2
Subject to Vehicular Traffic
Floor slabs on grade subject to vehicular traffic or receiving thin-set
flooring shall conform to the following ACI F-number requirements:
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Specified Overall Values
FF35/FL25 minimum [FF_____/FL_____]
Minimum Local Values
FF25/FL17 minimum [FF_____/FL_____]
3.3.3.3
Measurement of Floor Tolerances
Test floor slabs within 24 hours of the final troweling. Submit test
results to Contracting Officer within 12 hours after collecting data.
Floor flatness inspector mustl provide a tolerance report which includes:
a.
Name of Project
b.
Name of Contractor
c.
Date of Data Collection
d.
Date of Tolerance Report
e.
A Key Plan Showing Location of Data Collected
f.
Results Required by ASTM E1155M ASTM E1155
[Expansion and Contraction Joints
**************************************************************************
NOTES: Refer to ACI 224.3R for guidance on
expansion joints.
The depth of contraction joints must be 1/4 to 1/3
of the thickness of the slab.
The maximum spacing (in mm) (in feet) between
adjacent joints shall be 30 times the concrete
thickness (in mm) (in feet) for slabs exposed to the
environment.
**************************************************************************
Make expansion and contraction joints in accordance with the details shown
or as otherwise specified. Provide 1/2 inch thick transverse expansion
joints where new work abuts an existing concrete. Provide expansion joints
at a maximum spacing of 30 feet on center in sidewalks [and at a maximum
spacing of [_____] feet in slabs], unless otherwise indicated. Provide
contraction joints at a maximum spacing of [6] [_____] linear feet in
sidewalks [and at a maximum spacing of [_____] feet in slabs], unless
otherwise indicated. Cut contraction joints at a minimum of [1] [_____]
inch(es) deep with a jointing tool after the surface has been finished.
]3.4
CURING AND PROTECTION
Cure and protect in accordance with ACI 301, Section 5.
3.5
FORM WORK
Provide form work in accordance with ACI 301, Section 2 and Section 5.
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Removal of Forms
Remove forms in accordance with ACI 301, Section 2.
3.6
STEEL REINFORCING
Reinforcement must be free from loose, flaky rust and scale, and free from
oil, grease, or other coating which might destroy or reduce the
reinforcement's bond with the concrete.
3.6.1
Fabrication
Shop fabricate steel reinforcement in accordance with ACI 318 and ACI SP-66.
Provide shop details and bending in accordance with ACI 318 and ACI SP-66.
3.6.2
Splicing
Perform splices in accordance with ACI 318 and ACI SP-66.
3.6.3
Supports
Secure reinforcement in place by the use of metal or concrete supports,
spacers, or ties.
3.7
EMBEDDED ITEMS
Before placing concrete, take care to determine that all embedded items are
firmly and securely fastened in place. Provide embedded items free of oil
and other foreign matter, such as loose coatings of rust, paint and scale.
Embedding of wood in concrete is permitted only when specifically
authorized or directed.
CHEMICAL FLOOR HARDENER
**************************************************************************
NOTE: Clearly indicate slab surfaces requiring a
chemical hardener. Such treatment is suitable for
surfaces of concrete floors in equipment rooms and
on other floor surfaces that are subject to light
foot traffic only and will not be covered with
resilient flooring, paint, or other finish coating.
**************************************************************************
Apply Chemical Floor Hardener where indicated, after curing and drying
concrete surface. Dilute liquid hardener with water and apply in three
coats. First coat is one-third strength, second coat one-half strength,
and third coat two-thirds strength. Apply each coat evenly and allow it to
dry 24 hours before applying next coat. Apply proprietary chemical
hardeners in accordance with manufacturer's printed directions.
3.8
TESTING AND INSPECTING
Report the results of all tests and inspections conducted at the project
site informally at the end of each shift. Submit written reports weekly.
Deliver within three days after the end of each weekly reporting period.
Refer to QUALITY CONTROL requirements in the Request for Proposal (RFP).
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Field Testing Technicians
The individuals who sample and test concrete must have demonstrated a
knowledge and ability to perform the necessary test procedures equivalent
to the ACI minimum guidelines for certification of Concrete Field Testing
Technicians, Grade I.
3.8.2
Preparations for Placing
Inspect foundation or construction joints, forms, and embedded items in
sufficient time prior to each concrete placement to certify that it is
ready to receive concrete.
3.8.3
Sampling and Testing
a.
ProvObtain samples and test concrete for quality control during
placement. Sample fresh concrete for testing in accordance with
ASTM C172/C172M. Make six test cylinders.
b.
Test concrete for compressive strength at 7 and 28 days for each design
mix and for every 100 cubic yards of concrete. Test two cylinders at 7
days; two cylinders at 28 days; and hold two cylinders in reserve.
Conform test specimens to ASTM C31/C31M. Perform compressive strength
testing conforming to ASTM C39/C39M.
c.
Test slump at the [plant] [site of discharge] for each design mix in
accordance with ASTM C143/C143M. Check slump [once] [twice] during
each shift that concrete is produced [for each strength of concrete
required].
d.
Test air content for air-entrained concrete in accordance with
ASTM C231/C231M. Test concrete using lightweight or extremely porous
aggregates in accordance with ASTM C173/C173M. Check air content at
least [once] [twice] during each shift that concrete is placed [for
each strength of concrete required].
e.
Determine temperature of concrete at time of placement in accordance
with ASTM C1064/C1064M. Check concrete temperature at least [once] [
twice] during each shift that concrete is placed [for each strength of
concrete required].
3.8.4
3.8.4.1
Action Required
Placing
Do not begin placement until the availability of an adequate number of
acceptable vibrators, which are in working order and have competent
operators, has been verified. Discontinue placing if any lift is
inadequately consolidated.
3.8.4.2
Air Content
Whenever an air content test result is outside the specification limits,
adjust the dosage of the air-entrainment admixture prior to delivery of
concrete to forms.
3.8.4.3
Slump
Whenever a slump test result is outside the specification limits, adjust
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the batch weights of water and fine aggregate prior to delivery of concrete
to the forms. Make the adjustments so that the water-cementitious material
ratio does not exceed that specified in the submitted concrete mixture
proportion and the required concrete strength is still met.
-- End of Section --
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**************************************************************************
USACE / NAVFAC / AFCEC / NASA
UFGS-03 40 00.00 10 (August 2006)
--------------------------------Preparing Activity: USACE
Superseding
UFGS-03 40 00.00 10 (July 2006)
UNIFIED FACILITIES GUIDE SPECIFICATIONS
References are in agreement with UMRL dated October 2014
**************************************************************************
SECTION 03 40 00.00 10
PLANT-PRECAST CONCRETE PRODUCTS FOR BELOW GRADE CONSTRUCTION
**************************************************************************
NOTE: This guide specification covers the
requirements for precast, non-prestressed concrete
products used for below grade construction (Sewage
Systems, Subdrainage Systems, Storm Drainage
Systems, Utility and Communications Structures, etc..
Adhere to UFC 1-300-02 Unified Facilities Guide
Specifications (UFGS) Format Standard when editing
this guide specification or preparing new project
specification sections. Edit this guide
specification for project specific requirements by
adding, deleting, or revising text. For bracketed
items, choose applicable items(s) or insert
appropriate information.
Remove information and requirements not required in
respective project, whether or not brackets are
present.
Comments, suggestions and recommended changes for
this guide specification are welcome and should be
submitted as a Criteria Change Request (CCR).
**************************************************************************
PART 1
1.1
GENERAL
REFERENCES
**************************************************************************
NOTE: This paragraph is used to list the
publications cited in the text of the guide
specification. The publications are referred to in
the text by basic designation only and listed in
this paragraph by organization, designation, date,
and title.
Use the Reference Wizard's Check Reference feature
when you add a RID outside of the Section's
Reference Article to automatically place the
reference in the Reference Article. Also use the
Reference Wizard's Check Reference feature to update
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the issue dates.
References not used in the text will automatically
be deleted from this section of the project
specification when you choose to reconcile
references in the publish print process.
**************************************************************************
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by the
basic designation only.
AMERICAN CONCRETE INSTITUTE INTERNATIONAL (ACI)
ACI 211.1
(1991; R 2009) Standard Practice for
Selecting Proportions for Normal,
Heavyweight and Mass Concrete
ACI 211.2
(1998; R 2004) Standard Practice for
Selecting Proportions for Structural
Lightweight Concrete
ACI 305R
(2010) Guide to Hot Weather Concreting
ACI 306.1
(1990; R 2002) Standard Specification for
Cold Weather Concreting
ACI 318
(2011; Errata 1 2011; Errata 2 2012;
Errata 3-4 2013) Building Code
Requirements for Structural Concrete and
Commentary
AMERICAN CONCRETE PIPE ASSOCIATION (ACPA)
ACPA QPC
(2005; Ver 3.0) QCast Plant Certification
Manual
AMERICAN WELDING SOCIETY (AWS)
AWS D1.1/D1.1M
(2010; Errata 2011) Structural Welding
Code - Steel
AWS D1.4/D1.4M
(2011) Structural Welding Code Reinforcing Steel
ASTM INTERNATIONAL (ASTM)
ASTM A1064/A1064M
(2013) Standard Specification for
Carbon-Steel Wire and Welded Wire
Reinforcement, Plain and Deformed, for
Concrete
ASTM A153/A153M
(2009) Standard Specification for Zinc
Coating (Hot-Dip) on Iron and Steel
Hardware
ASTM A36/A36M
(2012) Standard Specification for Carbon
Structural Steel
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ASTM A615/A615M
(2014) Standard Specification for Deformed
and Plain Carbon-Steel Bars for Concrete
Reinforcement
ASTM A706/A706M
(2014) Standard Specification for
Low-Alloy Steel Deformed and Plain Bars
for Concrete Reinforcement
ASTM A767/A767M
(2009) Standard Specification for
Zinc-Coated (Galvanized) Steel Bars for
Concrete Reinforcement
ASTM A775/A775M
(2007b; R2014) Standard Specification for
Epoxy-Coated Steel Reinforcing Bars
ASTM A884/A884M
(2014) Standard Specification for
Epoxy-Coated Steel Wire and Welded Wire
Reinforcement
ASTM C1064/C1064M
(2011) Standard Test Method for
Temperature of Freshly Mixed
Hydraulic-Cement Concrete
ASTM C1107/C1107M
(2014) Standard Specification for Packaged
Dry, Hydraulic-Cement Grout (Nonshrink)
ASTM C1240
(2014) Standard Specification for Silica
Fume Used in Cementitious Mixtures
ASTM C138/C138M
(2013a) Standard Test Method for Density
("Unit Weight"), Yield, and Air Content
(Gravimetric) of Concrete
ASTM C143/C143M
(2012) Standard Test Method for Slump of
Hydraulic-Cement Concrete
ASTM C1478
(2008; R 2013) Standard Specification for
Storm Drain Resilient Connectors Between
Reinforced Concrete Storm Sewer
Structures, Pipes and Laterals
ASTM C150/C150M
(2012) Standard Specification for Portland
Cement
ASTM C171
(2007) Standard Specification for Sheet
Materials for Curing Concrete
ASTM C173/C173M
(2014) Standard Test Method for Air
Content of Freshly Mixed Concrete by the
Volumetric Method
ASTM C192/C192M
(2013a) Standard Practice for Making and
Curing Concrete Test Specimens in the
Laboratory
ASTM C231/C231M
(2014) Standard Test Method for Air
Content of Freshly Mixed Concrete by the
Pressure Method
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ASTM C260/C260M
(2010a) Standard Specification for
Air-Entraining Admixtures for Concrete
ASTM C309
(2011) Standard Specification for Liquid
Membrane-Forming Compounds for Curing
Concrete
ASTM C31/C31M
(2012) Standard Practice for Making and
Curing Concrete Test Specimens in the Field
ASTM C33/C33M
(2013) Standard Specification for Concrete
Aggregates
ASTM C330/C330M
(2014) Standard Specification for
Lightweight Aggregates for Structural
Concrete
ASTM C39/C39M
(2014a) Standard Test Method for
Compressive Strength of Cylindrical
Concrete Specimens
ASTM C443
(2011) Standard Specification for Joints
for Concrete Pipe and Manholes, Using
Rubber Gaskets
ASTM C494/C494M
(2013) Standard Specification for Chemical
Admixtures for Concrete
ASTM C595/C595M
(2014) Standard Specification for Blended
Hydraulic Cements
ASTM C618
(2012a) Standard Specification for Coal
Fly Ash and Raw or Calcined Natural
Pozzolan for Use in Concrete
ASTM C877
(2008) External Sealing Bands for Concrete
Pipe, Manholes, and Precast Box Sections
ASTM C891
(2011) Installation of Underground Precast
Concrete Utility Structures
ASTM C923
(2008; R 2013) Standard Specification for
Resilient Connectors Between Reinforced
Concrete Manhole Structures, Pipes and
Laterals
ASTM C989/C989M
(2013) Standard Specification for Slag
Cement for Use in Concrete and Mortars
ASTM C990
(2009; R 2014) Standard Specification for
Joints for Concrete Pipe, Manholes and
Precast Box Sections Using Preformed
Flexible Joint Sealants
CSA GROUP (CSA)
CSA A23.4
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NATIONAL PRECAST CONCRETE ASSOCIATION (NPCA)
NPCA QC Manual
1.2
(2012) Quality Control Manual for Precast
and Prestressed Concrete Plants
SYSTEM DESCRIPTION
Furnish precast concrete units designed and fabricated by an experienced
and acceptable precast concrete manufacturer who has been, for at least 3
years, regularly and continuously engaged in the manufacture of precast
concrete work similar to that indicated on the drawings. Coordinate
precast work with the work of other trades.
1.2.1
Standard Precast Units
Design standard precast concrete units to withstand indicated design load
conditions in accordance with applicable industry design standards [ACI 318,
ASTM, ACPA 01-102, Chapter 7-Design for Sulfide Control]. Design shall
also consider stresses induced during handling, shipping and installation
as to avoid product cracking or other handling damage. Indicate design
loads for precast concrete units on the shop drawings. Submit drawings for
standard precast concrete units furnished by the precast concrete producer
for approval by the Contracting Officer. These drawings shall demonstrate
that the applicable industry design standards have been met. Include
installation and construction information on shop drawings. Include
details of steel reinforcement size and placement as well as supporting
design calculations, if appropriate. Produce precast concrete units in
accordance with the approved drawings. Submit cut sheets, for standard
precast concrete units, showing conformance to project drawings and
requirements, and to applicable industry design standards listed in this
specification.
1.2.2
Custom-Made Precast Units
Submit design calculations for custom-made precast units, prepared and
sealed by a registered professional engineer, for approval prior to
fabrication. Include in the calculations the analysis of units for lifting
stresses and the sizing of lifting devices. Submit drawings furnished by
the precast concrete producer for approval by the Contracting Officer.
Show on these drawings complete design, installation, and construction
information in such detail as to enable the Contracting Officer to
determine the adequacy of the proposed units for the intended purpose.
Include details of steel reinforcement size and placement as well as
supporting design calculations, if appropriate. Produce precast concrete
units in accordance with the approved drawings.
1.2.3
Proprietary Precast Units
Products manufactured under franchise arrangements shall conform to all the
requirements specified by the franchiser. Items not included in the
franchise specification, but included in this specification, shall conform
to the requirements in this specification. Submit standard plans or
informative literature, for proprietary precast concrete units. Make
available supporting calculations and design details upon request. Provide
sufficient information as to demonstrate that such products will perform
the intended task.
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Joints and Sealants
Provide joints and sealants between adjacent units of the type and
configuration indicated on shop drawings meeting specified design and
performance requirements.
1.2.5
1.2.5.1
Concrete Mix Design
Concrete Mix Proportions
Base selection of proportions for concrete on the methodology presented in
ACI 211.1 for normal weight concrete and ACI 211.2 for lightweight
concrete. Develop the concrete proportions using the same type and brand
of cement, the same type and brand of pozzolan, the same type and gradation
of aggregates, and the same type and brand of admixture that will be used
in the manufacture of precast concrete units for the project. Do not use
calcium chloride in precast concrete containing reinforcing steel or other
embedded metal items. At a minimum of thirty days prior to precast
concrete unit manufacturing, the precast concrete producer will submit a
mix design and proportions for each strength and type of concrete that will
be used. Furnish a complete list of materials, including quantity, type,
brand and applicable data sheets for all mix design constituents as well as
applicable reference specifications. The use of self-consolidating
concrete is permitted, provided that mix design proportions and
constituents meet the requirements of this specification.
1.2.5.2
Concrete Strength
Provide precast concrete units with a 28-day compressive strength (f'c) of
5000[_____] psi.
1.2.5.3
Water-to-Cement Ratio
Furnish concrete, that will be exposed to freezing and thawing, containing
entrained air and with water-cement ratios of 0.45 or less. Furnish
concrete which will not be exposed to freezing, but which is required to be
watertight, with a water-cement ratio of 0.48 or less if the concrete is
exposed to fresh water, or 0.45 or less if exposed to brackish water or sea
water. Furnish reinforced concrete exposed to deicer salts, brackish water
or seawater with a water-cement ratio of 0.40 or less for corrosion
protection.
1.2.5.4
Air Content
The air content of concrete that will be exposed to freezing conditions
shall be within the limits given below.
AIR CONTENT PERCENT
NOMINAL MAXIMUM AGGREGATE SIZE
3/8 inch
SEVERE EXPOSURE
6.0 to 9.0
MODERATE EXPOSURE
4.5 to 7.5
1/2 inch
5.5 to 8.5
4.0 to 7.0
3/4 inch
4.5 to 7.5
3.5 to 6.5
1.0 inch
4.5 to 7.5
3.0 to 6.0
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AIR CONTENT PERCENT
NOMINAL MAXIMUM AGGREGATE SIZE
1.5 inch
SEVERE EXPOSURE
4.5 to 7.0
MODERATE EXPOSURE
3.0 to 6.0
Note: For specified compressive strengths greater than 5000 psi, air
content may be reduced 1 percent
Corrosion Control for Sanitary Sewer Systems
Follow design recommendations outlined in Chapter 7 of ACPA 01-102 or the
ACPA 01-110 when hydrogen sulfide is indicated as a potential problem.
1.3
SUBMITTALS
**************************************************************************
NOTE: Review submittal description (SD) definitions
in Section 01 33 00 SUBMITTAL PROCEDURES and edit
the following list to reflect only the submittals
required for the project.
The Guide Specification technical editors have
designated those items that require Government
approval, due to their complexity or criticality,
with a "G." Generally, other submittal items can be
reviewed by the Contractor's Quality Control
System. Only add a “G” to an item, if the submittal
is sufficiently important or complex in context of
the project.
For submittals requiring Government approval on Army
projects, a code of up to three characters within
the submittal tags may be used following the "G"
designation to indicate the approving authority.
Codes for Army projects using the Resident
Management System (RMS) are: "AE" for
Architect-Engineer; "DO" for District Office
(Engineering Division or other organization in the
District Office); "AO" for Area Office; "RO" for
Resident Office; and "PO" for Project Office. Codes
following the "G" typically are not used for Navy,
Air Force, and NASA projects.
An "S" following a submittal item indicates that the
submittal is required for the Sustainability
Notebook to fulfill federally mandated sustainable
requirements in accordance with Section 01 33 29
SUSTAINABILITY REQUIREMENTS.
Choose the first bracketed item for Navy, Air Force
and NASA projects, or choose the second bracketed
item for Army projects.
**************************************************************************
All submittals are the responsibility of the precast concrete producer.
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for [Contractor Quality Control
approval.] [information only. When used, a designation following the "G"
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designation identifies the office that will review the submittal for the
Government.] Submittals with an "S" are for inclusion in the
Sustainability Notebook, in conformance to Section 01 33 29SUSTAINABILITY
REQUIREMENTS. Submit the following in accordance with Section 01 33 00
SUBMITTAL PROCEDURES:
SD-01 Preconstruction Submittals
Quality Control Procedures
SD-02 Shop Drawings
Standard Precast Units[; G][; G, [_____]]
Custom-Made Precast Units[; G][; G, [_____]]
SD-03 Product Data
Standard Precast Units
Proprietary Precast Units
Embedded Items
Accessories
SD-05 Design Data
Design Calculations
Concrete Mix Proportions
SD-06 Test Reports
Test Reports
SD-07 Certificates
Quality Control Procedures
1.4
QUALITY ASSURANCE
Demonstrate adherence to the standards set forth in NPCA QC Manual and/or
ACPA QPC. Meet requirements written in the subparagraphs below.
1.4.1
NPCA and ACPA Plant Certification
**************************************************************************
NOTE: The use of this paragraph may limit
competition. Verify the availability of NPCA and
ACPA certified precasters in the bidding area.
**************************************************************************
The precast concrete producer shall be certified by the National Precast
Concrete Association's and/or the American Concrete Pipe Association's
Plant Certification Program prior to and during production of the products
for this project.
1.4.2
1.4.2.1
Qualifications, Quality Control and Inspection
Qualifications
Select a precast concrete producer that has been in the business of
producing precast concrete units similar to those specified for a minimum
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of 3 years. The precast concrete producer shall maintain a permanent
quality control department or retain an independent testing agency on a
continuing basis.
1.4.2.2
Quality Control Procedures
Submit quality control procedures established by the precast manufacturer
in accordance with NPCA QC Manual and/or ACPA QPC. Show that the following
QC tests are performed as required and in accordance with the ASTM
standards indicated.
a.
Slump: Perform a slump test for each 150 cu yd of concrete produced, or
once a day, whichever comes first. Perform slump tests in accordance
with ASTM C143/C143M.
b.
Temperature: Measure the temperature of fresh concrete when slump or
air content tests are made and when compressive test specimens are made
in accordance with ASTM C1064/C1064M.
c.
Compressive Strength: Make at least four compressive strength specimens
for each 150 cubic yards of concrete of each mix in accordance with the
following Standards: ASTM C31/C31M, ASTM C192/C192M, ASTM C39/C39M.
d.
Air Content: Perform tests for air content on air-entrained, wet-cast
concrete for each 150 cu yd of concrete, but not less often than once
each day when air-entrained concrete is used. Determine the air
content in accordance with either ASTM C231/C231M or ASTM C173/C173M
for normal weight aggregates and ASTM C173/C173M for lightweight
aggregates.
e.
Unit Weight: Perform tests for unit weight a minimum of once per week
to verify the yield of batch mixes. Perform unit weight tests for each
100 cu yd of lightweight concrete in accordance with ASTM C138/C138M.
1.4.2.3
Inspection
The Contracting Officer may place an inspector in the plant when the units
covered by this specification are being manufactured. The burden of
payment for plant inspection will be clearly detailed in the
specification. The precast concrete producer shall give notice 14 days
prior to the time the units will be available for plant inspection.
Neither the exercise nor waiver of inspection at the plant will affect the
Government's right to enforce contractual provisions after units are
transported or erected.
1.4.2.4
Test Reports
Submit the following as specified in paragraph SUBMITTALS:
1.4.2.4.1
Material Certifications and/or Laboratory Test Reports
Include mill tests and all other test data, for portland cement, blended
cement, pozzolans, ground granulated blast furnace slag, silica fume,
aggregate, admixtures, and curing compound proposed for use on this project.
1.4.2.4.2
Mix Test
Reports showing that the mix has been successfully tested to produce
concrete with the properties specified and will be suitable for the job
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conditions. Such tests may include compressive strength, flexural
strength, plastic or hardened air content, freeze thaw durability, abrasion
and absorption. Clearly detail in the specifications special tests for
precast concrete or cast-in items.
1.4.2.4.3
Self-Consolidating Concrete
icient documentation, when the use of self-consolidating concrete (SCC) is
proposed, showing a minimum of 30-days production track records
demonstrating that SCC is appropriate for casting of the product.
1.4.2.4.4
In-Plant QA/QC Inspection Reports
Upon the request of the Contracting Officer.
1.5
1.5.1
DELIVERY, STORAGE, AND HANDLING
Delivery
Deliver precast units to the site in accordance with the delivery schedule
to avoid excessive build-up of units in storage at the site. Upon delivery
to the jobsite, all precast concrete units will be inspected by the
Contracting Officer for quality and final acceptance.
1.5.2
Storage
Store units off the ground or in a manner that will minimize potential
damage.
1.5.3
Handling
Handle, transport, and store products in a manner to minimize damage.
Lifting devices or holes shall be consistent with industry standards.
Perform lifting with methods or devices intended for this purpose as
indicated on shop drawings.
PART 2
2.1
PRODUCTS
MATERIALS
Except as otherwise specified in the following paragraphs, conform material
to Section 03 30 53 00.00 10 MISCELLANEOUS CAST-IN-PLACE CONCRETE and
Section 03 20 00.00 10 CONCRETE REINFORCING.
2.1.1
Cement
Furnish cement conforming to ASTM C150/C150M, Type I, II, III or V.
Furnish blended cements that conform to ASTM C595/C595M.
2.1.2
Silica Fume
**************************************************************************
NOTE: Silica fume concrete should be used where low
permeability and enhanced durability are necessary
and justified by additional cost, such as marine
structures or other places where low permeability or
severe abrasion resistance is required. Finishing
is more difficult than conventional concrete.
Proper curing is essential because there is a strong
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tendency for severe plastic shrinkage cracking.
Assistance from a technical representative from the
silica fume supplier may be required during
batching, finishing, and curing at start-up of the
job, when being used for the first time by the
precast concrete producer. A HRWR recommended by
the manufacturer of the silica fume should be used.
**************************************************************************
Provide silica fume conforming to ASTM C1240. Provide available alkalies
conforming to the optimal limit given in Table 2 of ASTM C1240. Silica
fume may be furnished as a dry, densified material or as a slurry. When
necessary, coordinate the services of a technical representative
experienced in mixing, proportioning, placement procedures, and curing of
concrete containing silica fume.
2.1.3
Fly Ash and Pozzolans
Fly ash is [required] [used] as a supplementary cementitious material (SCM)
conforming to ASTM C618, Class F[C or F] with 4 percent maximum loss on
ignition and 35 percent maximum cement replacement by weight.
2.1.4
Ground Granulated Blast-Furnace Slag
**************************************************************************
NOTE: Ground granulated blast furnace slag and fly
ash are materials listed in the EPA's Comprehensive
Procurement Guidelines (CPG)
http://www.epa.gov/cpg). If the Architect/Engineer
determines that use of certain materials meeting the
CPG content standards and guidelines would result in
inadequate competition, do not meet quality/
performance specifications, are available at an
unreasonable price or are not available within a
reasonable time frame, the Architect/Engineer may
submit written justification and supporting
documentation for not procuring designated items
containing recovered material. Written
justification may be submitted on a Request for
Waiver Form to the NASA Environmental Program
Manager for approval. The Request for Waiver Form
is located in the NASA Procedures and Guidelines
(NPG 8830.1) (http://nodis3.gsfc.nasa.gov).
**************************************************************************
Ground granulated blast furnace slag is [required] [used] as a
supplementary cementitious material conforming to ASTM C989/C989M, Grade [
120] with between 25 to 50 percent maximum cement replacement by weight.
2.1.5
Water
Furnish water potable or free of deleterious substances in amounts harmful
to concrete or embedded metals.
2.1.6
2.1.6.1
Aggregates
Selection
**************************************************************************
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NOTE: Select gradation(s) based on job requirements
and constraints. The nominal maximum aggregate size
may not exceed one-fifth the narrowest dimension
between sides of forms, nor three-quarters the
minimum clear spacing between individual reinforcing
bars or wires.
**************************************************************************
Furnish aggregates conforming to ASTM C33/C33M. Provide aggregates not
containing any substance, which may be deleteriously reactive with the
alkalies in the cement.
2.1.6.2
Aggregates for Lightweight Concrete
ASTM C330/C330M
2.1.7
Admixtures
2.1.7.1
Air-Entraining
**************************************************************************
NOTE: Air-entraining requirements may be deleted
when the project is located in a nonfreezing climate.
**************************************************************************
ASTM C260/C260M
2.1.7.2
Accelerating, Retarding, Water Reducing [Moderate to High]
ASTM C494/C494M
Pigments
Non-fading and lime-resistant
2.1.8
Reinforcement
2.1.8.1
Reinforcing Bars
**************************************************************************
NOTE: Specify ASTM A706/A706M reinforcing where
welding or bending of reinforcement bars is
important. In addition, ASTM A775/A775M epoxy
coated reinforcing may be specified where extra
reinforcement corrosion protection is required.
**************************************************************************
a.
b.
Deformed Billet-steel: ASTM A615/A615M
Deformed Low-alloy steel: ASTM A706/A706M
2.1.8.2
a.
b.
Plain Wire: ASTM A1064/A1064M
Deformed Wire: ASTM A1064/A1064M
2.1.8.3
a.
b.
Reinforcing Wire
Welded Wire Fabric
Plain Wire: ASTM A1064/A1064M
Deformed Wire: ASTM A1064/A1064M
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a.
b.
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Epoxy Coated Reinforcement
Reinforcing Bars: ASTM A775/A775M
Wires and Fabric: ASTM A884/A884M
2.1.8.5
Galvanized Reinforcement
Provide galvanized reinforcement conforming to ASTM A767/A767M.
Synthetic Fiber Reinforcement
Synthetic fiber shall be polypropylene with a denier less than 100 and a
nominal fiber length of 2 inch.
2.1.9
Inserts and Embedded Metal
All items embedded in concrete shall be of the type required for the
intended task, and meet the following standards.
a.
b.
c.
2.1.10
Structural Steel Plates, Angles, etc.: ASTM A36/A36M
Hot-dipped Galvanized: ASTM A153/A153M
Proprietary Items: In accordance with manufacturers published literature
Accessories
Submit proper installation instructions and relevant product data for items
including, but not limited to, sealants, gaskets, connectors, steps, cable
racks and other items installed before or after delivery.
a.
Rubber Gaskets for Circular Concrete Sewer Pipe and Culvert Pipe:
ASTM C443.
b.
External Sealing Bands for Noncircular Sewer, Storm Drain and Culvert
Pipe: ASTM C877.
c.
Preformed Flexible Joint Sealants for Concrete Pipe, Manholes, and
Manufactured Box Sections: ASTM C990.
d.
Elastomeric Joint Sealants: ASTM C920.
2.1.11
Pipe Entry Connectors
Pipe entry connectors shall conform to ASTM C923 or ASTM C1478.
2.1.12
Grout
**************************************************************************
NOTE: Delete air-entraining requirements when the
project is located in a nonfreezing climate.
**************************************************************************
Nonshrink Grout shall conform to ASTM C1107/C1107M. Cementitious grout
shall be a mixture of portland cement, sand, and water. Proportion one
part cement to approximately 2.5 parts sand, with the amount of water based
on placement method. [Provide air entrainment for grout exposed to the
weather.]
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PART 3
3.1
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EXECUTION
FABRICATION AND PLACEMENT
Perform fabrication in accordance with NPCA QC Manual and/or ACPA QPC
unless specified otherwise.
3.1.1
Forms
Use forms, for manufacturing precast concrete products, of the type and
design consistent with industry standards and practices. They should be
capable of consistently providing uniform products and dimensions.
Construct forms so that the forces and vibrations to which the forms will
be subjected can cause no product damage. Clean forms of concrete build-up
after each use. Apply form release agents according to the manufacturers
recommendations and do not allow to build up on the form casting surfaces.
3.1.2
Reinforcement
Follow applicable ASTM Standard or ACI 318 for placement and splicing.
Fabricate cages of reinforcement either by tying the bars, wires or welded
wire fabric into rigid assemblies or by welding, where permissible, in
accordance with AWS D1.4/D1.4M. Position reinforcing as specified by the
design and so that the concrete cover conforms to requirements. The
tolerance on concrete cover shall be one-third of that specified but not
more than 1/2 inch. Provide concrete cover not less than 1/2 inch. Take
positive means to assure that the reinforcement does not move significantly
during the casting operations.
3.1.3
Embedded Items
Position embedded items at locations specified in the design documents.
Perform welding in accordance with AWS D1.1/D1.1M when necessary. Hold
rigidly in place inserts, plates, weldments, lifting devices and other
items to be imbedded in precast concrete products so that they do not move
significantly during casting operations. Submit product data sheets and
proper installation instruction for anchors, lifting inserts and other
devices. Clearly indicate the products dimensions and safe working load.
Synthetic Fiber Reinforced Concrete
**************************************************************************
NOTE: Synthetic fiber reinforcement may be used in
concrete as an aid in preventing plastic or
shrinkage cracking in placements susceptible to this
condition. Fiber reinforcement will not be used as
a substitute for wire mesh and where service
temperature may exceed 150 degrees C (300 degrees
F). Concentrations above 0.1 percent by volume are
not cost-effective.
**************************************************************************
Add fiber reinforcement to the concrete mix in accordance with the
applicable sections of ASTM C1116/C1116M and the recommendations of the
manufacturer, and in an amount of [0.1] [_____] percent by volume.
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CONCRETE
3.2.1
Concrete Mixing
Mixing operations shall produce batch-to-batch uniformity of strength,
consistency, and appearance.
3.2.2
Concrete Placing
Deposit concrete into forms as near to its final location as practical.
Keep the free fall of the concrete to a minimum. Consolidate concrete in
such a manner that segregation of the concrete is minimized and honeycombed
areas are kept to a minimum. Use vibrators to consolidate concrete with
frequencies and amplitudes sufficient to produce well consolidated concrete.
3.2.2.1
Cold Weather Concreting
Perform cold weather concreting in accordance with ACI 306.1.
a.
Provide adequate equipment for heating concrete materials and
protecting concrete during freezing or near-freezing weather.
b.
Free from frost all concrete materials and all reinforcement, forms,
fillers, and ground with which concrete is to come in contact.
c.
Do not use frozen materials or materials containing ice.
d.
In cold weather the temperature of concrete at the time of placing
shall not be below 45 degrees F. Discard concrete that freezes before
its compressive strength reaches 500 psi.
3.2.2.2
Hot Weather Concreting
Recommendations for hot weather concreting are given in detail in ACI 305R.
During hot weather, give proper attention to constituents, production
methods, handling, placing, protection, and curing to prevent excessive
concrete temperatures or water evaporation that could impair required
strength or serviceability of the member or structure. The temperature of
concrete at the time of placing shall not exceed 90 degrees F.
3.2.3
Concrete Curing
**************************************************************************
NOTE: Due to the immediacy of form removal,
dry-cast products have a tendency to undergo
undesirable accelerated drying. Consequently, early
curing periods are most critical to ensure
protection from extreme temperatures and dryness.
Dry-cast products must be protected from drafts to
prevent cracking.
**************************************************************************
Commence curing immediately following the initial set and completion of
surface finishing.
3.2.3.1
Curing by Moisture Retention
Prevent moisture evaporation from exposed surfaces until adequate strength
for stripping is reached by one of the following methods:
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a.
Cover with polyethylene sheets a minimum of 6 mils thick in accordance
with ASTM C171.
b.
Cover with burlap or other absorptive material and keep continually
moist.
c.
Use of a membrane-curing compound applied at a rate not to exceed 200
square ft/gallon, or in accordance with manufacturers' recommendations
according to ASTM C309.
3.2.3.2
Curing with Heat and Moisture
**************************************************************************
NOTE: Cure as above surfaces that will be exposed
to weather during service, a minimum of 3 days.
Forms should be considered effective in preventing
evaporation from the contact surfaces. If air
temperature is below 50°F the curing period must be
extended.
**************************************************************************
Do not subject concrete to steam or hot air until after the concrete has
attained its initial set. Apply steam, if used, within a suitable
enclosure, which permits free circulation of the steam in accordance with
CSA A23.4. If hot air is used for curing, take precautions to prevent
moisture loss from the concrete. The temperature of the concrete shall not
be permitted to exceed 150 degrees F. These requirements do not apply to
products cured with steam under pressure in an autoclave.
3.2.4
Surface Finish
Finish unformed surfaces of wet-cast precast concrete products as
specified. If no finishing procedure is specified, finish such surfaces
using a strike-off to level the concrete with the top of the form.
3.2.4.1
Formed Non-Architectural Surfaces
Cast surfaces against approved forms following industry practices in
cleaning forms, designing concrete mixes, placing and curing concrete.
Normal color variations, form joint marks, small surface holes caused by
air bubbles, and minor chips and spalls will be accepted but no major
imperfections, honeycombs or other major defects will be permitted.
3.2.4.2
Unformed Surfaces
Finish unformed surfaces with a vibrating screed, or by hand with a float.
Normal color variations, minor indentations, minor chips and spalls will be
accepted but no major imperfections, honeycombs, or other major defects
shall be permitted.
3.2.4.3
Special Finishes
Troweled, broom or other finishes shall be according to the requirements of
project documents and performed in accordance with industry standards or
supplier specifications. Submit finishes for approval when required by the
project documents. The sample finishes shall be approved prior to the
start of production.
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Stripping Products from Forms
Do not remove products from the forms until the concrete reaches the
compressive strength for stripping required by the design. If no such
requirement exists, products may be removed from the forms after the final
set of concrete provided that stripping damage is minimal.
3.2.6
Patching and Repair
No repair is required to formed surfaces that are relatively free of air
voids and honeycombed areas, unless the surfaces are required by the design
to be finished.
3.2.6.1
Repairing Minor Defects
Defects that will not impair the functional use or expected life of a
precast concrete product may be repaired by any method that does not impair
the product.
3.2.6.2
Repairing Honeycombed Areas
When honeycombed areas are to be repaired, remove all loose material and
cut back the areas into essentially horizontal or vertical planes to a
depth at which coarse aggregate particles break under chipping rather than
being dislodged. Use proprietary repair materials in accordance with the
manufacturer's instructions. If a proprietary repair material is not used,
saturate the area with water. Immediately prior to repair, the area should
be damp, but free of excess water. Apply a cement-sand grout or an
approved bonding agent to the chipped surfaces, followed immediately by
consolidating an appropriate repair material into the cavity.
3.2.6.3
Repairing Major Defects
Evaluate, by qualified personnel, defects in precast concrete products
which impair the functional use or the expected life of products to
determine if repairs are feasible and, if so, to establish the repair
procedure.
3.2.7
Shipping Products
Do not ship products until they are at least 5 days old, unless it can be
shown that the concrete strength has reached at least 75 percent of the
specified 28-day strength, or that damage will not result, impairing the
performance of the product.
3.3
3.3.1
INSTALLATION
Site Access
It is the Contractor's responsibility to provide adequate access to the
site to facilitate hauling, storage and proper handling of the precast
concrete products.
3.3.2
General Requirements
a.
Install precast concrete products to the lines and grades shown in the
contract documents or otherwise specified.
b.
Lift products by suitable lifting devices at points provided by the
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precast concrete producer.
c.
Install products in accordance with the precast concrete producer's
instructions. In the absence of such instructions, install underground
utility structures in accordance with ASTM C891. Install pipe and
manhole sections in accordance with the procedures outlined by the
American Concrete Pipe Association.
d.
Field modifications to the product will relieve the precast producer of
liability even if such modifications result in the failure of the
product.
3.3.3
Water Tightness
Where water tightness is a necessary performance characteristic of the
precast concrete product's end use, watertight joints, connectors and
inserts should be used to ensure the integrity of the entire system.
FIELD QUALITY CONTROL
**************************************************************************
NOTE: Manholes should be tested prior to
backfilling to verify the integrity of the installed
product. Testing prior to backfilling facilitates
quick and easy repair when required. When vacuum
testing a backfilled manhole, appropriate
adjustments must be made to the testing procedure to
account for site conditions such as high water
tables as to avoid over loading boots and
connectors. Prior to vacuum testing, make
calculations to ensure that connectors and boots are
not loaded past the design limit as indicated in
ASTM C923.
**************************************************************************
3.4
Site Tests
When water tightness testing is required for an underground product, use
one of the following methods:
3.5
Vacuum Testing
Prior to backfill vacuum test system according to ASTM C1244.
Water Testing
Perform water testing according to the contract documents and precast
concrete producer's recommendations.
-- End of Section --
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**************************************************************************
USACE / NAVFAC / AFCEC / NASA
UFGS-31 00 00 (August 2008)
--------------------------Preparing Activity: USACE
Superseding
UFGS-31 00 00 (July 2006)
UNIFIED FACILITIES GUIDE SPECIFICATIONS
References are in agreement with UMRL dated October 2014
**************************************************************************
SECTION 31 00 00
EARTHWORK
**************************************************************************
NOTE: This guide specification covers the
requirements for earthwork activities for buildings,
utilities, roadways, railroads, and airfields.
Adhere to UFC 1-300-02 Unified Facilities Guide
Specifications (UFGS) Format Standard when editing
this guide specification or preparing new project
specification sections. Edit this guide
specification for project specific requirements by
adding, deleting, or revising text. For bracketed
items, choose applicable items(s) or insert
appropriate information.
Remove information and requirements not required in
respective project, whether or not brackets are
present.
Comments, suggestions and recommended changes for
this guide specification are welcome and should be
submitted as a Criteria Change Request (CCR).
**************************************************************************
PART 1
GENERAL
**************************************************************************
NOTE: Consult with a soils engineer while editing
this section to determine specific requirements for
each job.
The following information will be indicated on the
project drawings:
1.
Surface elevations, existing and new;
2. Location of underground obstructions and
existing utilities;
3. Location and record of soil borings and test
pits. Include ground water observations and topsoil
thickness encountered in boring, soil
classifications, and properties such as moisture
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content and Atterberg limit determinations;
4. Location of borrow and disposal area if located
on Government property;
5. Clearing stripping and grubbing limits, if
different from clearing limits;
6.
Areas to be seeded;
7.
Hydrological data where available;
8. Shoring and sheeting required (trench protection
is specified in Corps of Engineers Manual EM
385-1-1); and
9.
10.
Pipe trench excavation details.
Location and limits of hard material (rocks);
11. Details of special construction such as under
railroad and highways right-of-way requirements for
jacking and boring;
12. Details of sewage absorption trenches,
absorption pits, and subsurface drains.
**************************************************************************
1.1
MEASUREMENT PROCEDURES
**************************************************************************
NOTE: These paragraphs will be deleted when
lump-sum payment for work under this section is
desired and when the work covered by this section is
included in one lump-sum contract price for the
entire work covered by the Invitation for Bids.
**************************************************************************
1.1.1
Excavation
The unit of measurement for excavation and borrow will be the cubic yard,
computed by the average end area method from cross sections taken before
and after the excavation and borrow operations, including the excavation
for ditches, gutters, and channel changes, when the material is acceptably
utilized or disposed of as herein specified. The measurements will include
authorized excavation of rock (except for piping trenches that is covered
below), authorized excavation of unsatisfactory subgrade soil, and the
volume of loose, scattered rocks and boulders collected within the limits
of the work; allowance will be made on the same basis for selected backfill
ordered as replacement. The measurement will not include the volume of
subgrade material or other material that is scarified or plowed and reused
in-place, and will not include the volume excavated without authorization
or the volume of any material used for purposes other than directed. The
volume of overburden stripped from borrow pits and the volume of excavation
for ditches to drain borrow pits, unless used as borrow material, will not
be measured for payment. The measurement will not include the volume of
any excavation performed prior to the taking of elevations and measurements
of the undisturbed grade.
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Piping Trench Excavation
**************************************************************************
NOTE: This paragraph will be coordinated with the
payment paragraphs of appropriate contract sections
to ensure that there are no dual payments or
omission of payment for trench excavation. There
should be separate payment items established for
trench excavation for each different size of pipe in
the contract. Payment for trench excavation for
heat-distribution system and for underground
electrical-distribution system may be excluded for
payment from this paragraph, and included in payment
under the appropriate utility section, when the work
is of such a nature and extent and so clearly
indicated that the excavation quantities involved
can be estimated with reasonable accuracy.
**************************************************************************
Measure trench excavation by the number of linear feet along the centerline
of the trench and excavate to the depths and widths specified for the
particular size of pipe. Replace unstable trench bottoms with a selected
granular material. Include the additional width at manholes and similar
structures, the furnishing, placing and removal of sheeting and bracing,
pumping and bailing, and all incidentals necessary to complete the work
required by this section.
Rock Excavation for Trenches
**************************************************************************
NOTE: Delete this paragraph when not required in
the project.
**************************************************************************
Measure and pay for rock excavation by the number of cubic yards of
acceptably excavated rock material. Measure the material in place, but
base volume on a maximum 30 inches width for pipes 12 inches in diameter or
less, and a maximum width of 16 inches greater than the outside diameter of
the pipe for pipes over 12 inches in diameter. Provide the measurement to
include all authorized overdepth rock excavation as determined by the
Contracting Officer. For manholes and other appurtenances, compute volumes
of rock excavation on the basis of 1 foot outside of the wall lines of the
structures.
1.1.2
Topsoil Requirements
Separate excavation, hauling, and spreading or piling of topsoil and
related miscellaneous operations will be considered subsidiary obligations
of the Contractor, covered under the contract unit price for excavation.
Overhaul Requirements
Allow the unit of measurement for overhaul to be the station-yard. The
overhaul distance will be the distance in stations between the center of
volume of the overhaul material in its original position and the center of
volume after placing, minus the free-haul distance in stations. The haul
distance will be measured along the shortest route determined by the
Contracting Officer as feasible and satisfactory. Do no measure or waste
unsatisfactory materials for overhaul where the length of haul for borrow
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is within the free-haul limits.
1.1.3
Select Granular Material
Measure select granular material in place as the actual cubic yards
replacing wet or unstable material in trench bottoms [within the limits
shown] [in authorized overdepth areas]. Provide unit prices which include
furnishing and placing the granular material, excavation and disposal of
unsatisfactory material, and additional requirements for sheeting and
bracing, pumping, bailing, cleaning, and other incidentals necessary to
complete the work.
1.2
PAYMENT PROCEDURES
**************************************************************************
NOTE: When lump-sum payment for work under this
section is desired, these paragraphs will be revised
accordingly. These paragraphs will be deleted when
the work covered by this section is included in one
lump-sum contract price for the entire work covered
by the Invitation for Bids. Payment for overhaul
will be separate from excavation and borrow.
**************************************************************************
Payment will constitute full compensation for all labor, equipment, tools,
supplies, and incidentals necessary to complete the work.
Classified Excavation
Classified excavation will be paid for at the contract unit prices per cubic
yard for common or rock excavation.
1.2.1
Piping Trench Excavation
Payment for trench excavation will constitute full payment for excavation
and backfilling, [including specified overdepth] except in rock or unstable
trench bottoms.
Rock Excavation for Trenches
**************************************************************************
NOTE: Delete this paragraph when not required in
the project.
**************************************************************************
Payment for rock excavation will be made in addition to the price bid for
the trench excavation, and will include all necessary drilling and blasting
and all incidentals necessary to excavate and dispose of the rock. Select
granular material, used as backfill replacing rock excavation, will not be
paid for separately, but will be included in the unit price for rock
excavation.
1.2.1
Unclassified Excavation
Unclassified excavation will be paid for at the contract unit price per
cubic yard for unclassified excavation.
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Classified Borrow
Classified borrow will be paid for at the contract unit prices per cubic
yard for common or rock borrow.
1.2.2
Unclassified Borrow
Unclassified borrow will be paid for at the contract unit price per cubic
yard for unclassified borrow.
1.2.3
Authorized Overhaul
The number of station-yards of overhaul to be paid for will be the product
of number of cubic yards of overhaul material measured in the original
position, multiplied by the overhaul distance measured in stations of 100
feet and will be paid for at the contract unit price per station-yard for
overhaul in excess of the free-haul limit as designated in paragraph
DEFINITIONS.
Sheeting and Bracing
**************************************************************************
NOTE: Delete subparagraphs or items not required in
the project.
**************************************************************************
Sheeting and bracing, when shown or authorized by the Contracting Officer
to be left in place, will be paid for as follows: [_____].
1.2.4
Timber Sheeting
Timber sheeting will be paid for as the number of board feet of lumber
below finish grade measured in place prior to backfilling. Include in the
measurement sheeting wasted when cut off between the finished grade and 1
foot below the finished grade.
Steel Sheeting and Soldier Piles
**************************************************************************
NOTE: The blank will be filled with an appropriate
number not greater than 1 meter (3 feet). However,
if the quantities of sheeting involved are
anticipated to be substantial, and since the cut off
steel can be sold by the Contractor as scrap, the
whole part in brackets can be deleted and no payment
provided for wasted cut off ends.
**************************************************************************
Steel sheeting, soldier piles, and steel bracing will be paid for according
to the number of pounds of steel calculated. Calculate the steel by
multiplying the measured in-place length in feet below finish grade by the
unit weight of the section in pounds per foot. Obtain unit weight of
rolled steel sections from recognized steel manuals. [Included in the
measurement sheeting wasted when cut off between the finished grade and a
distance of up to [_____] feet below the finished grade.]
1.3
CRITERIA FOR BIDDING
**************************************************************************
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NOTE: For most projects, the scope of earthwork can
accurately be determined. However, if earthwork is
approximately known, a unit price for earth work
should be provided in the Bid Schedule.
Unit-price items are multiplied by the approximated
and stated quantity giving a sum that is then added
to the price for the rest of the work. The result
is a lump sum bid with automatic provision for
payment or credit due to variations in earthwork
within 15 percent of that shown and bid upon.
Variations exceeding 15 percent of that shown and
bid upon will become the subject of negotiations in
accordance with FAR 52.212.11, "VARIATION IN
ESTIMATED QUANTITY."
**************************************************************************
Base bids on the following criteria:
a.
Surface elevations are as indicated.
b.
Pipes or other artificial obstructions, except those indicated, will
not be encountered.
c.
[Ground water elevations indicated by the boring log were those
existing at the time subsurface investigations were made and do not
necessarily represent ground water elevation at the time of
construction.] [Ground water elevation is [_____] feet below existing
surface elevation.]
d.
[Ground water elevation is [_____] feet below existing surface
elevation.]
ed.
[Material character is indicated by the boring logs.]
**************************************************************************
NOTE: Choose the following option if no boring
information is available, or if the boring
information is insufficient to permit a bidder to
develop an accurate estimate of hard material or
rock to be encountered. If hard material or rock is
to be encountered, the following option should be
modified to include a percent figure or an
approximate depth at which hard material or rock
will be encountered.
**************************************************************************
f.
1.4
[Hard materials [and rock] [will not] [will] be encountered [in [_____]
percent of the excavations] [at [_____] feet below existing surface
elevations]].
REFERENCES
**************************************************************************
NOTE: This paragraph is used to list the
publications cited in the text of the guide
specification. The publications are referred to in
the text by basic designation only and listed in
this paragraph by organization, designation, date,
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and title.
Use the Reference Wizard's Check Reference feature
when you add a RID outside of the Section's
Reference Article to automatically place the
reference in the Reference Article. Also use the
Reference Wizard's Check Reference feature to update
the issue dates.
References not used in the text will automatically
be deleted from this section of the project
specification when you choose to reconcile
references in the publish print process.
**************************************************************************
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by the
basic designation only.
AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS
(AASHTO)
AASHTO T 180
(2010) Standard Method of Test for
Moisture-Density Relations of Soils Using
a 4.54-kg (10-lb) Rammer and a 457-mm
(18-in.) Drop
AASHTO T 224
(2010) Standard Method of Test for
Correction for Coarse Particles in the
Soil Compaction Test
ASTM INTERNATIONAL (ASTM)
ASTM C136
(2006) Standard Test Method for Sieve
Analysis of Fine and Coarse Aggregates
ASTM D1140
(2000; R 2006) Amount of Material in Soils
Finer than the No. 200 (75-micrometer)
Sieve
ASTM D1556
(2007) Density and Unit Weight of Soil in
Place by the Sand-Cone Method
ASTM D1557
(2012) Standard Test Methods for
Laboratory Compaction Characteristics of
Soil Using Modified Effort (56,000
ft-lbf/ft3) (2700 kN-m/m3)
ASTM D2487
(2011) Soils for Engineering Purposes
(Unified Soil Classification System)
ASTM D422
(1963; R 2007; E 2014; E 2014)
Particle-Size Analysis of Soils
ASTM D4318
(2010; E 2014) Liquid Limit, Plastic
Limit, and Plasticity Index of Soils
ASTM D6938
(2010) Standard Test Method for In-Place
Density and Water Content of Soil and
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Soil-Aggregate by Nuclear Methods (Shallow
Depth)
U.S. ENVIRONMENTAL PROTECTION AGENCY (EPA)
EPA 600/4-79/020
(1983) Methods for Chemical Analysis of
Water and Wastes
EPA SW-846.3-3
(1999, Third Edition, Update III-A) Test
Methods for Evaluating Solid Waste:
Physical/Chemical Methods
1.5
DEFINITIONS
**************************************************************************
NOTE: Delete definitions that will not be used in
the specification text for a specific project.
**************************************************************************
1.5.1
Satisfactory Materials
**************************************************************************
NOTE: Satisfactory material will be defined in
accordance with locally available materials, design
slopes, etc., and suitable classes, based on the
geotechnical report, will be listed in the project
specification in accordance with the Unified Soil
Classification System, ASTM D2487. Maximum rock
size will be determined based on how thick the fill
is and how it is going to be accomplished. As a
rule of thumb, it should be no larger than 1/2 the
allowable lift thickness. Clay material should be
checked for expansive characteristics and this
section should be edited accordingly.
**************************************************************************
Satisfactory materials comprise any materials classified by ASTM D2487 as
GW, GP, GM, GP-GM, GW-GM, GC, GP-GC, GM-GC, SW, SP, [SM,] [SW-SM,] [SC,]
[SW-SC,] [SP-SM,] [SP-SC,] [CL] [ML,] [CL-ML,] [CH,] [MH]. Satisfactory
materials for grading comprise stones less than 8 inches, except for fill
material for pavements and railroads which comprise stones less than 3
inches in any dimension.
1.5.2
Unsatisfactory Materials
**************************************************************************
NOTE: Unsatisfactory material will be defined in
accordance with locally available materials, design
slopes, etc., and unsuitable classes will be listed
in the project specifications in accordance with
ASTM D2487. This paragraph should be edited to
delete inapplicable materials.
**************************************************************************
Materials which do not comply with the requirements for satisfactory
materials are unsatisfactory. Unsatisfactory materials also include
man-made fills; trash; refuse; backfills from previous construction; and
material classified as satisfactory which contains root and other organic
matter or frozen material. Notify the Contracting Officer when
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encountering any contaminated materials.
1.5.3
Cohesionless and Cohesive Materials
**************************************************************************
NOTE: When classification will be necessary during
construction, determination of grain size for
classification will be specified to be made in
conformance with ASTM C117, ASTM C136, and ASTM D422.
**************************************************************************
Cohesionless materials include materials classified in ASTM D2487 as GW,
GP, SW, and SP. Cohesive materials include materials classified as GC, SC,
ML, CL, MH, and CH. Materials classified as GM and SM will be identified
as cohesionless only when the fines are nonplastic. Perform testing,
required for classifying materials, in accordance with ASTM D4318, ASTM C136,
ASTM D422, and ASTM D1140.
1.5.4
Degree of Compaction
**************************************************************************
NOTE: ASTM D1557 will be used for maximum density
determinations, unless soil borings indicate a
gradation that may include coarse material where
more than 30 percent is retained on the 19 mm (3/4")
sieve; in that case, the Contractor will be required
to use AASHTO T 180, Method D and corrected with
AASHTO T 224 for the maximum density
determinations. The designer should determine if
AASHTO T 180 is appropriate for the existing soil
gradation. If maximum density cannot be determined
by either method, the specification may need to
require a test section and the COR to determine the
number of compaction coverages and equipment type.
**************************************************************************
Degree of compaction required, except as noted in the second sentence, is
expressed as a percentage of the maximum density obtained by the test
procedure presented in ASTM D1557 abbreviated as a percent of laboratory
maximum density. Since ASTM D1557 applies only to soils that have 30
percent or less by weight of their particles retained on the 3/4 inch
sieve, express the degree of compaction for material having more than 30
percent by weight of their particles retained on the 3/4 inch sieve as a
percentage of the maximum density in accordance with AASHTO T 180 and
corrected with AASHTO T 224. To maintain the same percentage of coarse
material, use the "remove and replace" procedure as described in NOTE 8 of
Paragraph 7.2 in AASHTO T 180.
Overhaul
**************************************************************************
NOTE: This paragraph is to be deleted when the
earthwork is to be paid for under a lump sum
contract. The blank will be filled with the
appropriate number of stations.
**************************************************************************
Overhaul is the authorized transportation of satisfactory excavation or
borrow materials in excess of the free-haul limit of [_____] stations.
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Overhaul is the product of the quantity of materials hauled beyond the
free-haul limit, and the distance such materials are hauled beyond the
free-haul limit, expressed in station yards.
1.5.5
Topsoil
**************************************************************************
NOTE: Additional requirements such as pH value and
necessary soil conditioning, according to applicable
provisions of Sections 32 92 19 through 32 92 26,
should be inserted in this paragraph. The depth of
the topsoil should be given in the text of the
specification, preferably in this paragraph.
**************************************************************************
Material suitable for topsoils obtained from [offsite areas] [excavations]
[areas indicated on the drawings] is defined as: Natural, friable soil
representative of productive, well-drained soils in the area, free of
subsoil, stumps, rocks larger than one inch diameter, brush, weeds, toxic
substances, and other material detrimental to plant growth. Amend topsoil
pH range to obtain a pH of 5.5 to 7.
1.5.6
Hard/Unyielding Materials
**************************************************************************
NOTE: Stones should generally not exceed 75 mm (3
inches) in diameter. However, pipe manufacturer's
criteria, if any, should be used.
**************************************************************************
Hard/Unyielding materials comprise weathered rock, dense consolidated
deposits, or conglomerate materials which are not included in the
definition of "rock" with stones greater than 3[_____] inch in any
dimension or as defined by the pipe manufacturer, whichever is smaller.
These materials usually require the use of heavy excavation equipment,
ripper teeth, or jack hammers for removal.
1.5.7
Rock
Solid homogeneous interlocking crystalline material with firmly cemented,
laminated, or foliated masses or conglomerate deposits, neither of which
can be removed without systematic drilling and blasting, drilling and the
use of expansion jacks or feather wedges, or the use of backhoe-mounted
pneumatic hole punchers or rock breakers; also large boulders, buried
masonry, or concrete other than pavement exceeding [1/2] [_____] cubic yard
in volume. Removal of hard material will not be considered rock excavation
because of intermittent drilling and blasting that is performed merely to
increase production.
1.5.8
Unstable Material
Unstable materials are too wet to properly support the utility pipe,
conduit, or appurtenant structure.
1.5.9
Select Granular Material
**************************************************************************
NOTE: It is important to specify select material
under footings and slabs to minimize settlement and
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to ensure stability of a structure. Consideration
should be made of the sensitivity of the structure
to total and/or differential settlements related to
the structural design. This is particularly true of
add-on structures and structures to be founded
partly on fill and partly on natural ground. For
crib retaining wall, not more than 10 percent by
weight of the fill material should be finer than 75
micrometers (No. 200) sieve. Also, specify
coefficient of permeability within the range of 0.01
to 1.0 mm per second (0.002 to 0.20 feet per minute)
and soil classification GW, GP, SW and SP. Indicate
with cross sections or section details on the
contract drawings the limits or extents of any
controlled fills or backfills. Specify class of
material that is acceptable in the fill or backfill
giving preference to any types available at or near
the site. Select appropriate values for Atterberg
limits and percentage of fines and specify maximum
thickness of lifts for compaction.
For piping bedding the maximum size of aggregate
should be not more than 8 mm per 100 mm (1 inch per
foot) of pipe diameter, or 75 mm (3 inches)
maximum. Refer to pipe manufacturer's criteria for
more stringent requirements, if any, on aggregate
size and gradation.
If suitable materials for this project are limited
to materials classified as GW, GP, SW, or SP, delete
the bracketed sentences of this paragraph.
Coordinate requirements with a geotechnical
engineer. Select fill used for structures should
extend a minimum of 1.5 m (5 feet) outside the
building foundation lines or other building elements
gaining support from the fill.
**************************************************************************
1.5.9.1
General Requirements
Select granular material consist of materials classified as [GW,] [GP,] [SW,]
[ or SP,] or [_____] by ASTM D2487 where indicated. [The liquid limit of
such material must not exceed [35] [_____] percent when tested in
accordance with ASTM D4318. The plasticity index must not be greater than [
12] [_____] percent when tested in accordance with ASTM D4318, and not more
than [35] [_____] percent by weight may be finer than No. 200 sieve when
tested in accordance with ASTM D1140.] [Provide a minimum coefficient of
permeability of [0.002] [_____] feet per minute when tested in accordance
with ASTM D2434.]
California Bearing Ratio Values
**************************************************************************
NOTE: Where California Bearing Ratio values are
needed include the following paragraph:
**************************************************************************
[Bearing Ratio: At 0.1 inch penetration, provide a bearing ratio of
[_____] percent at 95 percent ASTM D1557 maximum density as determined in
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accordance with ASTM D1883 for a laboratory soaking period of not less than
4 days. [Provide [_____] percent maximum expansion.] [Conform the
combined material to the following sieve analysis:]]
1.5.10
Sieve Size
Percent Passing by Weight
2-1/2 inches
100
No. 4
40 - 85
No. 10
20 - 80
No. 40
10 - 60
No. 200
5 - 25
Initial Backfill Material
Initial backfill consists of select granular material or satisfactory
materials free from rocks 3[_____] inches or larger in any dimension or
free from rocks of such size as recommended by the pipe manufacturer,
whichever is smaller. When the pipe is coated or wrapped for corrosion
protection, free the initial backfill material of stones larger than 3
[_____] inches in any dimension or as recommended by the pipe manufacturer,
whichever is smaller.
1.5.11
Expansive Soils
**************************************************************************
NOTE: Additional laboratory testing and analysis
might be needed to better define site specific
expansive soils. If expansive soils are anticipated
at the construction site, this specification should
be edited to ensure proper construction techniques
are undertaken per UFC 3-220-01.
**************************************************************************
Expansive soils are defined as soils that have a plasticity index equal to
or greater than 20[_____] when tested in accordance with ASTM D4318.
1.5.12
Nonfrost Susceptible (NFS) Material
**************************************************************************
NOTE: Contract specifications for
nonfrost-susceptible fill and backfill will follow
the gradation requirements recommended in UFC
3-250-01FA. For fill under critical structures,
materials with ML, MH, and CH classification will be
specified as unsatisfactory (if at all feasible from
an economic or material-availability standpoint).
If such materials must be used, the specification
will point out the critical nature of the materials
and the control difficulties to be anticipated.
Organic materials and topsoil having OL, OH, and Pt
classification will not be used in fill or backfill.
**************************************************************************
Nonfrost susceptible material are a uniformly graded washed sand with a
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maximum particle size of 3/8[_____] inch and less than 5 percent passing the
No. 200 size sieve, and with not more than 3 percent by weight finer than
0.02 mm grain size.
Pile Supported Structure
As used herein, a structure where both the foundation and floor slab are
pile supported.
1.6
SYSTEM DESCRIPTION
Subsurface soil boring logs are [shown on the drawings] [appended to the
SPECIAL CONTRACT REQUIREMENTS]. The subsoil investigation report and
samples of materials taken from subsurface investigations may be examined
at [_____]upon request. These data represent the best subsurface
information available; however, variations may exist in the subsurface
between boring locations.
1.6.1
Classification of Excavation
**************************************************************************
NOTE: Inapplicable portions will be deleted. Other
classifications of excavation may be utilized as
required.
**************************************************************************
[No consideration will be given to the nature of the materials, and all
excavation will be designated as unclassified excavation.] [Finish the
specified excavation on a classified basis, in accordance with the
following designations and classifications.]
1.6.1.1
Common Excavation
Include common excavation with the satisfactory removal and disposal of all
materials not classified as rock excavation.
1.6.1.2
Rock Excavation
Submit notification of encountering rock in the project. Include rock
excavation with blasting, excavating, grading, disposing of material
classified as rock, and the satisfactory removal and disposal of boulders
1/2 cubic yard or more in volume; solid rock; rock material that is in
ledges, bedded deposits, and unstratified masses, which cannot be removed
without systematic drilling and blasting; firmly cemented conglomerate
deposits possessing the characteristics of solid rock impossible to remove
without systematic drilling and blasting; and hard materials (see
Definitions). Include the removal of any concrete or masonry structures,
except pavements, exceeding 1/2 cubic yard in volume that may be
encountered in the work in this classification. If at any time during
excavation, including excavation from borrow areas, the Contractor
encounters material that may be classified as rock excavation, uncover such
material and notify the Contracting Officer. Do not proceed with the
excavation of this material until the Contracting Officer has classified
the materials as common excavation or rock excavation and has taken cross
sections as required. Failure on the part of the Contractor to uncover
such material, notify the Contracting Officer, and allow ample time for
classification and cross sectioning of the undisturbed surface of such
material will cause the forfeiture of the Contractor's right of claim to
any classification or volume of material to be paid for other than that
allowed by the Contracting Officer for the areas of work in which such
deposits occur.
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Blasting
[Perform blasting in accordance with EM 385-1-1 and in conformance with
Federal, State, and local safety regulations. Submit notice 15 days prior
to starting work. Submit a Blasting Plan, prepared and sealed by a
registered professional engineer that includes calculations for
overpressure and debris hazard. Provide blasting mats and use the
non-electric blasting caps. Obtain written approval prior to performing
any blasting and notify the Contracting Officer 24 hours prior to
blasting. Include provisions for storing, handling and transporting
explosives as well as for the blasting operations in the plan. The
Contractor is responsible for damage caused by blasting operations.]
[Blasting will not be permitted.]
Dewatering Work Plan
**************************************************************************
NOTE: Include this paragraph where water levels
will impact excavation operations.
**************************************************************************
Submit procedures for accomplishing dewatering work.
1.7
SUBMITTALS
**************************************************************************
NOTE: Review submittal description (SD) definitions
in Section 01 33 00 SUBMITTAL PROCEDURES and edit
the following list to reflect only the submittals
required for the project.
The Guide Specification technical editors have
designated those items that require Government
approval, due to their complexity or criticality,
with a "G." Generally, other submittal items can be
reviewed by the Contractor's Quality Control
System. Only add a “G” to an item, if the submittal
is sufficiently important or complex in context of
the project.
For submittals requiring Government approval on Army
projects, a code of up to three characters within
the submittal tags may be used following the "G"
designation to indicate the approving authority.
Codes for Army projects using the Resident
Management System (RMS) are: "AE" for
Architect-Engineer; "DO" for District Office
(Engineering Division or other organization in the
District Office); "AO" for Area Office; "RO" for
Resident Office; and "PO" for Project Office. Codes
following the "G" typically are not used for Navy,
Air Force, and NASA projects.
An "S" following a submittal item indicates that the
submittal is required for the Sustainability
Notebook to fulfill federally mandated sustainable
requirements in accordance with Section 01 33 29
SUSTAINABILITY REQUIREMENTS.
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Choose the first bracketed item for Navy, Air Force
and NASA projects, or choose the second bracketed
item for Army projects.
**************************************************************************
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for [Contractor Quality Control
approval.] [information only. When used, a designation following the "G"
designation identifies the office that will review the submittal for the
Government.] Submittals with an "S" are for inclusion in the
Sustainability Notebook, in conformance to Section 01 33 29SUSTAINABILITY
REQUIREMENTS. Submit the following in accordance with Section 01 33 00
SUBMITTAL PROCEDURES:
SD-01 Preconstruction Submittals
Shoring[; G][; G, [_____]]
Dewatering Work Plan[; G][; G, [_____]]
Blasting[; G][; G, [_____]]
SD-03 Product Data
Utilization of Excavated Materials[; G][; G, [_____]]
Rock Excavation
Opening of any Excavation or Borrow Pit
Shoulder Construction
SD-06 Test Reports
Testing
Borrow Site Testing
Within 24 hours of conclusion of physical tests, submit 5[_____]
copies of test results, including calibration curves and results
of calibration tests.
SD-07 Certificates
Testing
PART 2
2.1
PRODUCTS
REQUIREMENTS FOR OFFSITE SOILS
**************************************************************************
NOTE: Check with regional and local authorities as
well as the activity to determine actual
requirements of bracketed items; values shown come
from the Commonwealth of Virginia. Remove this
paragraph if not required by the project.
**************************************************************************
Test offsite soils brought in for use as backfill for Total Petroleum
Hydrocarbons (TPH), Benzene, Toluene, Ethyl Benzene, and Xylene (BTEX) and
full Toxicity Characteristic Leaching Procedure (TCLP) including
ignitability, corrosivity and reactivity. Backfill shall contain a maximum
of [100] [_____] parts per million (ppm) of total petroleum hydrocarbons
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(TPH) and a maximum of [10] [_____] ppm of the sum of Benzene, Toluene,
Ethyl Benzene, and Xylene (BTEX) and shall pass the TCPL test. Determine
TPH concentrations by using EPA 600/4-79/020 Method 418.1. Determine BTEX
concentrations by using EPA SW-846.3-3 Method 5030/8020. Perform TCLP in
accordance with EPA SW-846.3-3 Method 1311. Provide Borrow Site Testing
for TPH, BTEX and TCLP from a composite sample of material from the borrow
site, with at least one test from each borrow site. Do not bring material
onsite until tests have been approved by the Contracting Officer.
2.2
BURIED WARNING AND IDENTIFICATION TAPE
**************************************************************************
NOTE: Delete paragraph if tape is not required in
the project. The use of a plastic warning tape for
identification is mandatory for buried hazardous
utilities such as electrical conduit, gas lines,
fuel lines, high pressure nitrogen, high pressure
water and steam lines, domestic sewage force mains,
industrial waste force mains and industrial sewers
carrying hazardous, explosive, or toxic waste.
Coordinate color codes with other specification
sections and conform, if possible, to local practice
for identifying buried utilities.
**************************************************************************
Provide [polyethylene plastic] [and] [metallic core or metallic-faced,
acid- and alkali-resistant, polyethylene plastic] warning tape manufactured
specifically for warning and identification of buried utility lines.
Provide tape on rolls, 3 inches minimum width, color coded as specified
below for the intended utility with warning and identification imprinted in
bold black letters continuously over the entire tape length. Warning and
identification to read, "CAUTION, BURIED (intended service) LINE BELOW" or
similar wording. Provide permanent color and printing, unaffected by
moisture or soil.
Warning Tape Color Codes
Red
Electric
Yellow
Gas, Oil; Dangerous Materials
Orange
Telephone and Other Communications
Blue
Water Systems
Green
Sewer Systems
White
Steam Systems
Gray
Compressed Air
2.2.1
Warning Tape for Metallic Piping
Provide acid and alkali-resistant polyethylene plastic tape conforming to
the width, color, and printing requirements specified above, with a minimum
thickness of 0.003 inch and a minimum strength of 1500 psi lengthwise, and
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1250 psi crosswise, with a maximum 350 percent elongation.
2.2.2
Detectable Warning Tape for Non-Metallic Piping
Provide polyethylene plastic tape conforming to the width, color, and
printing requirements specified above, with a minimum thickness of 0.004
inch, and a minimum strength of 1500 psi lengthwise and 1250 psi
crosswise. Manufacture tape with integral wires, foil backing, or other
means of enabling detection by a metal detector when tape is buried up to 3
feet deep. Encase metallic element of the tape in a protective jacket or
provide with other means of corrosion protection.
2.3
DETECTION WIRE FOR NON-METALLIC PIPING
Insulate a single strand, solid copper detection wire with a minimum of 12
AWG.
2.4
MATERIAL FOR RIP-RAP
**************************************************************************
NOTE: Make sure there is no duplication of rip-rap
requirements between this and other specification
sections. In this paragraph refer to standard
specifications for rip-rap if local specifications
are satisfactory and available. Delete this
paragraph or subparagraphs not required in the
project.
**************************************************************************
Provide [Bedding material] [Grout] [Filter fabric] and rock conforming to
[these requirements] [DOT] [SSS-[_____] State Standard] for construction
indicated.
2.4.1
Bedding Material
Provide bedding material consisting of sand, gravel, or crushed rock, well
graded, [or poorly graded] with a maximum particle size of 2 inches.
Compose material of tough, durable particles. Allow fines passing the No.
200 standard sieve with a plasticity index less than six.
2.4.2
Grout
Provide durable grout composed of cement, water, an air-entraining
admixture, and sand mixed in proportions of one part portland cement to
[two] [_____] parts of sand, sufficient water to produce a workable
mixture, and an amount of admixture which will entrain sufficient air, as
determined by the Contracting Officer. Mix grout in a concrete mixer.
Allow a sufficient mixing time to produce a mixture having a consistency
permitting gravity flow into the interstices of the rip-rap with limited
spading and brooming.
2.4.3
Rock
**************************************************************************
NOTE: Adjust weights in brackets to fit
application. Take local practice into consideration.
**************************************************************************
Provide rock fragments sufficiently durable to ensure permanence in the
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structure and the environment in which it is to be used. Use rock
fragments free from cracks, seams, and other defects that would increase
the risk of deterioration from natural causes. Provide fragments sized so
that no individual fragment exceeds a weight of [150] [_____] pounds and
that no more than 10 percent of the mixture, by weight, consists of
fragments weighing 2 pounds or less each. Provide rock with a minimum
specific gravity of [2.50] [_____]. Do not permit the inclusion of more
than trace [1 percent] [_____] quantities of dirt, sand, clay, and rock
fines.
2.5
CAPILLARY WATER BARRIER
Provide capillary water barrier of clean, poorly graded crushed rock,
crushed gravel, or uncrushed gravel placed beneath a building slab with or
without a vapor barrier to cut off the capillary flow of pore water to the
area immediately below. Conform to ASTM C33/C33M for fine aggregate
grading with a maximum of 3 percent by weight passing ASTM D1140, No. 200
sieve, [or] [ 1-1/2 inch and no more than 2 percent by weight passing the
No. 4 size sieve] [or coarse aggregate Size 57, 67, or 77].
PIPE CASING
**************************************************************************
NOTE: Indicate, on the contract drawings, limits of
right-of-way and any other site requirements or
dimensions conforming to the standards of the
railroad or highway owner. Where traffic can be
interrupted, trenching in a pipeline casing is more
economical with the same advantages of allowing
future work without interruption of traffic.
**************************************************************************
2.6
Casing Pipe
ASTM A139/A139M, Grade B, or ASTM A252, Grade 2, smooth wall pipe. Match
casing size to the outside diameter and wall thickness as indicated on
Drawing Sheet No. [_____]. Protective coating is not required on casing
pipe.
Wood Supports
[Treated Yellow Pine or Douglas Fir][Locally available], rough, structural
grade. Provide wood with nonleaching water-borne pressure preservative
(ACA or CCA) and treatment conforming to AWPA P5 and AWPA C2,
respectively. Secure wood supports to carrier pipe with stainless steel or
zinc-coated steel bands.
PART 3
EXECUTION
**************************************************************************
NOTE: Coordinate requirements with Section 31 11 00
CLEARING AND GRUBBING.
**************************************************************************
3.1
STRIPPING OF TOPSOIL
**************************************************************************
NOTE: Topsoil will be separately excavated, stored,
and used for surface finish in preparation for
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seeding, sodding, or other planting, only where
topsoil is definitely superior for grass and plant
growth as compared with the remainder of the
excavated material. Surface soil that is a heavy
clay, predominantly sandy, or is lean in grass- and
plant-growth qualities, will not be saved. The
hauling, spreading, smoothing, and maintenance of
the topsoil in preparation for the seeding and
planting operations are generally considered under a
separate section, and therefore are not considered
in this specification. The blank will be filled
with the appropriate depth dimension.
**************************************************************************
Where indicated or directed, strip topsoil to a depth of [4] [_____] inches.
Spread topsoil on areas already graded and prepared for topsoil, or
transported and deposited in stockpiles convenient to areas that are to
receive application of the topsoil later, or at locations indicated or
specified. Keep topsoil separate from other excavated materials, brush,
litter, objectionable weeds, roots, stones larger than 2 inches in
diameter, and other materials that would interfere with planting and
maintenance operations. [Stockpile in locations indicated] [Remove from
the site] any surplus of topsoil from excavations and gradings.
3.2
GENERAL EXCAVATION
Perform excavation of every type of material encountered within the limits
of the project to the lines, grades, and elevations indicated and as
specified. Perform the grading in accordance with the typical sections
shown and the tolerances specified in paragraph FINISHING. Transport
satisfactory excavated materials and place in fill or embankment within the
limits of the work. Excavate unsatisfactory materials encountered within
the limits of the work below grade and replace with satisfactory materials
as directed. Include such excavated material and the satisfactory material
ordered as replacement in excavation. Dispose surplus satisfactory
excavated material not required for fill or embankment in areas approved
for surplus material storage or designated waste areas. Dispose
unsatisfactory excavated material in designated waste or spoil areas.
During construction, perform excavation and fill in a manner and sequence
that will provide proper drainage at all times. Excavate material required
for fill or embankment in excess of that produced by excavation within the
grading limits from the borrow areas indicated or from other approved areas
selected by the Contractor as specified.
3.2.1
Ditches, Gutters, and Channel Changes
Finish excavation of ditches, gutters, and channel changes by cutting
accurately to the cross sections, grades, and elevations shown on Drawing
Sheet No. [_____]the drawings. Do not excavate ditches and gutters below
grades shown. Backfill the excessive open ditch or gutter excavation with
satisfactory, thoroughly compacted, material or with suitable stone or
cobble to grades shown. Dispose excavated material as shown or as
directed, except in no case allow material be deposited a maximum 4 feet
from edge of a ditch. Maintain excavations free from detrimental
quantities of leaves, brush, sticks, trash, and other debris until final
acceptance of the work.
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Drainage Structures
**************************************************************************
NOTE: The last two sentences will be removed except
when pile foundations are to be used.
**************************************************************************
Make excavations to the lines, grades, and elevations shown, or as
directed. Provide trenches and foundation pits of sufficient size to
permit the placement and removal of forms for the full length and width of
structure footings and foundations as shown. Clean rock or other hard
foundation material of loose debris and cut to a firm, level, stepped, or
serrated surface. Remove loose disintegrated rock and thin strata. Do not
disturb the bottom of the excavation when concrete or masonry is to be
placed in an excavated area. Do not excavate to the final grade level
until just before the concrete or masonry is to be placed. Where pile
foundations are to be used, stop the excavation of each pit at an elevation
1 foot above the base of the footing, as specified, before piles are
driven. After the pile driving has been completed, remove loose and
displaced material and complete excavation, leaving a smooth, solid,
undisturbed surface to receive the concrete or masonry.
3.2.3
Drainage
Provide for the collection and disposal of surface and subsurface water
encountered during construction. Completely drain construction site during
periods of construction to keep soil materials sufficiently dry. Construct
storm drainage features (ponds/basins) at the earliest stages of site
development, and throughout construction grade the construction area to
provide positive surface water runoff away from the construction activity [
and] [or] provide temporary ditches, swales, and other drainage features
and equipment as required to maintain dry soils. When unsuitable working
platforms for equipment operation and unsuitable soil support for
subsequent construction features develop, remove unsuitable material and
provide new soil material as specified herein. It is the responsibility of
the Contractor to assess the soil and ground water conditions presented by
the plans and specifications and to employ necessary measures to permit
construction to proceed.
3.2.4
Dewatering
**************************************************************************
NOTE: Check depth of proposed utilities and
foundations relative to the existing ground water
elevation prior to editing.
**************************************************************************
Control groundwater flowing toward or into excavations to prevent sloughing
of excavation slopes and walls, boils, uplift and heave in the excavation
and to eliminate interference with orderly progress of construction. Do
not permit French drains, sumps, ditches or trenches within 3 feet of the
foundation of any structure, except with specific written approval, and
after specific contractual provisions for restoration of the foundation
area have been made. Take control measures by the time the excavation
reaches the water level in order to maintain the integrity of the in situ
material. While the excavation is open, maintain the water level
continuously, at least [_____] feet below the working level. [Operate
dewatering system continuously until construction work below existing water
levels is complete. Submit performance records weekly.] [Measure and
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record performance of dewatering system at same time each day by use of
observation wells or piezometers installed in conjunction with the
dewatering system.] [Relieve hydrostatic head in previous zones below
subgrade elevation in layered soils to prevent uplift.]
Trench Excavation Requirements
**************************************************************************
NOTE: The width of the trench below the top of the
pipe will depend on the type of pipe used and soil
conditions. The pipe manufacturer's installation
manual should provide this information, and if so,
it will be followed. In general, the width of
trench will be 300 mm (12 inches) to 600 mm (24
inches), plus pipe O.D. for smaller pipe sizes, and
600 mm (24 inches) to 900 mm (36 inches) plus pipe
O.D. for larger pipe sizes. Sloping walls below the
top of the pipe are allowed for certain types of
pipe in special ground conditions.
**************************************************************************
Excavate the trench as recommended by the manufacturer of the pipe to be
installed. Slope trench walls below the top of the pipe, or make vertical,
and of such width as recommended in the manufacturer's printed installation
manual. Provide vertical trench walls where no manufacturer's printed
installation manual is available. Shore trench walls more than [_____] feet
high, cut back to a stable slope, or provide with equivalent means of
protection for employees who may be exposed to moving ground or cave in.
Shore vertical trench walls more than [_____] feet high. Excavate trench
walls which are cut back to at least the angle of repose of the soil. Give
special attention to slopes which may be adversely affected by weather or
moisture content. Do not exceed the trench width below the pipe top of 24
inches plus pipe outside diameter (O.D.) for pipes of less than 24 inches
inside diameter, and do not exceed 36 inches plus pipe outside diameter for
sizes larger than 24 inches inside diameter. Where recommended trench
widths are exceeded, provide redesign, stronger pipe, or special
installation procedures by the Contractor. The Contractor is responsible
for the cost of redesign, stronger pipe, or special installation procedures
without any additional cost to the Government.
3.2.5
Bottom Preparation
**************************************************************************
NOTE: Stones 75 mm (3 inches) or greater should be
removed. However, pipe manufacturer's criteria, if
any, should be used.
**************************************************************************
Grade the bottoms of trenches accurately to provide uniform bearing and
support for the bottom quadrant of each section of the pipe. Excavate bell
holes to the necessary size at each joint or coupling to eliminate point
bearing. Remove stones of [_____] inch or greater in any dimension, or as
recommended by the pipe manufacturer, whichever is smaller, to avoid point
bearing.
3.2.6
Removal of Unyielding Material
**************************************************************************
NOTE: Minimum of 100 mm (4 inches) should be
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removed to produce a suitable cushion for the pipe.
**************************************************************************
Where [overdepth is not indicated and] unyielding material is encountered
in the bottom of the trench, remove such material [_____] inch below the
required grade and replaced with suitable materials as provided in
paragraph BACKFILLING AND COMPACTION.
3.2.7
Removal of Unstable Material
Where unstable material is encountered in the bottom of the trench, remove
such material to the depth directed and replace it to the proper grade with
select granular material as provided in paragraph BACKFILLING AND
COMPACTION. When removal of unstable material is required due to the
Contractor's fault or neglect in performing the work, the Contractor is
responsible for excavating the resulting material and replacing it without
additional cost to the Government.
3.2.8
Excavation for Appurtenances
Provide excavation for manholes, catch-basins, inlets, or similar
structures [sufficient to leave at least 12 inches clear between the outer
structure surfaces and the face of the excavation or support members.] [of
sufficient size to permit the placement and removal of forms for the full
length and width of structure footings and foundations as shown.] Clean
rock or loose debris and cut to a firm surface either level, stepped, or
serrated, as shown or as directed. Remove loose disintegrated rock and
thin strata. Specify removal of unstable material. When concrete or
masonry is to be placed in an excavated area, take special care not to
disturb the bottom of the excavation. Do not excavate to the final grade
level until just before the concrete or masonry is to be placed.
Jacking, Boring, and Tunneling
**************************************************************************
NOTE: In situations where utility lines must be
installed more than 5 to 7 meters (15 to 20 feet)
below ground surface, through embankments, under
minor roads or parking areas, or where surface
conditions make it difficult or impractical to
excavate open trenches, utility lines may be
installed by jacking, boring, or tunneling as a
Contractor option. Where operational requirements
preclude installation by trenching, the use of
jacking, boring, or tunneling should be specified as
mandatory alternatives. This requirement will
normally exist where utilities must cross railroads,
highways, primary access roads and airfield
pavements. Pipe and conduit smaller than 900 mm (36
inches) in diameter will normally be installed in
smooth steel pipe casing. Designing engineers must
coordinate with installation facility engineers to
identify and validate utility crossings where
jacking, boring, or tunneling will be specified as
mandatory.
**************************************************************************
Unless otherwise indicated, provide excavation by open cut except that
sections of a trench may be jacked, bored, or tunneled if, in the opinion
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of the Contracting Officer, the pipe, cable, or duct can be safely and
properly installed and backfill can be properly compacted in such sections.
3.2.4
Underground Utilities
**************************************************************************
NOTE: Delete this paragraph in its entirety if no
known utilities or subsurface construction is
located below or adjacent to work covered in this
specification.
**************************************************************************
The Contractor is responsible for movement of construction machinery and
equipment over pipes and utilities during construction. [Perform work
adjacent to non-Government utilities as indicated in accordance with
procedures outlined by utility company.] [Excavation made with
power-driven equipment is not permitted within [2] [_____] feet of known
Government-owned utility or subsurface construction. For work immediately
adjacent to or for excavations exposing a utility or other buried
obstruction, excavate by hand. Start hand excavation on each side of the
indicated obstruction and continue until the obstruction is uncovered or
until clearance for the new grade is assured. Support uncovered lines or
other existing work affected by the contract excavation until approval for
backfill is granted by the Contracting Officer.] Report damage to utility
lines or subsurface construction immediately to the Contracting Officer.
Structural Excavation
Ensure that footing subgrades have been inspected and approved by the
Contracting Officer prior to concrete placement. Excavate to bottom of
pile cap prior to placing or driving piles, unless authorized otherwise by
the Contracting Officer. Backfill and compact over excavations and changes
in grade due to pile driving operations to 95 percent of ASTM D698 maximum
density.
3.3
SELECTION OF BORROW MATERIAL
**************************************************************************
NOTE: Where a substantial quantity of borrow
excavation is anticipated, the drawings and
specifications will indicate the location or
locations within the project site, and the
conditions under which borrow may be obtained.
**************************************************************************
Select borrow material to meet the requirements and conditions of the
particular fill or embankment for which it is to be used. Obtain borrow
material from the borrow areas [shown on Drawing Sheet No. [_____]] [within
the limits of the project site, selected by the Contractor] [or] [from
approved private sources]. Unless otherwise provided in the contract, the
Contractor is responsible for obtaining the right to procure material, pay
royalties and other charges involved, and bear the expense of developing
the sources, including rights-of-way for hauling from the owners. Borrow
material from approved sources on Government-controlled land may be
obtained without payment of royalties. Unless specifically provided, do
not obtain borrow within the limits of the project site without prior
written approval. Consider necessary clearing, grubbing, and satisfactory
drainage of borrow pits and the disposal of debris thereon related
operations to the borrow excavation.
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OPENING AND DRAINAGE OF EXCAVATION AND BORROW PITS
**************************************************************************
NOTE: The first sentence will be deleted when all
work covered by Invitation for Bids is to be
included in one lump-sum contract price.
**************************************************************************
Notify the Contracting Officer sufficiently in advance of the opening of
any excavation or borrow pit or borrow areas to permit elevations and
measurements of the undisturbed ground surface to be taken. Except as
otherwise permitted, excavate borrow pits and other excavation areas
providing adequate drainage. Transport overburden and other spoil material
to designated spoil areas or otherwise dispose of as directed. Provide
neatly trimmed and drained borrow pits after the excavation is completed.
Ensure that excavation of any area, operation of borrow pits, or dumping of
spoil material results in minimum detrimental effects on natural
environmental conditions.
SHORING
3.5
General Requirements
**************************************************************************
NOTE: Include this paragraph when scope of work
requires excavations which are greater than 1.5 m (5
feet) or where it is known that in-situ soils lack
the stability to hold near vertical faces. Where
sufficient room is available, the Contractor may
slope back trench walls rather than having to use a
shoring system. However, the Contractor should not
be given the opportunity to slope the faces of
excavations in lieu of providing shoring unless all
the following conditions are met:
1. The excavation is less than 6 m (20 feet) in
depth.
2. There are no adjacent structures, roads, or
pavements that will affect the excavation.
3. No equipment, stored material, or overlying
material will affect the excavation.
4. Vibration from equipment, traffic, or blasting
will not affect the excavation.
5.
There will be no ground water problems.
6.
Surcharges will not affect the excavation.
7. Station operational considerations permit laying
back the slopes of the excavation.
**************************************************************************
Submit a Shoring and Sheeting plan for approval 15 days prior to starting
work. Submit drawings and calculations, certified by a registered
professional engineer, describing the methods for shoring and sheeting of
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excavations. Finish shoring, including sheet piling, and install as
necessary to protect workmen, banks, adjacent paving, structures, and
utilities. Remove shoring, bracing, and sheeting as excavations are
backfilled, in a manner to prevent caving.
Geotechnical Engineer
**************************************************************************
NOTE: Where site conditions require extensive
monitoring of excavations and water levels include
the following requirement.
**************************************************************************
Hire a Professional Geotechnical Engineer to provide inspection of
excavations and soil/groundwater conditions throughout construction. The
Geotechnical Engineer is responsible for performing pre-construction and
periodic site visits throughout construction to assess site conditions.
The Geotechnical Engineer is responsible for updating the excavation,
sheeting and dewatering plans as construction progresses to reflect
changing conditions and submit an updated plan if necessary. Submit a
monthly written report, informing the Contractor and Contracting Officer of
the status of the plan and an accounting of the Contractor's adherence to
the plan addressing any present or potential problems. The Contracting
Officer is responsible for arranging meetings with the Geotechnical
Engineer at any time throughout the contract duration.
3.5
GRADING AREAS
**************************************************************************
NOTE: When spoil areas or borrow areas are within
the limits of Government-controlled land, additional
requirements based on the following, and as
appropriate for the project, will be included in the
contract document. Locations of areas will be
indicated, or the approximate distances from the
project site will be specified. Generally, unburned
vegetative material and surplus excavated material
will be disposed of in inconspicuous spoil areas
where no future construction is planned. If
economically justifiable, surplus suitable excavated
material may be stockpiled or may be disposed of in
areas where future construction is planned and where
fill will be required. Spoil materials will be so
placed and the worked portions of spoil areas and
borrow areas will be so graded and shaped as to
minimize soil erosion, siltation of drainage
channels, and damage to existing vegetation. The
degree of compaction will be specified.
**************************************************************************
Where indicated, divide work into grading areas within which satisfactory
excavated material will be placed in embankments, fills, and required
backfills. Do not haul satisfactory material excavated in one grading area
to another grading area except when so directed in writing. Place and
grade stockpiles of satisfactory [and unsatisfactory] [and wasted materials]
as specified. Keep stockpiles in a neat and well drained condition,
giving due consideration to drainage at all times. Clear, grub, and seal
by rubber-tired equipment, the ground surface at stockpile locations;
separately stockpile excavated satisfactory and unsatisfactory materials.
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Protect stockpiles of satisfactory materials from contamination which may
destroy the quality and fitness of the stockpiled material. If the
Contractor fails to protect the stockpiles, and any material becomes
unsatisfactory, remove and replace such material with satisfactory material
from approved sources.
3.6
FINAL GRADE OF SURFACES TO SUPPORT CONCRETE
Do not excavate to final grade until just before concrete is to be placed.
[For pile foundations, stop the excavation at an elevation of from 6 to 12
inches above the bottom of the footing before driving piles. After pile
driving has been completed, complete the remainder of the excavation to the
elevations shown.]Only use excavation methods that will leave the
foundation rock in a solid and unshattered condition. Roughen the level
surfaces, and cut the sloped surfaces, as indicated, into rough steps or
benches to provide a satisfactory bond. Protect shales from slaking and
all surfaces from erosion resulting from ponding or water flow.
3.7
3.7.1
GROUND SURFACE PREPARATION
General Requirements
Remove and replace unsatisfactory material with satisfactory materials, as
directed by the Contracting Officer, in surfaces to receive fill or in
excavated areas. Scarify the surface to a depth of 6 inches before the
fill is started. Plow, step, bench, or break up sloped surfaces steeper
than 1 vertical to 4 horizontal so that the fill material will bond with
the existing material. When subgrades are less than the specified density,
break up the ground surface to a minimum depth of 6 inches, pulverizing,
and compacting to the specified density. When the subgrade is part fill
and part excavation or natural ground, scarify the excavated or natural
ground portion to a depth of 12 inches and compact it as specified for the
adjacent fill.
3.7.2
Frozen Material
Do not place material on surfaces that are muddy, frozen, or contain
frost. Finish compaction by sheepsfoot rollers, pneumatic-tired rollers,
steel-wheeled rollers, or other approved equipment well suited to the soil
being compacted. Moisten material as necessary [to plus or minus [_____]
percent of optimum moisture] [to provide the moisture content that will
readily facilitate obtaining the specified compaction with the equipment
used].
3.8
UTILIZATION OF EXCAVATED MATERIALS
**************************************************************************
NOTE: Specifications covering excavated materials
authorized to be wasted will usually include the
provision that the surface and side slopes formed
from such material be shaped and sloped so as to
provide for drainage and for later seeding and
mowing operations.
**************************************************************************
Dispose unsatisfactory materials removing from excavations into designated
waste disposal or spoil areas. Use satisfactory material removed from
excavations, insofar as practicable, in the construction of fills,
embankments, subgrades, shoulders, bedding (as backfill), and for similar
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purposes. Submit procedure and location for disposal of unused
satisfactory material. Submit proposed source of borrow material. Do not
waste any satisfactory excavated material without specific written
authorization. Dispose of satisfactory material, authorized to be wasted,
in designated areas approved for surplus material storage or designated
waste areas as directed. Clear and grub newly designated waste areas on
Government-controlled land before disposal of waste material thereon.
Stockpile and use coarse rock from excavations for constructing slopes or
embankments adjacent to streams, or sides and bottoms of channels and for
protecting against erosion. Do not dispose excavated material to obstruct
the flow of any stream, endanger a partly finished structure, impair the
efficiency or appearance of any structure, or be detrimental to the
completed work in any way.
3.9
3.9.1
BURIED TAPE AND DETECTION WIRE
Buried Warning and Identification Tape
Provide buried utility lines with utility identification tape. Bury tape
12 inches below finished grade; under pavements and slabs, bury tape 6
inches below top of subgrade.
3.9.2
Buried Detection Wire
Bury detection wire directly above non-metallic piping at a distance not to
exceed 12 inches above the top of pipe. Extend the wire continuously and
unbroken, from manhole to manhole. Terminate the ends of the wire inside
the manholes at each end of the pipe, with a minimum of 3 feet of wire,
coiled, remaining accessible in each manhole. Furnish insulated wire over
it's entire length. Install wires at manholes between the top of the
corbel and the frame, and extend up through the chimney seal between the
frame and the chimney seal. For force mains, terminate the wire in the
valve pit at the pump station end of the pipe.
3.10
BACKFILLING AND COMPACTION
**************************************************************************
NOTE: It is imperative to specify a high degree of
compaction in fills under structures to minimize
settlement and to insure stability of a structure.
In addition to the criteria set forth in UFC
3-220-01, the following factors will be considered
in establishing the specific requirements:
a. The sensitivity of the structure to total and/or
differential settlement as related to the structural
design. This is particularly true of structures to
be founded partly on fill and partly on natural
ground.
b. The ability of normal compaction equipment to
produce the desired densities in existing or locally
available materials within a reasonable range of
molding moisture content. If considered essential,
special equipment will be specified.
c. The compaction requirements for clean,
cohesionless, granular materials will be generally
higher than those for cohesive materials because
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cohesionless materials readily consolidate when
subjected to vibration. For structures with
critical stability requirements and settlement
limitations, the minimum density requirements may be
altered. If only a cohesionless soil or only a
cohesive soil is used, the inapplicable values will
be deleted.
d. The exception to required high degree of
compaction in fills and backfills is in expansive
soils (see UFC 3-220-01). Where it is necessary to
use materials having swelling characteristics,
usually CL or CH classifications, the specified
degree of compaction will be related to laboratory
test results for swelling under a considerable range
of molding moisture and compactive effort. In
swelling soils, it is important to specify a density
and molding moisture range that will enable the soil
to stay stable, striking a reasonable balance
between potential swell and excessive settlement
under load, even at the expense of accepting a
reduced bearing capacity. A maximum permissible
density should be established to minimize swelling.
If possible, soils with swelling characteristics
will be classified as unsatisfactory material,
particularly under critical stability structures.
e. ASTM D1557 is satisfactory for establishing
moisture density characteristics of a material in
most cases. However, other modifications may be
necessary as discussed in this ASTM and under soil
tests in DM 21.3/ UFC 3-260-02. The procedures and
precautions in the subgrade compaction paragraphs of
DM 21.3/UFC 3-260-02, will be considered in
establishing minimum density requirements for a
particular project.
Modifications will be made to meet the backfill
requirements for deep-seated or subsurface
structures as discussed in UFC 3-220-04FA.
**************************************************************************
Place backfill adjacent to any and all types of structures, and compact to
at least 90 percent laboratory maximum density for cohesive materials or 95
percent laboratory maximum density for cohesionless materials, to prevent
wedging action or eccentric loading upon or against the structure. Prepare
ground surface on which backfill is to be placed and provide compaction
requirements for backfill materials in conformance with the applicable
portions of paragraphs GROUND SURFACE PREPARATION. Finish compaction by
sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers,
vibratory compactors, or other approved equipment.
3.10.1
Trench Backfill
**************************************************************************
NOTE: Most pressure tests require backfilling to at
least 600 mm (2 feet) over the pipe with the joints
and couplings left open for inspection.
**************************************************************************
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Backfill trenches to the grade shown. [Backfill the trench to [_____] feet
above the top of pipe prior to performing the required pressure tests.
Leave the joints and couplings uncovered during the pressure test.] [Do not
backfill the trench until all specified tests are performed.]
3.10.1.1
Replacement of Unyielding Material
Replace unyielding material removed from the bottom of the trench with
select granular material or initial backfill material.
3.10.1.2
Replacement of Unstable Material
Replace unstable material removed from the bottom of the trench or
excavation with select granular material placed in layers not exceeding 6
inches loose thickness.
3.10.1.3
Bedding and Initial Backfill
**************************************************************************
NOTE: Bedding is provided to level out any
irregularities in the foundation and to assure
uniform support along the barrel of each pipe
section. Bedding is also constructed to distribute
the load bearing reaction, due to the weight of the
backfill material, around the lower portion of the
pipe. If the pipe or conduit is placed directly on
a flat or shaped foundation, delete "bedding" from
the title and from any reference in the paragraph.
If bedding will be specified, determine type and
thickness and show on the plans. Specify compaction
to 95 percent maximum density for cohesionless
soils, and 90 percent maximum density for cohesive
soils.
Any locally available fine aggregate for concrete or
asphalt mixtures will qualify as sand and may be
specified by local gradation and specification
number in lieu of "SW" or "SP." Drawings (details)
should clearly show where sand backfill or bedding
is required.
Locally available coarse aggregate for concrete will
suffice and may be specified by local gradation and
specification number in lieu of "GW" or "GP."
Maximum size of aggregate should not be more than 25
mm per 300 mm (one inch per foot) of pipe diameter
or 75 mm (3 inches) maximum. Refer to pipe
manufacturer's criteria for more stringent
requirements, if any, on aggregate size and
gradation. On drawings (details), clearly show
where gravel backfill or bedding is required.
**************************************************************************
[Provide bedding of the type and thickness shown.] Place initial backfill
material and compact it with approved tampers to a height of at least one
foot above the utility pipe or conduit. Bring up the backfill evenly on
both sides of the pipe for the full length of the pipe. Take care to
ensure thorough compaction of the fill under the haunches of the pipe.
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Except as specified otherwise in the individual piping section, provide
bedding for buried piping in accordance with AWWA C600, Type 4, except as
specified herein. Compact backfill to top of pipe to 95 percent of
ASTM D698 maximum density. Provide plastic piping with bedding to spring
line of pipe. Provide materials as follows:
3.10.1.3.1
Class I
Angular, 0.25 to 1.5 inch, graded stone, including a number of fill
materials that have regional significance such as coral, slag, cinders,
crushed stone, and crushed shells.
3.10.1.3.2
Class II
Coarse sands and gravels with maximum particle size of 1.5 inch, including
various graded sands and gravels containing small percentages of fines,
generally granular and noncohesive, either wet or dry. Soil Types GW, GP,
SW, and SP are included in this class as specified in ASTM D2487.
3.10.1.3.3
Sand
Clean, coarse-grained sand classified as [_____] in accordance with Section
31 23 00.00 20 EXCAVATION AND FILL, [gradation [_____] of the [DOT] [State
Standard] or [SW] [or] [SP] by ASTM D2487 for [bedding] [and] [backfill]
[as indicated]].
3.10.1.3.4
Gravel and Crushed Stone
Clean, coarsely graded natural gravel, crushed stone or a combination
thereof identified as [_____] in accordance with Section 31 23 00.00 20
EXCAVATION AND FILL, [gradation [_____] of the [DOT] [State Standard]] or
having a classification of [GW] [GP] in accordance with ASTM D2487 for
[bedding] [and] [backfill] [as indicated]. [Do not exceed maximum particle
size of [3] [_____] inches.]
3.10.1.4
Final Backfill
Fill the remainder of the trench, except for special materials for
roadways, railroads and airfields, with satisfactory material. Place
backfill material and compact as follows:
3.10.1.4.1
Roadways, Railroads, and Airfields
Place backfill up to the required elevation as specified.
water flooding or jetting methods of compaction.
3.10.1.4.2
Do not permit
Sidewalks, Turfed or Seeded Areas and Miscellaneous Areas
Deposit backfill in layers of a maximum of 12 inches loose thickness, and
compact it to 85 percent maximum density for cohesive soils and 90 percent
maximum density for cohesionless soils. [Allow water flooding or jetting
methods of compaction for granular noncohesive backfill material. Do not
allow water jetting to penetrate the initial backfill.] [Do not permit
compaction by water flooding or jetting.] Apply this requirement to all
other areas not specifically designated above.
Backfill for Appurtenances
**************************************************************************
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NOTE: The number of days the concrete is allowed to
cure before backfilling the structure will depend on
the type of mix and the concrete strength
requirements specified. Three days would be
considered as a minimum.
**************************************************************************
After the manhole, catchbasin, inlet, or similar structure has been
constructed [and the concrete has been allowed to cure for [_____] days],
place backfill in such a manner that the structure is not be damaged by the
shock of falling earth. Deposit the backfill material, compact it as
specified for final backfill, and bring up the backfill evenly on all sides
of the structure to prevent eccentric loading and excessive stress.
SPECIAL REQUIREMENTS
Special requirements for both excavation and backfill relating to the
specific utilities are as follows:
3.11
Gas Distribution
Excavate trenches to a depth that will provide a minimum 18 inches of cover
in rock excavation and a minimum 24 inch of cover in other excavation.
3.12
Water Lines
**************************************************************************
NOTE: Minimum depth of cover will be that required
for frost penetration in the region and for safe
operation of the utility. For fire protection yard
mains, reference is made to NFPA 24 for recommended
depth of cover.
**************************************************************************
Excavate trenches to a depth that provides a minimum cover of [_____] feet
from the existing ground surface, or from the indicated finished grade,
whichever is lower, to the top of the pipe. [For fire protection yard
mains or piping, an additional [_____] inch of cover is required.]
3.13
Heat Distribution System
Free initial backfill material of stones larger than 1/4 inch in any
dimension.
3.14
Electrical Distribution System
Provide a minimum cover of 24 inches from the finished grade to direct
burial cable and conduit or duct line, unless otherwise indicated.
3.15
Sewage Absorption Trenches or Pits
**************************************************************************
NOTE: Delete these paragraphs when sewage
absorption trenches or pits are not included in the
project. Consult a geotechnical engineer and local
standards in selecting bracketed information.
**************************************************************************
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Porous Fill
Provide backfill material consisting of clean crushed rock or gravel having
a gradation [such that 100 percent passes the 2 inch sieve and zero percent
passes the 1/2 inch sieve.] [conforming to the requirements of gradation
[No. 4] [_____] for coarse aggregate in ASTM C33/C33M.]
3.15.2
Cover
**************************************************************************
NOTE: Select appropriate bracketed information to
correspond to the design indicated on the drawings.
**************************************************************************
[Filter fabric] [Concrete] [Kraft paper conforming to CID A-A-203, Grade B,
No. 2, 50 pound weight] [or a layer of straw at least 2 inches thick] as
indicated.
3.16
Pipeline Casing
Provide new smooth wall steel pipeline casing under [new] [existing]
[railroad] [and] [pavement] [in a trench] [by the boring and jacking method
of installation]. Provide each new pipeline casing, where indicated and to
the lengths and dimensions shown, complete and suitable for use with the
new piped utility as indicated. [Install pipeline casing by dry boring and
jacking method as follows:]
3.16.1
Bore Holes
Mechanically bore holes and case through the soil with a cutting head on a
continuous auger mounted inside the casing pipe. Weld lengths of pipe
together in accordance with AWS D1.1/D1.1M. Do not use water or other
fluids in connection with the boring operation.
3.16.2
Cleaning
Clean inside of the pipeline casing of dirt, weld splatters, and other
foreign matter which would interfere with insertion of the piped utilities
by attaching a pipe cleaning plug to the boring rig and passing it through
the pipe.
3.16.3
End Seals
After installation of piped utilities in pipeline casing, provide
watertight end seals at each end of pipeline casing between pipeline casing
and piping utilities. Provide watertight [end seals as indicated.]
[segmented elastomeric end seals.]
Rip-Rap Construction
**************************************************************************
NOTE: Select information in brackets to best
describe rip-rap construction. Provide detail or
typical section through rip-rap on drawings as well
as all dimensions necessary for estimating and
construction. If DOT standard specifications are
referenced for rip-rap construction, paragraphs
entitled "Preparation" through "Grouting" may be
deleted.
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**************************************************************************
Construct rip-rap [on bedding material] [on filter fabric] [with grout] [in
accordance with [DOT] [_____] State Standard, paragraph [_____]] in the
areas indicated. Trim and dress indicated areas to conform to cross
sections, lines and grades shown within a tolerance of 0.1 foot.
3.17
Bedding Placement
Spread [filter fabric] bedding material uniformly to a thickness of at least
[3] [_____] inches on prepared subgrade as indicated. [Compaction of
bedding is not required. Finish bedding to present even surface free from
mounds and windrows.]
3.18
Stone Placement
Place rock for rip-rap on prepared bedding material to produce a well
graded mass with the minimum practicable percentage of voids in conformance
with lines and grades indicated. Distribute larger rock fragments, with
dimensions extending the full depth of the rip-rap throughout the entire
mass and eliminate "pockets" of small rock fragments. Rearrange individual
pieces by mechanical equipment or by hand as necessary to obtain the
distribution of fragment sizes specified above. [For grouted rip-rap,
hand-place surface rock with open joints to facilitate grouting and do not
fill smaller spaces between surface rock with finer material. Provide at
least one "weep hole" through grouted rip-rap for every 50 square feet of
finished surface. Provide weep holes with columns of bedding material, 4
inches in diameter, extending up to the rip-rap surface without grout.]
Grouting
[Prior to grouting, wet rip-rap surfaces. Grout rip-rap in successive
longitudinal strips, approximately 10 feet in width, commencing at the
lowest strip and working up the slope. Distribute grout to place of final
deposit and work into place between stones with brooms, spades, trowels, or
vibrating equipment. Take precautions to prevent grout from penetrating
bedding layer. Protect and cure surface for a minimum of 7 days.]
3.11
3.11.1
EMBANKMENTS
Earth Embankments
**************************************************************************
NOTE: Moisture content limits for compaction should
be included in these paragraphs when necessary for
obtaining strength and stability in embankments and
fill, for controlling movement of expansive soils
and when, in the opinion of the project geotechnical
engineer, moisture control is required for the soils
being used.
**************************************************************************
Construct earth embankments from satisfactory materials free of organic or
frozen material and rocks with any dimension greater than 3 inches. Place
the material in successive horizontal layers of loose material not more than
12 inches in depth. Spread each layer uniformly on a soil surface that has
been moistened or aerated as necessary, and scarified or otherwise broken
up so that the fill will bond with the surface on which it is placed.
After spreading, plow, disk, or otherwise brake up each layer; moisten or
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aerate as necessary; thoroughly mix; and compact to at least 90 percent
laboratory maximum density for cohesive materials or 95 percent laboratory
maximum density for cohesionless materials. Compaction requirements for
the upper portion of earth embankments forming subgrade for pavements are
identical with those requirements specified in paragraph SUBGRADE
PREPARATION. Finish compaction by sheepsfoot rollers, pneumatic-tired
rollers, steel-wheeled rollers, vibratory compactors, or other approved
equipment.
Rock Embankments
**************************************************************************
NOTE: The designer will determine the appropriate
values for all blank spaces, except the last one, on
the basis of recent experience on similar
construction or of test results obtained from
construction and testing of a test section. The
specific method by which density will be determined
in the laboratory and measured in the field will be
described in the project specification. The total
thickness of the pavement structure, including
select material subbase, base, and pavement will be
placed in the last blank space in this paragraph.
The first blank space applies to rock fill of small
maximum dimension and maximum lift placement of 200
to 250 mm (8 to 10 inches). Coordinate maximum size
with satisfactory material definition. If it is
necessary to use larger rock and thicker lifts, the
second expression in brackets is applicable. When
thicker lifts are used, it may be necessary to
specify a minimum number of passes of the
compactor. Delete last sentence, unless the rock
excavation is engineered to be used under pavements
with sufficient fines to prevent consolidation of
the embankment.
**************************************************************************
Construct rock embankments from material classified as rock excavation, as
defined above, placed in successive horizontal layers of loose material not
more than [_____] inch in depth. Do not use pieces of rock larger than
[_____] inch in the greatest dimension. Spread each layer of material
uniformly, completely saturate, and compact to a minimum density of [_____]
pcf. Adequately bond each successive layer of material to the material on
which it is placed. Finish compaction with vibratory compactors weighing
at least [_____] tons, heavy rubber-tired rollers weighing at least [_____]
tons, or steel-wheeled rollers weighing at least [_____] tons. [Do not use
rock excavation as fill material for the construction of pavements.] [In
embankments on which pavements are to be constructed, do not use rock above
a point [_____] inch below the surface of the pavement.]
3.12
3.12.1
SUBGRADE PREPARATION
Proof Rolling
**************************************************************************
NOTE: Specify proof rolling when the quality of the
existing subgrade is questionable. Proof rolling
can be used to verify that no unsatisfactory
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material is present (no bid quantity required,
location shown or specified) or to locate suspected
unsatisfactory material (indicate a bid quantity to
be removed). Remove this paragraph if not required
in the project.
**************************************************************************
Finish proof rolling on an exposed subgrade free of surface water (wet
conditions resulting from rainfall) which would promote degradation of an
otherwise acceptable subgrade. [After stripping,] pProof roll the existing
subgrade of the airfield[_____] with six passes of a [dump truck loaded with
4 cubic yards of soil] [ or a 15 ton, pneumatic-tired roller.] Operate
the [roller] [or truck] in a systematic manner to ensure the number of
passes over all areas, and at speeds between 2-1/2 to 3-1/2 mph. [When
proof rolling, provide one-half of the passes made with the roller in a
direction perpendicular to the other passes.] Notify the Contracting
Officer a minimum of 3 days prior to proof rolling. Perform proof rolling
in the presence of the Contracting Officer. Undercut rutting or pumping of
material [as directed by the Contracting Officer] [to a depth of [_____]
inch] and replace with [fill and backfill] [select] material. [Prepare
bids based on replacing approximately [_____] square yards, with an average
depth of [_____] inch at various locations.]
3.12.2
Construction
**************************************************************************
NOTE: Moisture content limits for compaction should
be included in these paragraphs when necessary for
obtaining strength and stability in embankments and
fill, for controlling movement of expansive soils
and when, in the opinion of the project geotechnical
engineer, moisture control is required for the soils
being used.
Special smoothness tolerances are not required for
subgrades for railroads; therefore, both sets of
brackets will be removed when writing specifications
for preparation of railroad subgrade only. When
writing specifications for preparation of roadway
and/or airfield pavement subgrade, the brackets will
be removed from the applicable sentences and the
smoothness tolerances showing permissible deviations
in fractions of a millimeter (inch) and the length
of straightedge in meters (feet) will be inserted in
the blanks as appropriate.
**************************************************************************
Shape subgrade to line, grade, and cross section, and compact as
specified. Include plowing, disking, and any moistening or aerating
required to obtain specified compaction for this operation. Remove soft or
otherwise unsatisfactory material and replace with satisfactory excavated
material or other approved material as directed. Excavate rock encountered
in the cut section to a depth of 6 inches below finished grade for the
subgrade. Bring up low areas resulting from removal of unsatisfactory
material or excavation of rock to required grade with satisfactory
materials, and shape the entire subgrade to line, grade, and cross section
and compact as specified. [After rolling, the surface of the subgrade for
roadways shall not show deviations greater than 1/2 inch when tested with a
12-foot straightedge applied both parallel and at right angles to the
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centerline of the area.] [After rolling, do not show deviations for the
surface of the subgrade for airfields greater than 1/4[_____] inch when
tested with a 12[_____] foot straightedge applied both parallel and at
right angles to the centerline of the area.] Do not vary the elevation of
the finish subgrade more than 0.05 foot from the established grade and
cross section.
3.12.3
Compaction
**************************************************************************
NOTE: Use 90 percent of ASTM D698 or ASTM D1557 for
General Site Compaction of cohesionless materials on
Army projects and 85 percent of same for Navy
projects. For Army projects see UFC 3-220-01, UFC
3-260-02 and DM 21.3 for criteria and design
guidelines. Specify most jobs using ASTM D698
compaction, except for roads, airfields, and other
heavily loaded areas, which should use ASTM D1557
compaction. Specify compaction in terms of one
compaction effort (ASTM D698 or ASTM D1557), if
possible.
**************************************************************************
Finish compaction by sheepsfoot rollers, pneumatic-tired rollers,
steel-wheeled rollers, vibratory compactors, or other approved equipment.
Except for paved areas and railroads, compact each layer of the embankment
to at least 90[_____] percent of laboratory maximum density as determined
by ASTM D1557.
3.12.3.1
Subgrade for Railroads
Compact subgrade for railroads to at least 90 percent laboratory maximum
density for cohesive materials or 95 percent laboratory maximum density for
cohesionless materials.
Subgrade for Pavements
**************************************************************************
NOTE: If the compaction requirements are not shown
in tabular form on the drawings, and the paragraphs
as written are not adequate, paragraphs Subgrade for
Pavements and Subgrade for Shoulders will be
rewritten as follows:
Subgrade for [pavements] [and] [shoulders] shall be
compacted to at least the percentage of laboratory
maximum density in the following table for the
specific depths below the surface of the [pavement]
[or] [shoulders] shown.
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Percentage of Laboratory Maximum Density Required
Depth Below Pavement
or Shoulder Surface (
Inch)
From
To
Fill
Cohesive
Materials
Cut
Cohesionless Cohesive
Materials
Materials
Cohesionless
Materials
The desired depths and density percentages will be
entered in the table in accordance with applicable
data from the following manuals, as appropriate:
UFC 3-250-01FA and UFC-3-260-02.
**************************************************************************
Compact subgrade for pavements to at least [_____] percentage laboratory
maximum density for the depth below the surface of the pavement shown.
When more than one soil classification is present in the subgrade,
thoroughly blend, reshape, and compact the top [_____] inch of subgrade.
3.12.3.1
Subgrade for Shoulders
Compact subgrade for shoulders to at least 100[_____] percentage laboratory
maximum density per ASTM D1557 for the [depth below the surface of shoulder
shown] [full depth of the shoulder]top 24 below finished pavement or top 12
inches of subgrade, whichever is greater.
3.12.3.2
Subgrade for Airfield Pavements
Compact top 24 inches below finished pavement or top 12 inches of
subgrades, whichever is greater, to [100] [_____] percent of ASTM D1557;
compact fill and backfill material to [100] [_____] percent of ASTM D1557.
3.13
SHOULDER CONSTRUCTION
**************************************************************************
NOTE: Shoulder construction will form a part of the
work to be performed under this section of the
specifications except when shoulder construction is
specified under the subbase, base-course, wearing
course, or pavement sections of the specifications
and is designated in the contract to be performed
and paid for under one of these sections.
**************************************************************************
Construct shoulders of satisfactory excavated or borrow material or as
otherwise shown or specified.. Submit advanced notice on shoulder
construction for rigid pavements. Construct shoulders immediately after
adjacent paving is complete. In the case of rigid pavements, do not
construct shoulders until permission of the Contracting Officer has been
obtained. Compact the entire shoulder area to at least the percentage of
maximum density as specified in paragraph SUBGRADE PREPARATION above, for
specific ranges of depth below the surface of the shoulder. Finish
compaction by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled
rollers, vibratory compactors, or other approved equipment. Finish
shoulder construction in proper sequence in such a manner that adjacent
ditches will be drained effectively and that no damage of any kind is done
to the adjacent completed pavement. Align the completed shoulders true to
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grade and shaped to drain in conformity with the cross section shown.
3.14
FINISHING
Finish the surface of excavations, embankments, and subgrades to a smooth
and compact surface in accordance with the lines, grades, and cross
sections or elevations shown. Provide the degree of finish for graded
areas within 0.1 foot of the grades and elevations indicated except that
the degree of finish for subgrades specified in paragraph SUBGRADE
PREPARATION. Finish gutters and ditches in a manner that will result in
effective drainage. Finish the surface of areas to be turfed from
settlement or washing to a smoothness suitable for the application of
turfing materials. Repair graded, topsoiled, or backfilled areas prior to
acceptance of the work, and re-established grades to the required
elevations and slopes.
3.14.1
Subgrade and Embankments
During construction, keep embankments and excavations shaped and drained.
Maintain ditches and drains along subgrade to drain effectively at all
times. Do not disturb the finished subgrade by traffic or other
operation. Protect and maintain the finished subgrade in a satisfactory
condition until ballast, subbase, base, or pavement is placed. Do not
permit the storage or stockpiling of materials on the finished subgrade.
Do not lay subbase, base course, ballast, or pavement until the subgrade
has been checked and approved, and in no case place subbase, base,
surfacing, pavement, or ballast on a muddy, spongy, or frozen subgrade.
Capillary Water Barrier
**************************************************************************
NOTE: The compacted thickness of capillary water
barrier will be indicated and will not be less than
100 mm (4 inches). The paragraph will be deleted
where site conditions make the barrier unnecessary.
**************************************************************************
Place a capillary water barrier under concrete floor and area-way slabs
grade directly on the subgrade and compact with a minimum of two passes of
a hand-operated plate-type vibratory compactor.
3.14.2
Grading Around Structures
Construct areas within 5 feet outside of each building and structure line
true-to-grade, shape to drain, and maintain free of trash and debris until
final inspection has been completed and the work has been accepted.
3.15
PLACING TOPSOIL
**************************************************************************
NOTE: Topsoil will be separated, excavated, stored,
and used for surface finish in preparation for
seeding, sodding, or other planting only where the
topsoil is definitely superior for grass and other
plant growth as compared to the balance of the
excavated materials. Generally, topsoil will be
spread after other operations have been completed.
When topsoil spreading is covered under a separate
section of the specifications, this paragraph will
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be deleted.
**************************************************************************
On areas to receive topsoil, prepare the compacted subgrade soil to a 2
inches depth for bonding of topsoil with subsoil. Spread topsoil evenly to
a thickness of 4[_____] inch and grade to the elevations and slopes shown.
Do not spread topsoil when frozen or excessively wet or dry. Obtain
material required for topsoil in excess of that produced by excavation
within the grading limits from [offsite areas] [areas indicated].
3.16
TESTING
**************************************************************************
NOTE: Density tests other than those specified in
this paragraph may be required for certain types of
soil, in which case paragraph "Degree of Compaction"
will be edited accordingly and the laboratory
compaction requirement applicable to the soil
encountered will be specified. See UFC 3-260-02 for
a discussion of conditions requiring nonstandard
compaction control tests.
**************************************************************************
Perform testing by a Corps validated commercial testing laboratory or the
Contractor's validated testing facility. Submit qualifications of the
Corps validated commercial testing laboratory or the Contractor's validated
testing facilities. If the Contractor elects to establish testing
facilities, do not permit work requiring testing until the Contractor's
facilities have been inspected, Corps validated and approved by the
Contracting Officer.
a.
Determine field in-place density in accordance with [ASTM D1556] [
ASTM D2167] [ASTM D6938]. [When ASTM D6938 is used, check the
calibration curves and adjust using only the sand cone method as
described in ASTM D1556. ASTM D6938 results in a wet unit weight of
soil in determining the moisture content of the soil when using this
method.
b.
Check the calibration curves furnished with the moisture gauges along
with density calibration checks as described in ASTM D6938; check the
calibration of both the density and moisture gauges at the beginning of
a job on each different type of material encountered and at intervals
as directed by the Contracting Officer.] [ASTM D2937, use the Drive
Cylinder Method only for soft, fine-grained, cohesive soils.] When
test results indicate, as determined by the Contracting Officer, that
compaction is not as specified, remove the material, replace and
recompact to meet specification requirements.
c.
Perform tests on recompacted areas to determine conformance with
specification requirements. Appoint a registered professional civil
engineer to certify inspections and test results. These certifications
shall state that the tests and observations were performed by or under
the direct supervision of the engineer and that the results are
representative of the materials or conditions being certified by the
tests. The following number of tests, if performed at the appropriate
time, will be the minimum acceptable for each type operation.
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Fill and Backfill Material Gradation
One test per 1000[_____] cubic yards stockpiled or in-place source
material. Determine gradation of fill and backfill material in accordance
with [ASTM C136] [ASTM D422] [ASTM D1140].
3.16.2
In-Place Densities
**************************************************************************
NOTE: Density test frequency can vary from one test
per 10 square meter (100 square feet) for small
areas up to one test per 900 square meter (10,000
square feet). The following table will also help
establish test frequency for various situations:
Material Type
Location of Material
Test Frequency
Undisturbed native soil Structures
Subgrades
Two random tests in
building footings and
two tests on subgrade
within building line
Structures (adjacent to) One test per structure
per 2000 sq ft taken 1
foot below finished
grade
Site (except airfields) One test per 2500 sq ft
Embankments or borrow
Any
One test per lift per
500 cubic yds placed
Native soil subgrade
other than structures
and parking
Borrow
Any
One test or one test
per 10,000 sq ft
whichever is greater
One test per lift per
500 cubic yds placed
Fills and backfills
Any
**************************************************************************
a. One test per 2500[_____] square feet, or fraction thereof, of each lift
of fill or backfill areas compacted by other than hand-operated
machines.
b.
One test per 250[_____] square feet, or fraction thereof, of each lift
of fill or backfill areas compacted by hand-operated machines.
c.
One test per 100[_____] linear feet, or fraction thereof, of each lift
of embankment or backfill for [roads] [airfields].
d.
One test per 50[_____] linear feet, or fraction thereof, of each lift
of embankment or backfill for railroads.
3.16.3
Check Tests on In-Place Densities
If ASTM D6938 is used, check in-place densities by ASTM D1556 as follows:
a.
One check test per lift for each 20,000[_____] square feet, or fraction
thereof, of each lift of fill or backfill compacted by other than
hand-operated machines.
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b.
One check test per lift for each 2000[_____] square feet, of fill or
backfill areas compacted by hand-operated machines.
c.
One check test per lift for each 800[_____] linear feet, or fraction
thereof, of embankment or backfill for [roads] [airfields].
d.
One check test per lift for each 400[_____] linear feet, or fraction
thereof, of embankment or backfill for railroads.
3.16.4
Moisture Contents
In the stockpile, excavation, or borrow areas, perform a minimum of two
tests per day per type of material or source of material being placed
during stable weather conditions. During unstable weather, perform tests
as dictated by local conditions and approved by the Contracting Officer.
3.16.5
Optimum Moisture and Laboratory Maximum Density
Perform tests for each type material or source of material including borrow
material to determine the optimum moisture and laboratory maximum density
values. One representative test per 1000[_____] cubic yards of fill and
backfill, or when any change in material occurs which may affect the
optimum moisture content or laboratory maximum density.
3.16.6
Tolerance Tests for Subgrades
Perform continuous checks on the degree of finish specified in paragraph
SUBGRADE PREPARATION during construction of the subgrades.
3.16.7
Displacement of Sewers
**************************************************************************
NOTE: The trench should be backfilled to at least
600 mm (2 feet).
**************************************************************************
After other required tests have been performed and the trench backfill
compacted to [[_____], feet above the top of the pipe] [the finished grade
surface], inspect the pipe to determine whether significant displacement
has occurred. Conduct this inspection in the presence of the Contracting
Officer. Inspect pipe sizes larger than 36 inches, while inspecting
smaller diameter pipe by shining a light or laser between manholes or
manhole locations, or by the use of television cameras passed through the
pipe. If, in the judgment of the Contracting Officer, the interior of the
pipe shows poor alignment or any other defects that would cause improper
functioning of the system, replace or repair the defects as directed at no
additional cost to the Government.
3.17
DISPOSITION OF SURPLUS MATERIAL
**************************************************************************
NOTE: Select last bracketed option for NAVFAC
Hawaii projects.
**************************************************************************
Remove surplus material or other soil material not required or suitable for
filling or backfilling, and brush, refuse, stumps, roots, and timber [to a
Government disposal area [as indicated][which is located within a haul
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distance of [_____] miles]][from Government property to an approved
location ] [from Government property and delivered to a licensed/permitted
facility or to a location approved by the Contracting Officer.] as directed
by the Contracting Officer.
-- End of Section --
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**************************************************************************
USACE / NAVFAC / AFCEC / NASA
UFGS-32 01 13 (August 2008)
--------------------------Preparing Activity: USACE
Superseding
UFGS-32 01 13 (April 2006)
UNIFIED FACILITIES GUIDE SPECIFICATIONS
References are in agreement with UMRL dated October 2014
**************************************************************************
SECTION 32 01 13
BITUMINOUS SEAL AND FOG COATS
**************************************************************************
NOTE: This guide specification covers the
requirements for bituminous surface coatings for low
volume roads, parking areas, and other general
applications.
Adhere to UFC 1-300-02 Unified Facilities Guide
Specifications (UFGS) Format Standard when editing
this guide specification or preparing new project
specification sections. Edit this guide
specification for project specific requirements by
adding, deleting, or revising text. For bracketed
items, choose applicable items(s) or insert
appropriate information.
Remove information and requirements not required in
respective project, whether or not brackets are
present.
Comments, suggestions and recommended changes for
this guide specification are welcome and should be
submitted as a Criteria Change Request (CCR).
**************************************************************************
PART 1
GENERAL
**************************************************************************
NOTE: Bituminous seal coat should not be used on
primary roads or airfield areas. Fog seals lower
the frictional resistance of paved surfaces and will
not be used on runways, high speed taxiway turnoffs,
or moderate to high speed roads unless approval is
obtained from NAVFAC HQ, AFCEC or the TSMCX.
This section must be edited to remove all references
to Fog Seal when it is not required in the project.
UFC 3-250-03 should be used for guidance in
preparing these specifications.
**************************************************************************
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MEASUREMENT AND PAYMENT PROCEDURES
**************************************************************************
NOTE: Delete this paragraph when lump sum bidding
is used.
**************************************************************************
Measure the quantities of bituminous material in the accepted work and to
be paid for, provided that the measured quantities are not more than 10
percent over the specified application rate. Any amount of bituminous
material and aggregate more than 10 percent over the specified application
rate for each application will be deducted from the measured quantities
except for irregular areas where hand spraying of the bituminous material
and hand spreading of the aggregate is necessary.
1.1.1
Bituminous Material Measurement Methods
**************************************************************************
NOTE: When the bituminous material is measured in
liters (gallons), the appropriate ASTM method will
be retained for the type of bituminous material
specified.
**************************************************************************
The amount of bituminous material to be paid for will be measured in [ 2000
pound tons,] [ gallons at 60 degrees F]. Correct volumes measured at
temperatures other than 60 degrees F in accordance with [ASTM D633][
ASTM D1250] [, using a coefficient of expansion of 0.00025 per degree F for
asphalt emulsion].
1.1.2
Payment
**************************************************************************
NOTE: Delete this paragraph when lump sum bidding
is used.
**************************************************************************
The quantities of bituminous material, determined as specified above, will
be paid for at the respective contract unit prices. Payment will
constitute full compensation for all operations necessary to complete the
work as specified herein.
1.1.3
Waybills and Delivery Tickets
**************************************************************************
NOTE: Delete this paragraph when lump sum bidding
is used.
**************************************************************************
Do not remove bituminous material from the tank car or storage tank until
measurements of the remaining quantity have been taken. Submit waybills
and delivery tickets during the progress of the work. Before the final
statement is allowed, file certified waybills and delivery tickets for all
materials used in the work covered by this section.
1.2
REFERENCES
**************************************************************************
NOTE: This paragraph is used to list the
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publications cited in the text of the guide
specification. The publications are referred to in
the text by basic designation only and listed in
this paragraph by organization, designation, date,
and title.
Use the Reference Wizard's Check Reference feature
when you add a RID outside of the Section's
Reference Article to automatically place the
reference in the Reference Article. Also use the
Reference Wizard's Check Reference feature to update
the issue dates.
References not used in the text will automatically
be deleted from this section of the project
specification when you choose to reconcile
references in the publish print process.
**************************************************************************
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by the
basic designation only.
AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS
(AASHTO)
AASHTO T 40
(2002; R 2006) Sampling Bituminous
Materials
ASTM INTERNATIONAL (ASTM)
ASTM D140/D140M
(2014) Standard Practice for Sampling
Bituminous Materials
ASTM D2397/D2397M
(2013) Standard Specification for Cationic
Emulsified Asphalt
ASTM D2995
(1999; R 2009) Determining Application
Rate of Bituminous Distributors
ASTM D633
(2011) Volume Correction Table for Road Tar
U.S. FEDERAL HIGHWAY ADMINISTRATION (FHWA)
MUTCD
1.3
(2009) Manual on Uniform Traffic Control
Devices
SYSTEM DESCRIPTION
**************************************************************************
NOTE: Retain equipment units required for the
project and delete all others.
**************************************************************************
1.3.1
Equipment, Plant and Tools
Equipment, plant and tools used in the work are subject to approval and
shall be maintained in a satisfactory working condition at all times.
Provide equipment which is adequate and has the capability of producing the
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results specified. Provide calibrated equipment, such as asphalt
distributors, scales, batching equipment, spreaders and similar equipment,
that has been recalibrated by an approved calibration laboratory within [12]
[_____] months prior to commencing work[and every [_____] months
thereafter, by such laboratory from the date of recalibration, during the
term of the contract]. Submit an equipment list with calibration reports.
1.3.2
Bituminous Distributors
**************************************************************************
NOTE: The bracketed statements at the end of this
paragraph apply specifically to Fog Seal.
**************************************************************************
Provide distributors that have pneumatic tires of sufficient size and
number to prevent rutting, shoving, or otherwise damaging any part of the
pavement structure. Design and equip the distributor to distribute the
bituminous material in a uniform double or triple lap at the specified
temperature, at readily determined and controlled rates from 0.05 to 2.0
gallons/square yard, with a pressure range of 25 to 75 psi with an
allowable variation from the specified rate of not more than plus or minus
5 percent, and at variable widths. Include in the distributor equipment a
separate power unit for the bitumen pump, full-circulation spray bars,
tachometer, pressure gauges, volume-measuring devices, adequate heaters for
heating of materials to the proper application temperature, a thermometer
for reading the temperature of tank contents, and a hand-held hose
attachment suitable for applying bituminous material manually to areas
inaccessible to the distributor. Equip the distributor to circulate and
agitate the bituminous material during the heating process.[ Provide
distributor with an adjustable, both horizontally and vertically, spray
nozzle bar. Make normal width of bar application at least 12 feet, with
provisions for lesser or larger width when necessary. Equip distributor
with a meter having a dial registering feet of travel/min. Make both dials
visible to the distributor driver. Provide a thermometer and well, not in
contact with any heating tubes, for accurately indicating temperature of
asphalt emulsion.]
1.3.3
Power Brooms and Power Blowers
Provide power brooms and power blowers suitable for cleaning surfaces to
[be treated] [which the seal coat is to be applied].
1.3.4
Storage Tanks
Provide tanks capable of heating the bituminous material, under effective
and positive control at all times, to the required temperature. Accomplish
heating by steam coils, hot oil, or electricity. Affix to the tank an
armored thermometer with a range from 100 to 300 degrees F so that the
temperature of the bituminous material may be read at all times.
1.3.5
Single-Pass, Surface-Treatment Machines
Provide machines capable of spraying bituminous material in one pass; of
distributing the bituminous material uniformly, at even heat, and in
controlled amounts; over the surface to be sealed.
1.3.6
Vacuum Sweepers for Fog Seal
Provide self-propelled, vacuum pickup sweeper capable of removing loose
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sand, water, and debris from pavement surface.
1.4
SUBMITTALS
**************************************************************************
NOTE: Review submittal description (SD) definitions
in Section 01 33 00 SUBMITTAL PROCEDURES and edit
the following list to reflect only the submittals
required for the project.
The Guide Specification technical editors have
designated those items that require Government
approval, due to their complexity or criticality,
with a "G." Generally, other submittal items can be
reviewed by the Contractor's Quality Control
System. Only add a “G” to an item, if the submittal
is sufficiently important or complex in context of
the project.
For submittals requiring Government approval on Army
projects, a code of up to three characters within
the submittal tags may be used following the "G"
designation to indicate the approving authority.
Codes for Army projects using the Resident
Management System (RMS) are: "AE" for
Architect-Engineer; "DO" for District Office
(Engineering Division or other organization in the
District Office); "AO" for Area Office; "RO" for
Resident Office; and "PO" for Project Office. Codes
following the "G" typically are not used for Navy,
Air Force, and NASA projects.
An "S" following a submittal item indicates that the
submittal is required for the Sustainability
Notebook to fulfill federally mandated sustainable
requirements in accordance with Section 01 33 29
SUSTAINABILITY REQUIREMENTS.
Choose the first bracketed item for Navy, Air Force
and NASA projects, or choose the second bracketed
item for Army projects.
**************************************************************************
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for [Contractor Quality Control
approval.][information only. When used, a designation following the "G"
designation identifies the office that will review the submittal for the
Government.]
Submit the following in accordance with Section 01 33 00
SUBMITTAL PROCEDURES:
SD-03 Product Data
Waybills and Delivery Tickets
Equipment List
Inspection Reports
SD-04 Samples
Bituminous Materials
Fog Seal[; G][; G, [_____]]
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SD-06 Test Reports
Tests
1.5
QUALITY ASSURANCE
**************************************************************************
NOTE: Keep applicable tests and delete the others
depending on whether this Section is used for Seal
or Fog Coat.
**************************************************************************
Perform sampling and testing using an approved commercial testing
laboratory or facilities furnished by the Contractor. No work requiring
testing will be permitted until the facilities have been inspected and
approved. The first inspection will be at the expense of the Government.
Costs incurred for any subsequent inspection will be charged to the
Contractor. Perform tests in sufficient numbers, and at the location and
times directed, to ensure that the materials meet specified requirements.
1.5.1
Samples
Take samples of bituminous material in accordance with AASHTO T 40 or
ASTM D140/D140M.
1.5.2
Bituminous Material Source
Select sources from which bituminous materials are to be obtained and
notify the Contracting Officer within 15 days after the award of the
contract. From each source of supply, submit a one gallon sample of
bituminous material.
1.5.3
Equipment Calibration
**************************************************************************
NOTE: Bracketed statements apply to Fog Seal;
remove when Fog Seal is not requirede in the project.
**************************************************************************
Furnish all equipment, materials and labor necessary to calibrate the
bituminous distributor. Perform all calibrations with the approved job
materials and prior to applying the specified coatings to the prepared
surface. Perform calibration of the bituminous distributor in accordance
with ASTM D2995.[ Inspect all equipment prior to application of fog seal.
Perform work to calibrate tank and measuring devices of the distributor.
Perform inspection and calibration at the beginning of the work and at
least once a day during construction.]
1.6
DELIVERY, STORAGE, AND HANDLING
Deliver emulsified asphalt (fog seal) to the site in a homogenous and
undamaged condition. Inspect the materials for contamination and damage.
Unload and store the materials with a minimum of handling. Protect stored
aggregate from contamination and segregation. Replace defective or damaged
materials.
1.7
ENVIRONMENTAL REQUIREMENTS
**************************************************************************
NOTE: Retain correct temperatures depending on the
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type of coating used for the project.
**************************************************************************
Apply the coating when the existing surface is dry, and when the weather is
not foggy, rainy, or when the wind velocity will prevent the uniform
application of the bitumen[or aggregates]. [Apply the bituminous seal coat
only when the atmospheric temperature is above 60 degrees F in the shade
and when the pavement surface temperature is above 60 degrees F, unless
otherwise directed.] [Apply fog seal when atmospheric temperature is above
50 degrees F and rising or when pavement temperature is above 60 degrees F,
unless otherwise directed.]
PART 2
2.1
PRODUCTS
EMULSIFIED ASPHALT FOR FOG SEAL
**************************************************************************
NOTE: In the majority of applications, the cationic
(CSS-1h) is preferable to the anionic (SS-1h) for
use as fog seal. Cationic emulsion will cure at a
faster rate than anionic and is more suitable where
high humidity prevails. Anionic emulsions possess a
negative charge on the asphalt droplets and cationic
emulsions carry a positive charge on the asphalt
droplets. All aggregate possess a negative surface
charge at their natural pH. This negative surface
charge varies in intensity depending on the
geological source of the aggregate.
**************************************************************************
Emulsified asphalt for Fog Seal shall conform to ASTM D2397/D2397M[CSS-1] [
CSS-1h] [_____] for cationic materials. Submit in accordance with
paragraph titled "Sample Application", for approval and selection of one of
the trial application rates.
2.2
WATER
Provide fresh, clean, and potable water.
PART 3
3.1
EXECUTION
PREPARATION OF SURFACE
**************************************************************************
NOTE: If the surface to be treated requires
repairs, the method of repairs and extent of work
involved should be shown or described.
Removal of paint and rubber deposits are generally
accomplished by high pressure water blasting. Few
approved chemicals are effective and sandblasting is
not permitted by air pollution regulations at some
locations. Mechanical abrasion generally causes
damage to the pavement.
Bracketed sentence at the end of this paragraph
applies to Fog Seal; remove when not used in the
project.
**************************************************************************
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Repair damaged surface and fill cracks before starting work. Immediately
before starting work, remove all loose material, dirt, clay, or other
objectionable material from the surface to be treated with power brooms or
power blowers, if needed. Paint firmly bonded to the surface that has the
chalk removed may remain. Material removed from the surface shall not be
mixed with the cover aggregate.[ When necessary to achieve a clean surface
for fog application, flushing with water will be permitted.]
3.2
3.2.1
FOG SEAL APPLICATION
Sample Application
**************************************************************************
NOTE: In some localities an incompatibility may
exist between the asphaltic emulsion and the water
to be used for dilution due to their
characteristics. Clear, potable water should be
used, and if there is any doubt with the
compatibility of the water and the asphalt emulsion,
add the following to this paragraph: Prior to
commencing work, 0.24 liter (one half pint) of the
proposed asphalt emulsion and 0.24 liter (one half
pint) of the proposed water shall be combined,
agitated, and allowed to sit for a period of 24
hours to test their compatibility. If they prove to
be incompatible, an approved chemical treatment
shall be provided for all water used for dilution or
a different and compatible source of water shall be
selected.
**************************************************************************
Determine the required application rate from a sample installation. Select
an area of the prepared pavement at least 300 feet long and as wide as the
distributor spray bar. Dilute emulsified asphalt with an equal part of
water or as recommended by the manufacturer. Apply the water diluted
asphalt emulsion in at least three test sections; each a minimum of 100
feet long. The trial applications shall be made at the rates of [0.08]
[_____], [0.14][_____], and [0.20] [_____] gallons/square yard. The trial
application rates may be modified if approved by the Contracting Officer.
Additional trial applications may be made if warranted by pavement surface
conditions. Use the rate which has been satisfactorily applied without
leaving an excess of asphalt residue on the surface and has been approved,
for the fog seal.
3.2.2
Application Inspection
Inspect application of fog seal for uniformity. [During application, take
[_____] sample for each [500] [_____] square yards of surface area to
receive emulsified asphalt. Weigh samples to determine conformance with
application rate.]
3.2.3
Inspection Reports
Furnish a written report citing climatic temperature during application of
fog seal, emulsion temperature during application, and rate of emulsion
application.
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Application
Following preparation of the surface, apply the water diluted asphalt
emulsion at the rate determined from the trial application. Maintain
application temperature of emulsified asphalt between 75 and 160 degrees F.
To obtain uniform application of the fog seal at the junction of previous
and subsequent applications, spread building paper on the surface of the
applied material for a sufficient distance back from the ends of each
application so that flow from the spray bar may be started and stopped on
the paper, and so that all sprayers will operate at full force.
Immediately after application, remove and properly dispose of the building
paper. Treat spots unavoidably missed with the hand spray equipment. Base
bids on application of diluted emulsion at 0.14 gsy. If the actual amount
required is more or less than 0.14 gsy, an adjustment in the contract price
will be made as provided by the contract.
3.3
SITE PROTECTION
During applications, protect adjacent buildings, structures, vehicles,
manhole covers, inlet grates, and trees to prevent being spattered or
marred.
3.4
TRAFFIC CONTROL
Protect freshly placed coatings from damage by traffic. Provide sufficient
warning signs and barricades to prevent traffic over freshly treated
surfaces. Protect treated areas from traffic for at least [2] [24] hours
after final application of coatings, or for such time as necessary to
prevent picking up. Immediately prior to opening to traffic, roll the
entire treated area with a self-propelled pneumatic-tired roller. Provide
warning signs and barricades for proper traffic control, in accordance with
MUTCD.
-- End of Section --
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**************************************************************************
USACE / NAVFAC / AFCEC / NASA
UFGS-32 01 19 (August 2008)
Change 1 - 11/14
--------------------------Preparing Activity: USACE
Superseding
UFGS-32 01 19 (April 2006)
UNIFIED FACILITIES GUIDE SPECIFICATIONS
References are in agreement with UMRL dated October 2014
**************************************************************************
SECTION 32 01 19
FIELD MOLDED SEALANTS FOR SEALING JOINTS IN RIGID PAVEMENTS
**************************************************************************
NOTE: This guide specification covers the
requirements for field molded sealants in sealing or
resealing joints in rigid pavements on airfields,
roads, streets, and other areas.
Adhere to UFC 1-300-02 Unified Facilities Guide
Specifications (UFGS) Format Standard when editing
this guide specification or preparing new project
specification sections. Edit this guide
specification for project specific requirements by
adding, deleting, or revising text. For bracketed
items, choose applicable items(s) or insert
appropriate information.
Remove information and requirements not required in
respective project, whether or not brackets are
present.
Comments, suggestions and recommended changes for
this guide specification are welcome and should be
submitted as a Criteria Change Request (CCR).
**************************************************************************
PART 1
GENERAL
**************************************************************************
NOTE: In preparing contract specifications for
concrete pavements the designer will use UFC
3-250-04 Standard Practice for Concrete Pavements.
**************************************************************************
1.1
UNIT PRICES
**************************************************************************
NOTE: Delete this paragraph when lump sum bidding
is used.
**************************************************************************
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Measurement
Determine the quantity of each sealing item to be paid for by actual
measurement of the number of linear feet of in-place material that has been
approved by the Contracting Officer.
1.1.2
Payment
Payment will be made at the contract unit bid prices per linear foot for
the sealing items scheduled. The unit bid prices will include the cost of
all labor, materials, and the use of all equipment and tools required to
complete the work.
1.2
REFERENCES
**************************************************************************
NOTE: This paragraph is used to list the
publications cited in the text of the guide
specification. The publications are referred to in
the text by basic designation only and listed in
this paragraph by organization, designation, date,
and title.
Use the Reference Wizard's Check Reference feature
when you add a RID outside of the Section's
Reference Article to automatically place the
reference in the Reference Article. Also use the
Reference Wizard's Check Reference feature to update
the issue dates.
References not used in the text will automatically
be deleted from this section of the project
specification when you choose to reconcile
references in the publish print process.
**************************************************************************
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by the
basic designation only.
ASTM INTERNATIONAL (ASTM)
ASTM C1016
(2014) Standard Test Method for
Determination of Water Absorption of
Sealant Backing (Joint Filler) Material
ASTM D5893/D5893M
(2010) Cold Applied, Single Component,
Chemically Curing Silicone Joint Sealant
for Portland Cement Concrete Pavements
ASTM D6690
(2012) Standard Specification for Joint
and Crack Sealants, Hot Applied, for
Concrete and Asphalt Pavements
ASTM D789
(2007; E 2010) Determination of Relative
Viscosity and Moisture Content of
Polyamide (PA)
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U.S. ARMY CORPS OF ENGINEERS (USACE)
COE CRD-C 525
1.3
(1989) Corps of Engineers Test Method for
Evaluation of Hot-Applied Joint Sealants
for Bubbling Due to Heating
SUBMITTALS
**************************************************************************
NOTE: Review submittal description (SD) definitions
in Section 01 33 00 SUBMITTAL PROCEDURES and edit
the following list to reflect only the submittals
required for the project.
The Guide Specification technical editors have
designated those items that require Government
approval, due to their complexity or criticality,
with a "G." Generally, other submittal items can be
reviewed by the Contractor's Quality Control
System. Only add a “G” to an item, if the submittal
is sufficiently important or complex in context of
the project.
For submittals requiring Government approval on Army
projects, a code of up to three characters within
the submittal tags may be used following the "G"
designation to indicate the approving authority.
Codes for Army projects using the Resident
Management System (RMS) are: "AE" for
Architect-Engineer; "DO" for District Office
(Engineering Division or other organization in the
District Office); "AO" for Area Office; "RO" for
Resident Office; and "PO" for Project Office. Codes
following the "G" typically are not used for Navy,
Air Force, and NASA projects.
An "S" following a submittal item indicates that the
submittal is required for the Sustainability
Notebook to fulfill federally mandated sustainable
requirements in accordance with Section 01 33 29
SUSTAINABILITY REQUIREMENTS.
Choose the first bracketed item for Navy, Air Force
and NASA projects, or choose the second bracketed
item for Army projects.
**************************************************************************
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for [Contractor Quality Control
approval.][information only. When used, a designation following the "G"
designation identifies the office that will review the submittal for the
Government.]
Submit the following in accordance with Section 01 33 00
SUBMITTAL PROCEDURES:
SD-03 Product Data
Manufacturer's Recommendations[; G][; G, [_____]].
Equipment.
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SD-04 Samples
Materials[; G][; G, [_____]].
SD-06 Test Reports
Certified copies of the test reports[; G][; G, [_____]].
1.4
1.4.1
QUALITY ASSURANCE
Test Requirements
**************************************************************************
NOTE: Select the applicable statement for testing
and determining specification compliance and delete
the inapplicable statement. The first statement
will be selected for all projects except where the
project is less than 200 liters (50 gallons) or 200
kg (500 pounds) of material. When the project
requires less than 200 liters (50 gallons) or 200 kg
(500 pounds) of sealant, the first statement can be
deleted and the sealant and back-up material may be
accepted on certified certificate which contains the
test data showing compliance with the laboratory
test requirements. The cost of testing can be
obtained from U.S. Army Corps of Engineer Division
Laboratories or Waterways Experiment Station.
**************************************************************************
Test the joint sealant and backup or separating material for conformance
with the referenced applicable material specification. [The materials will
be tested by the Government. No material shall be used at the project
prior to receipt of written notice that the materials meet the laboratory
requirements. The cost of the first test of samples will be borne by the
Government. If the samples fail to meet specification requirements,
replace the materials represented by the sample and test the new materials
at the Contractor's expense.] [Perform testing of the materials in an
approved independent laboratory and submit certified copies of the test
reports for approval 14[_____] days prior to the use of the materials at
the job site. Samples will be retained by the Government for possible
future testing should the materials appear defective during or after
application.] Conformance with the requirements of the laboratory tests
specified will not constitute final acceptance of the materials. Final
acceptance will be based on the performance of the in-place materials.
Submit samples of the materials (sealant, primer if required, and backup
material), in sufficient quantity for testing and approval 14[_____] days
prior to the beginning of work. No material will be allowed to be used
until it has been approved.
1.4.2
Trial Joint Sealant Installation
Prior to the cleaning and sealing of the joints for the entire project,
prepare a test section at least 200 feet long using the specified materials
and approved equipment, so as to demonstrate the proposed joint preparation
and sealing of all types of joints in the project. Following the
completion of the test section and before any other joint is sealed,
inspect the test section to determine that the materials and installation
meet the requirements specified. If it is determined that the materials or
installation do not meet the requirements, remove the materials, and
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reclean and reseal the joints at no cost to the Government. When the test
section meets the requirements, it may be incorporated into the permanent
work and paid for at the contract unit price per linear foot for sealing
items scheduled. Prepare and seal all other joints in the manner approved
for sealing the test section.
1.5
DELIVERY, STORAGE, AND HANDLING
Inspect materials delivered to the job site for defects, unload, and store
them with a minimum of handling to avoid damage. Provide storage
facilities at the job site for maintaining materials at the temperatures
and conditions recommended by the manufacturer.
1.6
ENVIRONMENTAL REQUIREMENTS
The ambient air temperature and the pavement temperature within the joint
wall shall be a minimum of 50 degrees F and rising at the time of
application of the materials. Do not apply sealant if moisture is observed
in the joint.
PART 2
2.1
PRODUCTS
SEALANTS
**************************************************************************
NOTE: Select joint sealants based on the proposed
use and local experience. ASTM D6690 (Type II or
Type III) sealants should be specified for areas
that will not receive fuel spillage, engine blast
and heat exposure (i.e., areas where aircraft warm
up their engines.) Type II sealant conforms to the
discontinued ASTM D3405 requirements. Type III
contains all of the requirements of Type II and has
additional requirements for a water immersed bond
test and an oven-aged resilience test as required by
SS-S-1401C. ASTM D6690 (Type II or Type III)
sealants are normally used on roadways, vehicle
parking lots, and on some aircraft taxiways. ASTM
D7116 sealants should be specified for areas that
will receive fuel spillage but not heat or engine
blast exposure. ASTM D7116 sealants are normally
used on aircraft parking aprons and some vehicle
maintenance areas. ASTM D6690 and ASTM D7116
sealants must be tested in accordance with COE CRD-C
525 in addition to the appropriate specification.
This testing is required due to bubbling tendencies
of hot-applied sealants when used in PCC joints. FS
SS-S-200 Type H (hand-mix) or Type M (machine mix)
sealants should be specified for areas that are
subject to fuel spillage, heat or engine blast. FS
SS-S-200 sealants are normally used in aircraft warm
up areas, the first five hundred feet of runways,
and some aircraft parking aprons. For large
projects, FS SS-S-200 Type M is generally specified
and Type H is generally specified for small
projects; however, either is acceptable. The tack
free time for the Type M material is shorter than
the Type H material, so if an area needs to be
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reopened quickly, Type M sealant should be
specified. ASTM D5893/D5893M sealants may be
specified in place of ASTM D6690 sealants. ASTM
D5893/D5893M covers silicone sealants that provide
improved life-cycle cost benefits.
**************************************************************************
Materials for sealing cracks joints in the various paved areas are
indicated on the drawings shall be as follows: as summarized below:
Area
Sealing Material
Concrete-to-Asphalt Joints
[_____]
Concrete-to-Concrete Joints
[_____]
2.2
[ASTM D6690, Type III and COE CRD-C 525]
ASTM D5893[ASTM D5893/D5893M]
PRIMERS
When primers are recommended by the manufacturer of the sealant, use them
in accordance with the recommendation of the manufacturer.
2.3
BACKUP MATERIALS
**************************************************************************
NOTE: The use of a bond breaking separation tape or
backup material in the joint may prevent an adverse
reaction between incompatible materials, maintain
the desired configuration (shape factor of the
material), and act as a bond breaker to prevent
excessive stresses from being placed on the sealant
during pavement movement. Therefore, the separating
or backup material should be carefully selected and
installed to form an effective and durable support
for the sealant. Separating or blocking media
should be placed to a depth below the pavement
approximately equal to the width of the joint. This
is to achieve a shape factor (ratio of the depth of
the sealant to the width of the joint) of 1. ASTM
D5893/D5893M sealants sometimes require a shape
factor of 0.5 instead of 1. This is equivalent to a
width-to-depth ratio of 2:1 and will require the
standard joint detail to be modified. If a ASTM
D5893/D5893M sealant is to be used the placement
depth of the bond breaking separating tape or backup
material should be adjusted accordingly. Drawings
should be included in the contract drawings to
indicate application details.
**************************************************************************
Provide backup material that is a compressible, nonshrinking, nonstaining,
nonabsorbing material, nonreactive with the joint sealant. The material
shall have a melting point at least 5 degrees F greater than the pouring
temperature of the sealant being used when tested in accordance with
ASTM D789. The material shall have a water absorption of not more than 5
percent of the sample weight when tested in accordance with ASTM C1016.
Use backup material that is 25 plus or minus 5 percent larger in diameter
than the nominal width of the crack.
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BOND BREAKING TAPES
Provide a bond breaking tape or separating material that is a flexible,
nonshrinkable, nonabsorbing, nonstaining, and nonreacting adhesive-backed
tape. The material shall have a melting point at least 5 degrees F greater
than the pouring temperature of the sealant being used when tested in
accordance with ASTM D789. The bond breaker tape shall be approximately
1/8 inch wider than the nominal width of the joint and shall not bond to
the joint sealant.
PART 3
3.1
EXECUTION
EXECUTING EQUIPMENT
Machines, tools, and equipment used in the performance of the work required
by this section shall be approved before the work is started maintained in
satisfactory condition at all times. Submit a list of proposed equipment
to be used in performance of construction work including descriptive data,
14[_____] days prior to use on the project.
3.1.1
Joint Cleaning Equipment
Tractor-Mounted Routing Tool
Provide a routing tool, used for removing old sealant from the joints, of
such shape and dimensions and so mounted on the tractor that it will not
damage the sides of the joints. The tool shall be designed so that it can
be adjusted to remove the old material to varying depths as required. The
use of V-shaped tools or rotary impact routing devices will not be
permitted. Hand-operated spindle routing devices may be used to clean and
enlarge random cracks.
3.1.1.1
Concrete Saw
Provide a self-propelled power saw, with water-cooled diamond or abrasive
saw blades, for cutting joints to the depths and widths specified or for
refacing joints or cleaning sawed joints where sandwaterblasting does not
provide a clean joint.
Sandblasting Equipment
**************************************************************************
NOTE: Sandblasting equipment with a 6.4 mm (1/4
inch) nozzle requires at least 64.7 liters per
second (137 cubic feet per minute) of air to
function efficiently. A larger nozzle would not
serve any useful purpose in cleaning joints.
**************************************************************************
Include with the sandblasting equipment an air compressor, hose, and
long-wearing venturi-type nozzle of proper size, shape and opening. The
maximum nozzle opening should not exceed 1/4 inch. The air compressor
shall be portable and capable of furnishing not less than 150 cfm and
maintaining a line pressure of not less than 90 psi at the nozzle while in
use. Demonstrate compressor capability, under job conditions, before
approval. The compressor shall be equipped with traps that will maintain
the compressed air free of oil and water. The nozzle shall have an
adjustable guide that will hold the nozzle aligned with the joint
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approximately 1 inch above the pavement surface. Adjust the height, angle
of inclination and the size of the nozzle as necessary to secure
satisfactory results.
3.1.1.2
Waterblasting Equipment
**************************************************************************
NOTE: Waterblasting equipment varies considerably
with respect to design of wand, nozzle, water
pressure, and water volume, depending upon the
manufacturer. Consequently, the effectiveness of a
particular set of equipment cannot be predicted.
Delete this paragraph if waterblasting will not be
used.
**************************************************************************
Include with the waterblasting equipment a trailer-mounted water tank,
pumps, high-pressure hose, wand with safety release cutoff control, nozzle,
and auxiliary water resupply equipment. Provide water tank and auxiliary
resupply equipment of sufficient capacity to permit continuous operations.
The nozzle shall have an adjustable guide that will hold the nozzle aligned
with the joint approximately 1 inch above the pavement surface. Adjust the
height, angle of inclination and the size of the nozzle as necessary to
obtain satisfactory results. A pressure gauge mounted at the pump shall
show at all times the pressure in psi at which the equipment is operating.
3.1.1.3
Hand Tools
**************************************************************************
NOTE: Where spalled joint edges have not been
repaired prior to any previous sealing, it may be
necessary for the Contractor to employ other types
of small tools for the repair work. Such tools
should be carefully evaluated for potential spalling
effects prior to approval for use. For repairing
concrete pavements adjacent to joints, the designer
is referred to Section 32 01 29.61 PARTIAL DEPTH
PATCHING OF RIGID PAVING, and to Technical Manual
5-822-9.
**************************************************************************
Hand tools may be used, when approved, for removing defective sealant from
a crack and repairing or cleaning the crack faces.
3.1.2
Sealing Equipment
**************************************************************************
NOTE: Delete the inappropriate paragraphs.
**************************************************************************
3.1.2.1
Hot-Poured Sealing Equipment
The unit applicators used for heating and installing [ASTM D6690] [
ASTM D7116] joint sealant materials shall be mobile and shall be equipped
with a double-boiler, agitator-type kettle with an oil medium in the outer
space for heat transfer; a direct-connected pressure-type extruding device
with a nozzle shaped for inserting in the joint to be filled; positive
temperature devices for controlling the temperature of the transfer oil and
sealant; and a recording type thermometer for indicating the temperature of
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the sealant. The applicator unit shall be designed so that the sealant
will circulate through the delivery hose and return to the inner kettle
when not in use.
3.1.2.2
Two-Component, Cold-Applied, Machine Mix Sealing Equipment
Provide equipment used for proportioning, mixing, and installing FS SS-S-200
Type M joint sealants designed to deliver two semifluid components through
hoses to a portable mixer at a preset ratio of 1 to 1 by volume using pumps
with an accuracy of plus or minus 5 percent for the quantity of each
component. The reservoir for each component shall be equipped with
mechanical agitation devices that will maintain the components in a uniform
condition without entrapping air. Incorporate provisions to permit
thermostatically controlled indirect heating of the components, when
required. However, immediately prior to proportioning and mixing, the
temperature of either component shall not exceed 90 degrees F. Provide
screens near the top of each reservoir to remove any foreign particles or
partially polymerized material that could clog fluid lines or otherwise
cause misproportioning or improper mixing of the two components. Provide
equipment capable of thoroughly mixing the two components through a range
of application rates of 10 to 60 gallons per hour and through a range of
application pressures from 50 to 1500 psi as required by material,
climatic, or operating conditions. Design the mixer for the easy removal
of the supply lines for cleaning and proportioning of the components. The
mixing head shall accommodate nozzles of different types and sizes as may
be required by various operations. The dimensions of the nozzle shall be
such that the nozzle tip will extend into the joint to allow sealing from
the bottom of the joint to the top. Maintain the initially approved
equipment in good working condition, serviced in accordance with the
supplier's instructions, and unaltered in any way without obtaining prior
approval.
Two-Component, Cold-Applied, Hand-Mix Sealing Equipment
Mixing equipment for FS SS-S-200 Type H sealants shall consist of a
slow-speed electric drill or air-driven mixer with a stirrer in accordance
with the manufacturer's recommendations. Submit printed copies of
manufacturer's recommendations, [_____] days prior to use on the project,
where installation procedures, or any part thereof, are required to be in
accordance with those recommendations. Installation of the material will
not be allowed until the recommendations are received. Failure to furnish
these recommendations can be cause for rejection of the material.
3.1.2.2
Cold-Applied, Single-Component Sealing Equipment
**************************************************************************
NOTE: Some ASTM D5893/D5893M sealants cure when
exposed to moisture. When the sealant is moisture
sensitive it is necessary to use Teflon-lined hoses
to prevent the sealant from curing in the hoses.
**************************************************************************
The equipment for installing ASTM D5893/D5893M single component joint
sealants shall consist of an extrusion pump, air compressor, following
plate, hoses, and nozzle for transferring the sealant from the storage
container into the joint opening. The dimension of the nozzle shall be
such that the tip of the nozzle will extend into the joint to allow sealing
from the bottom of the joint to the top. Maintain the initially approved
equipment in good working condition, serviced in accordance with the
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supplier's instructions, and unaltered in any way without obtaining prior
approval. Small hand-held air-powered equipment (i.e., caulking guns) may
be used for small applications.
SAFETY
**************************************************************************
NOTE: Delete this paragraph if liquid oxygen (LOX)
equipment, storage, or piping is not within the
project area. Joint sealant should not be used
within 8 m (25 feet) of any LOX equipment or
storage. If LOX equipment, storage, or piping is
within the project area, the designer will use
continuously reinforced concrete slabs in the 8 m
(25 feet) clear area of LOX to reduce the number of
joints. If joints cannot be eliminated within the 8
m (25 feet) clear area, then the joints in the area
should be thoroughly cleaned and left unsealed. LOX
MUST NOT BE PERMITTED TO MIX WITH ANY ORGANIC
MATERIAL.
**************************************************************************
Do not place joint sealant within 25 feet of any liquid oxygen (LOX)
equipment, LOX storage, or LOX piping. Thoroughly clean joints in this
area and leave them unsealed.
3.2
PREPARATION OF JOINTS
**************************************************************************
NOTE: The proper preparation of joints with respect
to size of joint opening, required cleanliness of
concrete surfaces to be bonded, and proper
separation of noncompatible materials from the joint
sealant cannot be overemphasized. The same applies
to storage, preparation, proportioning, mixing and
placement of sealants. The neglect of any facet of
these operations can result, and has resulted, in
poor performance of the joint sealant.
**************************************************************************
Immediately before the installation of the sealant, thoroughly clean the
joints to remove all laitance, curing compound, filler, protrusions of
hardened concrete, and old sealant from the sides and upper edges of the
joint space to be sealed.
3.2.1
Existing Sealant Removal
**************************************************************************
NOTE: Delete this paragraph if the joints have
never been sealed and renumber the subsequent
paragraphs. Waterblasters have been used
successfully to remove sealants that still have some
resilience. A nozzle that puts out a thin stream of
water is required to cut the sealant loose from the
joint walls. The concrete saw should not be used if
it will widen the joint to a width greater than one
inch.
**************************************************************************
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Cut loose the in-place sealant from both joint faces and to the depth shown
on the drawings, using the [tractor-mounted routing equipment] [concrete saw
] [waterblaster] as specified in paragraph EQUIPMENT. Depth shall be
sufficient to accommodate any separating or backup material that is
required to maintain the depth of new sealant to be installed. Prior to
further cleaning operations, remove all loose old sealant remaining in the
joint opening by blowing with compressed air. Hand tools may be required
to remove sealant from random cracks. Chipping, spalling, or otherwise
damaging the concrete will not be allowed.
3.2.2
Sawing
**************************************************************************
NOTE: Joints often need to be refaced or widened to
provide vertical faces and remove damaged
concrete.
Care should be used when refacing or
widening joints so that the joint's width does not
exceed 25 mm (1 inch). If the joint width exceeds
25 mm (1 inch), rebuilding of the joint should be
considered. All joint walls should be vertical.
The edges should not be rounded or beveled unless
required by design.
**************************************************************************
3.2.2.1
Refacing of Joints
**************************************************************************
NOTE: If the joints have never been sealed, change
the title of this paragraph to Facing of Joints and
the appropriate words and sentences used. If "dry"
sawing is used to face or reface the joints, the
debris may be removed using compressed air.
**************************************************************************
Accomplish [refacing] [facing] of joints using a concrete saw as specified
in paragraph EQUIPMENT [to remove all residual old sealant and a minimum of
concrete from the joint face to provide exposure of newly cleaned concrete,
and, if required, to enlarge the joint opening to the width and depth shown
on the drawings.] [to saw through sawed and filler-type joints to loosen
and remove material until the joint is clean and open to the full specified
width and depth.]
Stiffen the blade with a sufficient number of suitable
dummy (used) blades or washers. Thoroughly clean, immediately following
the sawing operation, the joint opening using a water jet to remove all saw
cuttings and debris.
3.2.2.2
Refacing of Random Cracks
**************************************************************************
NOTE: A vertical spindle routing device may be used
to clean random cracks. Random cracks that are
approximately 25 mm (1 inch) wide may be sandblasted
clean to prevent additional widening of the crack
instead of sawing or routing.
**************************************************************************
Accomplish sawing of the cracks using a power-driven concrete saw as
specified in paragraph EQUIPMENT. The saw blade shall be 6 inches or less
in diameter to enable the saw to follow the trace of the crack. Stiffen
the blade, as necessary, with suitable dummy (or used) blades or washers.
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Immediately following the sawing operation, thoroughly clean the crack
opening using a water jet to remove all saw cuttings and debris.
Sandblasting
**************************************************************************
NOTE: Sandblasting of joints may not be permitted
under certain conditions. Blowing sand and dust may
either violate atmospheric pollution statutes, or
may drift into areas where it would be
objectionable. When sandblasting is prohibited,
cleaning the joints with a waterblaster or wire
brushes may be substituted. Wire brushes usually do
not clean as well as the sandblaster or waterblaster
and should only be used for small areas. When wire
brushes are used, attention should be given to
ensure worn brushes are not used and that the joints
are being adequately cleaned. When waterblasting is
required instead of sandblasting, replace the word
sandblasting with waterblasting.
**************************************************************************
The newly exposed concrete joint faces and the pavement surfaces extending
a minimum of 1/2 inch from the joint edges shall be [sandblasted]
[waterblasted] clean. use a multiple-pass technique until the surfaces are
free of dust, dirt, curing compound, filler, old sealant residue, or any
foreign debris that might prevent the bonding of the sealant to the
concrete. After final cleaning and immediately prior to sealing, blow out
the joints with compressed air and leave them completely free of debris and
water.
3.2.3
Back-Up Material
When the joint opening is of a greater depth than indicated for the sealant
depth, plug or seal off the lower portion of the joint opening using a
back-up material to prevent the entrance of the sealant below the specified
depth. Take care to ensure that the backup material is placed at the
specified depth and is not stretched or twisted during installation.
Bond Breaking Tape
Where inserts or filler materials contain bitumen, or the depth of the
joint opening does not allow for the use of a backup material, insert a
bond breaker separating tape to prevent incompatibility with the filler
materials and three-sided adhesion of the sealant. Securely bond the tape
to the bottom of the joint opening so it will not float up into the new
sealant.
3.2.4
Rate of Progress of Joint Preparation
Limit the stages of joint preparation, which include sandwaterblasting, air
pressure cleaning and placing of the back-up material to only that lineal
footage that can be sealed during the same day.
3.3
PREPARATION OF SEALANT
**************************************************************************
NOTE: Delete the inappropriate paragraphs.
**************************************************************************
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Hot-Poured Sealants
Sealants conforming to [ASTM D6690] [ASTM D7116] shall not be heated in
excess of the safe heating temperature recommended by the manufacturer as
shown on the sealant containers. Withdraw and waste sealant that has been
overheated or subjected to application temperatures for over 4 hours or
that has remained in the applicator at the end of the day's operation.
3.3.2
Type M Sealants
Inspect the FS SS-S-200 Type M sealant components and containers prior to
use. Reject any materials that contain water, hard caking of any separated
constituents, nonreversible jell, or materials that are otherwise
unsatisfactory. Settlement of constituents in a soft mass that can be
readily and uniformly remixed in the field with simple tools will not be
cause for rejection. Prior to transfer of the components from the shipping
containers to the appropriate reservoir of the application equipment,
thoroughly mix the materials to ensure homogeneity of the components and
incorporation of all constituents at the time of transfer. When necessary
for remixing prior to transfer to the application equipment reservoirs,
warm the components to a temperature not to exceed 90 degrees F by placing
the components in heated storage or by other approved methods but in no
case shall the components be heated by direct flame, or in a single walled
kettle, or a kettle without an oil bath.
Type H Sealants
Mix the FS SS-S-200 Type H sealant components either in the container
furnished by the manufacturer or a cylindrical metal container of volume
approximately 50 percent greater than the package volume. Thoroughly mix
the base material in accordance with the manufacturer's instructions. The
cure component shall then be slowly added during continued mixing until a
uniform consistency is obtained.
3.3.2
Single-Component, Cold-Applied Sealants
Inspect the ASTM D5893/D5893M sealant and containers prior to use. Reject
any materials that contain water, hard caking of any separated
constituents, nonreversible jell, or materials that are otherwise
unsatisfactory. Settlement of constituents in a soft mass that can be
readily and uniformly remixed in the field with simple tools will not be
cause for rejection.
3.4
3.4.1
INSTALLATION OF SEALANT
Time of Application
Seal joints immediately following final cleaning of the joint walls and
following the placement of the separating or backup material. Open joints,
that cannot be sealed under the conditions specified, or when rain
interrupts sealing operations shall be recleaned and allowed to dry prior
to installing the sealant.
3.4.2
Sealing Joints
**************************************************************************
NOTE: Joints should be slightly underfilled to
preclude extrusion of the material above the surface
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of the pavement at summertime temperatures. For
airfield pavements, the sealant should be recessed 3
mm (1/8 inch) below the pavement surface; for roads,
streets and parking lots, the sealant should be
recessed 6 mm (1/4 inch). For pavements that
receive tracked vehicle traffic, the sealant should
be recessed a minimum of 6 mm (1/4 inch) below the
pavement surface after it has cured or cooled to
ambient temperature.
**************************************************************************
Immediately preceding, but not more than 50 feet ahead of the joint sealing
operations, perform a final cleaning with compressed air. Fill the joints
from the bottom up to [1/8] [1/4]1/4 to 1/16 inch plus or minus 1/16 inch
below the pavement surface. Remove and discard excess or spilled sealant
from the pavement by approved methods. Install the sealant in such a
manner as to prevent the formation of voids and entrapped air. In no case
shall gravity methods or pouring pots be used to install the sealant
material. Traffic shall not be permitted over newly sealed pavement until
authorized by the Contracting Officer. When a primer is recommended by the
manufacturer, apply it evenly to the joint faces in accordance with the
manufacturer's instructions. Check the joints frequently to ensure that
the newly installed sealant is cured to a tack-free condition within the
time specified.
3.5
3.5.1
INSPECTION
Joint Cleaning
Inspect joints during the cleaning process to correct improper equipment
and cleaning techniques that damage the concrete pavement in any manner.
Cleaned joints will be approved prior to installation of the separating or
back-up material and joint sealant.
3.5.2
Joint Sealant Application Equipment
Inspect the application equipment to ensure conformance to temperature
requirements, proper proportioning and mixing (if two-component sealant)
and proper installation. Evidences of bubbling, improper installation,
failure to cure or set will be cause to suspend operations until causes of
the deficiencies are determined and corrected.
3.5.3
Joint Sealant
Inspect the joint sealant for proper rate of cure and set, bonding to the
joint walls, cohesive separation within the sealant, reversion to liquid,
entrapped air and voids. Sealants exhibiting any of these deficiencies at
any time prior to the final acceptance of the project shall be removed from
the joint, wasted, and replaced as specified herein at no additional cost
to the Government.
3.6
CLEAN-UP
Upon completion of the project, remove all unused materials from the site
and leave the pavement in a clean condition.
-- End of Section --
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**************************************************************************
USACE / NAVFAC / AFCEC / NASA
UFGS-32 11 23 (August 2008)
--------------------------Preparing Activity: USACE
Superseding
UFGS-32 11 23 (April 2006)
UNIFIED FACILITIES GUIDE SPECIFICATIONS
References are in agreement with UMRL dated October 2014
**************************************************************************
SECTION 32 11 23
AGGREGATE AND/OR GRADED-CRUSHED AGGREGATE BASE COURSE
**************************************************************************
NOTE: This guide specification covers the
requirements for base course to be used directly
under bituminous pavement courses.
Adhere to UFC 1-300-02 Unified Facilities Guide
Specifications (UFGS) Format Standard when editing
this guide specification or preparing new project
specification sections. Edit this guide
specification for project specific requirements by
adding, deleting, or revising text. For bracketed
items, choose applicable items(s) or insert
appropriate information.
Remove information and requirements not required in
respective project, whether or not brackets are
present.
Comments, suggestions and recommended changes for
this guide specification are welcome and should be
submitted as a Criteria Change Request (CCR).
**************************************************************************
PART 1
GENERAL
**************************************************************************
NOTE: This guide specification is applicable to
base courses placed directly beneath bituminous
surface courses. The following must be taken into
consideration when editing this specification.
a. The material in this specification and on the
drawings should be referred to as "aggregate base
course (ABC)" whenever a base course material with a
California Bearing Ratio (CBR) of 80 is required.
"Aggregate Base Course" should be retained in the
title and the rest of the specification should be
edited accordingly to retain the information
necessary for this material.
b. The material in this specification and on the
drawings should be referred to as "graded-crushed
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aggregate base course (GCA)" wherever a base
material with a CBR of 100 is required.
"Graded-Crushed Aggregate Base Course" should be
retained in the title and the rest of the
specification should be edited accordingly to retain
the information necessary for this material.
c. When this specification is to be used in
projects that require both types of materials, the
title of this specification should be "Aggregate
and/or Graded-Crushed Aggregate Base Course". Care
must then be taken to assure that the drawings
clearly call out which material is being used in any
particular place and that this specification is
edited to retain the information for both types of
materials. If only a small amount of one of these
types of materials is needed for the project,
consideration should be made to determine if only
one of these materials should be specified and the
design adjusted.
**************************************************************************
1.1
UNIT PRICES
**************************************************************************
NOTE: Delete unit price paragraphs when the work is
covered by a lump-sum contract price.
**************************************************************************
1.1.1
Measurement
**************************************************************************
NOTE: Delete the method of measurement paragraph
not applicable to job conditions. The provision for
stockpiling should be retained or deleted, as
applicable, and the brackets will be removed.
**************************************************************************
1.1.1.1
Area
Measure the quantity of [ABC] [and] [GCA] completed and accepted, as
determined by the Contracting Officer, in square yards.
1.1.1.2
Volume
Measure the quantity of [ABC] [and] [GCA] completed and accepted, as
determined by the Contracting Officer, in cubic yards. The volume of
material in-place and accepted will be determined by the average job
thickness obtained in accordance with paragraph THICKNESS CONTROL and the
dimensions shown.
1.1.1.3
Weight
The tonnage of [ABC] [and] [GCA] material will be the number of tons of
aggregate, [placed and accepted in the completed course][plus the amount]
[placed in authorized stockpiles], as determined by the Contracting
Officer. Deductions shall be made for any material wasted, unused,
rejected, or used for convenience of the Contractor, and for water
exceeding specified amount at time of weighing.
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Payment for Quantities
Quantities of [ABC] [and] [GCA], determined as specified above, will be
paid for at the respective contract unit prices, which shall constitute
full compensation for the construction and completion of the [ABC] [and] [
GCA].
1.1.3
Payment for Stabilization of Underlying Course
Stabilization of cohesionless subgrade or subbase courses, as specified in
paragraph PREPARATION OF UNDERLYING COURSE, will be paid for as a special
item on a tonnage basis. This tonnage price will include the price of
extra manipulation as required.
1.1.4
Waybills and Delivery Tickets
Before the final statement is allowed, file certified waybills and
certified delivery tickets for all aggregates actually used, as specified
in the Submittals paragraph.
1.2
REFERENCES
**************************************************************************
NOTE: This paragraph is used to list the
publications cited in the text of the guide
specification. The publications are referred to in
the text by basic designation only and listed in
this paragraph by organization, designation, date,
and title.
Use the Reference Wizard's Check Reference feature
when you add a RID outside of the Section's
Reference Article to automatically place the
reference in the Reference Article. Also use the
Reference Wizard's Check Reference feature to update
the issue dates.
References not used in the text will automatically
be deleted from this section of the project
specification when you choose to reconcile
references in the publish print process.
**************************************************************************
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to in the text by basic
designation only.
AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS
(AASHTO)
AASHTO T 180
(2010) Standard Method of Test for
Moisture-Density Relations of Soils Using
a 4.54-kg (10-lb) Rammer and a 457-mm
(18-in.) Drop
AASHTO T 224
(2010) Standard Method of Test for
Correction for Coarse Particles in the
Soil Compaction Test
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ASTM INTERNATIONAL (ASTM)
ASTM C117
(2013) Standard Test Method for Materials
Finer than 75-um (No. 200) Sieve in
Mineral Aggregates by Washing
ASTM C127
(2012) Standard Test Method for Density,
Relative Density (Specific Gravity), and
Absorption of Coarse Aggregate
ASTM C128
(2012) Standard Test Method for Density,
Relative Density (Specific Gravity), and
Absorption of Fine Aggregate
ASTM C131
(2006) Standard Test Method for Resistance
to Degradation of Small-Size Coarse
Aggregate by Abrasion and Impact in the
Los Angeles Machine
ASTM C136
(2006) Standard Test Method for Sieve
Analysis of Fine and Coarse Aggregates
ASTM C29/C29M
(2009) Standard Test Method for Bulk
Density ("Unit Weight") and Voids in
Aggregate
ASTM C88
(2013) Standard Test Method for Soundness
of Aggregates by Use of Sodium Sulfate or
Magnesium Sulfate
ASTM D1556
(2007) Density and Unit Weight of Soil in
Place by the Sand-Cone Method
ASTM D1557
(2012) Standard Test Methods for
Laboratory Compaction Characteristics of
Soil Using Modified Effort (56,000
ft-lbf/ft3) (2700 kN-m/m3)
ASTM D2167
(2008) Density and Unit Weight of Soil in
Place by the Rubber Balloon Method
ASTM D2487
(2011) Soils for Engineering Purposes
(Unified Soil Classification System)
ASTM D422
(1963; R 2007; E 2014; E 2014)
Particle-Size Analysis of Soils
ASTM D4318
(2010; E 2014) Liquid Limit, Plastic
Limit, and Plasticity Index of Soils
ASTM D5821
(2013) Standard Test Method for
Determining the Percentage of Fractured
Particles in Coarse Aggregate
ASTM D6938
(2010) Standard Test Method for In-Place
Density and Water Content of Soil and
Soil-Aggregate by Nuclear Methods (Shallow
Depth)
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ASTM D75/D75M
(2014) Standard Practice for Sampling
Aggregates
ASTM E11
(2013) Wire Cloth and Sieves for Testing
Purposes
1.3
DEFINITIONS
For the purposes of this specification, the following definitions apply.
Aggregate Base Course
Aggregate base course (ABC) is well graded, durable aggregate uniformly
moistened and mechanically stabilized by compaction.
1.3.1
Graded-Crushed Aggregate Base Course
Graded-crushed aggregate (GCA) base course is well graded, crushed, durable
aggregate uniformly moistened and mechanically stabilized by compaction.
GCA is similar to ABC, but it has more stringent requirements and it
produces a base course with higher strength and stability.
1.3.2
Degree of Compaction
Degree of compaction required, except as noted in the second sentence, is
expressed as a percentage of the maximum laboratory dry density obtained by
the test procedure presented in ASTM D1557 abbreviated as a percent of
laboratory maximum dry density. Since ASTM D1557 applies only to soils
that have 30 percent or less by weight of their particles retained on the
3/4 inch sieve, the degree of compaction for material having more than 30
percent by weight of their particles retained on the 3/4 inch sieve are
expressed as a percentage of the laboratory maximum dry density in
accordance with AASHTO T 180 Method D and corrected with AASHTO T 224.
1.4
SUBMITTALS
**************************************************************************
NOTE: Review submittal description (SD) definitions
in Section 01 33 00 SUBMITTAL PROCEDURES and edit
the following list to reflect only the submittals
required for the project.
The Guide Specification technical editors have
designated those items that require Government
approval, due to their complexity or criticality,
with a "G." Generally, other submittal items can be
reviewed by the Contractor's Quality Control
System. Only add a “G” to an item, if the submittal
is sufficiently important or complex in context of
the project.
For submittals requiring Government approval on Army
projects, a code of up to three characters within
the submittal tags may be used following the "G"
designation to indicate the approving authority.
Codes for Army projects using the Resident
Management System (RMS) are: "AE" for
Architect-Engineer; "DO" for District Office
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(Engineering Division or other organization in the
District Office); "AO" for Area Office; "RO" for
Resident Office; and "PO" for Project Office. Codes
following the "G" typically are not used for Navy,
Air Force, and NASA projects.
An "S" following a submittal item indicates that the
submittal is required for the Sustainability
Notebook to fulfill federally mandated sustainable
requirements in accordance with Section 01 33 29
SUSTAINABILITY REQUIREMENTS.
Choose the first bracketed item for Navy, Air Force
and NASA projects, or choose the second bracketed
item for Army projects.
**************************************************************************
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for [Contractor Quality Control
approval.] Submit the following in accordance with Section 01 33 00
SUBMITTAL PROCEDURES:
SD-03 Product Data
Plant, Equipment, and Tools
Waybills and Delivery Tickets
SD-06 Test Reports
Sampling and Testing[; G][; G, [_____]]
Field Density Tests[; G][; G, [_____]]
1.5
QUALITY ASSURANCE
Sampling and testing are the responsibility of the Contractor and performed
by a testing laboratory approved in accordance with Section 01 45 00.00 10
QUALITY CONTROL. Work requiring testing will not be permitted until the
testing laboratory has been inspected and approved. Test the materials to
establish compliance with the specified requirements; perform testing at
the specified frequency. The Contracting Officer may specify the time and
location of the tests. Furnish copies of test results to the Contracting
Officer within 24 hours of completion of the tests.
1.5.1
Sampling
Take samples for laboratory testing in conformance with ASTM D75/D75M.
When deemed necessary, the sampling will be observed by the Contracting
Officer.
1.5.2
Tests
Perform the following tests in conformance with the applicable standards
listed.
1.5.2.1
Sieve Analysis
**************************************************************************
NOTE: Testing in accordance with ASTM D422 will be
required when the materials need to be tested for
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the percentage passing the 0.02 mm particle size.
See paragraph Gradation Requirements.
**************************************************************************
Make sieve analysis in conformance with ASTM C117 and ASTM C136. Sieves
shall conform to ASTM E11. [Particle-size analysis of the soils shall also
be completed in conformance with ASTM D422].
1.5.2.2
Liquid Limit and Plasticity Index
Determine liquid limit and plasticity index in accordance with ASTM D4318.
1.5.2.3
Moisture-Density Determinations
**************************************************************************
NOTE: ASTM D1557 will be used for maximum density
determinations, if gradation 3 is used (less than 30
percent retained on the 19 mm (3/4") sieve). AASHTO
T 180, Method D will be used for the maximum density
determinations, if gradations 1 or 2 are used (more
than 30 percent retained on the 19 mm (3/4") sieve).
**************************************************************************
Determine the laboratory maximum dry density and optimum moisture content
in accordance with [ASTM D1557] or [AASHTO T 180, Method D and corrected
with AASHTO T 224].
1.5.2.4
Field Density Tests
Measure field density in accordance with ASTM D1556, ASTM D2167 or
ASTM D6938. [For the method presented in ASTM D1556 use the base plate as
shown in the drawing.] [ For the method presented in ASTM D6938 check the
calibration curves and adjust them, if necessary, using only the sand cone
method as described in paragraph Calibration, of the ASTM publication.
Tests performed in accordance with ASTM D6938 result in a wet unit weight
of soil, and ASTM D6938 shall be used to determine the moisture content of
the soil. The calibration curves furnished with the moisture gauges shall
also be checked along with density calibration checks as described in
ASTM D6938. The calibration checks of both the density and moisture gauges
shall be made by the prepared containers of material method, as described
in paragraph Calibration of ASTM D6938, on each different type of material
being tested at the beginning of a job and at intervals as directed.]
a.
Submit certified copies of test results for approval not less than [30]
[_____] days before material is required for the work.
b.
Submit calibration curves and related test results prior to using the
device or equipment being calibrated.
c.
Submit copies of field test results within [24] [_____] hours after the
tests are performed.
1.5.2.5
Wear Test
Perform wear tests on [ABC] [and] [GCA] course material in conformance with
ASTM C131.
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Soundness
**************************************************************************
NOTE: Retain this paragraph only for graded-crushed
aggregate base course.
**************************************************************************
Perform soundness tests on GCA in accordance with ASTM C88.
Weight of Slag
**************************************************************************
NOTE: This paragraph will be omitted when it is
highly unlikely that slag will be supplied as base
course material.
**************************************************************************
Determine weight per cubic foot of slag in accordance with ASTM C29/C29M on
the [ABC] [and] [GCA] course material.
1.5.3
Testing Frequency
1.5.3.1
Initial Tests
**************************************************************************
NOTE: The 0.02 mm sieve analysis requirements will
be included when frost susceptibility concerns exist.
**************************************************************************
Perform one of each of the following tests, on the proposed material prior
to commencing construction, to demonstrate that the proposed material meets
all specified requirements when furnished. If materials from more than one
source are going to be utilized, this testing shall be completed for each
source.
a.
Sieve Analysis [including the No. 635 sieve].
b.
Liquid limit and plasticity index.
c.
Moisture-density relationship.
d.
Wear.
[ e.
Soundness.]
[ f.
Weight per cubic foot of Slag.]
g.
[_____].
1.5.3.2
In Place Tests
**************************************************************************
NOTE: If recycled concrete aggregate (RCA) is
proposed as an aggregate source, include the last
bracketed sentence
**************************************************************************
Perform each of the following tests on samples taken from the placed and
compacted [ABC] [and] [GCA]. Samples shall be taken and tested at the
rates indicated. [Perform sampling and testing of recycled concrete
aggregate at twice the specified frequency until the material uniformity is
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established.]
a.
Perform density tests on every lift of material placed and at a
frequency of one set of tests for every [ 250 square yards] [_____], or
portion thereof, of completed area.
b.
Perform sieve analysis [including the No. 635 sieve] on every lift of
material placed and at a frequency of one sieve analysis for every [
500 square yards] [_____], or portion thereof, of material placed.
c.
Perform liquid limit and plasticity index tests at the same frequency
as the sieve analysis.
d.
Measure the total thickness of the base course at intervals, in such a
manner as to ensure one measurement for each [500] [_____] square yards
of base course. Measurements shall be made in 3 inch diameter test
holes penetrating the base course.
1.5.4
Approval of Material
Select the source of the material [30] [_____] days prior to the time the
material will be required in the work. Tentative approval of material will
be based on initial test results. Final approval of the materials will be
based on sieve analysis, liquid limit, and plasticity index tests performed
on samples taken from the completed and fully compacted course(s).
1.6
ENVIRONMENTAL REQUIREMENTS
**************************************************************************
NOTE: This paragraph may be deleted in localities
where freezing temperatures do not occur, and
elsewhere when it is definitely known that the work
will not be carried on during periods when such
temperatures are to be expected. Otherwise, this
requirement will be retained, but the protective
measures specified may be modified to suit local
conditions and individual project requirements.
**************************************************************************
Perform construction when the atmospheric temperature is above 35 degrees F.
When the temperature falls below 35 degrees F, protect all completed areas
by approved methods against detrimental effects of freezing. Correct
completed areas damaged by freezing, rainfall, or other weather conditions
to meet specified requirements.
PART 2
2.1
PRODUCTS
PLANT, EQUIPMENT, AND TOOLS
**************************************************************************
NOTE: If desirable, requirements for types of
equipment applicable to methods of construction
based on local conditions will be included.
**************************************************************************
All plant, equipment, and tools used in the performance of the work will be
subject to approval before the work is started and shall be maintained in
satisfactory working condition at all times. Submit a list of proposed
equipment, including descriptive data. Provide adequate equipment having
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the capability of producing the required compaction, meeting grade
controls, thickness control, and smoothness requirements as set forth
herein.
2.2
AGGREGATES
**************************************************************************
NOTE: Material requirements from State or other
local highway agency specifications may be
incorporated in contract documents for constructing
aggregate base course for roads, streets, or similar
use pavements if the following conditions are met:
a. Percentage of material by weight passing the
0.075 mm (No. 200) sieve will not exceed 8.
b. Where local conditions dictate a
non-frost-susceptible material, particles passing
the 0.02 mm particle size will not exceed 3 percent.
c. Portion of the material passing the 0.425 mm
(No. 40) sieve must have a liquid limit not greater
than 25 and a plasticity index not greater than 5.
d. Projects requiring not more than 600 cubic
meters (750 cubic yards) of material must be
approved by the Division Engineer.
e. Projects requiring more than 600 cubic meters
(750 cubic yards) must be approved by AFCEC, Navy
EFD, or TSMCX prior to incorporation in the contract
documents. A copy of the specifications or proper
reference thereto and information regarding traffic
conditions and facilities to be paved will be
submitted to the AFCEC, Navy EFD or TSMCX, with the
request for approval.
f. Materials to be used for GCA must also meet the
specified L.A. Abrasion and Sulfate Soundness
requirements.
g. Rounded aggregates (such as river-run gravel)
will not be allowed since they do not provide
sufficient interlocking action to produce the
desired strengths and durability.
**************************************************************************
Provide [ABC] [and] [GCA] consisting of clean, sound, durable particles of
crushed stone, crushed slag, crushed gravel,[crushed recycled concrete,]
angular sand, or other approved material. [ABC shall be free of lumps of
clay, organic matter, and other objectionable materials or coatings.] [GCA
shall be free of silt and clay as defined by ASTM D2487, organic matter,
and other objectionable materials or coatings.] The portion retained on the
No. 4 sieve is known as coarse aggregate; that portion passing the No. 4
sieve is known as fine aggregate.
2.2.1
Coarse Aggregate
Provide coarse aggregates with angular particles of uniform density.
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the coarse aggregate is supplied from more than one source, aggregate from
each source shall meet the specified requirements and shall be stockpiled
separately.
a.
Crushed Gravel: Crushed gravel manufactured by crushing gravels, and
meets all the requirements specified below.
b.
Crushed Stone: Provide crushed stone consisting of freshly mined
quarry rock, meeting all the requirements specified below.
**************************************************************************
NOTE: Verify the subgrade soil contains less than
0.3 percent of sulfates, to prevent expansive
ettringite reaction with the recycled concrete. See
UFC 3-250-11, Appendix C for testing procedure.
Otherwise, delete recycled concrete option.
Do not permit recycled concrete aggregate (RCA) to
be used in a airfield pavement section without
evaluating for Alkali-Silica Reactivity (ASR). See
IPRF-01-G-002-03-5, "Evaluation, Design and
Construction Techniques for Airfield Concrete
Pavement Used as Recycled Material for Base." For
Air Force porjects, perform risk assessment in
accordance with ETL 07-06, "Risk Assessment
Procedures for Recycling Portland Cement Concrete
(PCC) Suffering From Alkali-Silica Reaction (ASR) in
Airfield Pavement Structures."
**************************************************************************
c.
Crushed Recycled Concrete: Provide crushed recycled concrete
consisting of previously hardened portland cement concrete or other
concrete containing pozzolanic binder material. The recycled material
shall be free of all reinforcing steel, bituminous concrete surfacing,
and any other foreign material and shall be crushed and processed to
meet the required gradations for coarse aggregate. Reject recycled
concrete aggregate exceeding this value. Crushed recycled concrete
must meet all other applicable requirements specified below.
d.
Crushed Slag: Crushed slag is an air-cooled blast-furnace product
having an air dry unit weight of not less than 70 pcf as determined by
ASTM C29/C29M, and meets all the requirements specified below.
Aggregate Base Course
ABC coarse aggregate shall not show more than 50 percent loss when
subjected to the Los Angeles abrasion test in accordance with ASTM C131.
The amount of flat and elongated particles shall not exceed 30 percent. A
flat particle is one having a ratio of width to thickness greater than 3;
an elongated particle is one having a ratio of length to width greater than
3. In the portion retained on each sieve specified, the crushed aggregates
shall contain at least 50 percent by weight of crushed pieces having two or
more freshly fractured faces determined in accordance with ASTM D5821.
When two fractures are contiguous, the angle between planes of the
fractures must be at least 30 degrees in order to count as two fractured
faces. Crushed gravel shall be manufactured from gravel particles 50
percent of which, by weight, are retained on the maximum size sieve listed
in TABLE 1.
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Graded-Crushed Aggregate Base Course
**************************************************************************
NOTE: The percentages of wear and soundness
applicable to the specific job will be specified. A
wear value of 40 will be used except that a value up
to 50 percent may be used where local experience
indicates that the material is satisfactory.
**************************************************************************
GCA coarse aggregate shall not show more than [40] [50] percent loss when
subjected to the Los Angeles abrasion test in accordance with ASTM C131.
GCA coarse aggregate shall not exhibit a loss greater than 18 percent
weighted average, at five cycles, when tested for soundness in magnesium
sulfate, or 12 percent weighted average, at five cycles, when tested in
sodium sulfate in accordance with ASTM C88. The amount of flat and
elongated particles shall not exceed 20 percent for the fraction retained
on the 1/2 inch sieve nor 20 percent for the fraction passing the 1/2 inch
sieve. A flat particle is one having a ratio of width to thickness greater
than 3; an elongated particle is one having a ratio of length to width
greater than 3. In the portion retained on each sieve specified, the
crushed aggregate shall contain at least 90 percent by weight of crushed
pieces having two or more freshly fractured faces determined in accordance
with ASTM D5821. When two fractures are contiguous, the angle between
planes of the fractures must be at least 30 degrees in order to count as
two fractured faces. Crushed gravel shall be manufactured from gravel
particles 90 percent of which by weight are retained on the maximum size
sieve listed in TABLE 1.
2.2.2
Fine Aggregate
Fine aggregates shall be angular particles of uniform density. When the
fine aggregate is supplied from more than one source, aggregate from each
source shall meet the specified requirements.
Aggregate Base Course
ABC fine aggregate shall consist of screenings, angular sand, crushed
recycled concrete fines, or other finely divided mineral matter processed
or naturally combined with the coarse aggregate.
2.2.2.1
Graded-Crushed Aggregate Base Course
**************************************************************************
NOTE: The GCA fine aggregate will be entirely the
product of crushing, but need not be of the same
material crushed for the coarse aggregate. Retain
only the statement describing the method of crushing
desired.
**************************************************************************
Provide GCA fine aggregate consisting of angular particles produced by
crushing stone, slag, [recycled concrete,] or gravel that meets the
requirements for wear and soundness specified for GCA coarse aggregate. [
Fine aggregate shall be produced by crushing only particles larger than No.
4 sieve in size. The fine aggregate shall contain at least 90 percent by
weight of particles having two or more freshly fractured faces in the
portion passing the No. 4 sieve and retained on the No. 10 sieve, and in
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the portion passing the No. 10 sieve and retained on the No. 40 sieve.]
[Fine aggregate shall be manufactured from gravel particles 95 percent of
which by weight are retained on the 1/2 inch sieve.]
2.2.3
Gradation Requirements
**************************************************************************
NOTE: Specify the gradation or gradations
applicable to the specific job. The maximum size of
aggregates will be specified in the blank space.
The frost susceptibility requirement will be deleted
in areas where the material is not subject to frost
action. On the basis of local conditions, the
percentage passing the 0.075 mm (No. 200) sieve may
be further restricted to help control the amount of
particles passing the 0.02 mm (No. 635) particle
size. However, the cleaner gradations can have
reduced stability. If more than one gradation is
maintained, the designer must edit this
specification and/or the project drawings to make
sure it is evident where these different gradations
are to be used.
**************************************************************************
Apply the specified gradation requirements to the completed base course.
The aggregates shall be continuously well graded within the limits
specified in TABLE 1. Sieves shall conform to ASTM E11.
TABLE 1.
GRADATION OF AGGREGATES
Percentage by Weight Passing Square-Mesh Sieve
Sieve Designation
No. 2
No. 3
2 inch
100
---
---
1-1/2 inch
70-100
100
---
1 inch
45-80
60-100
100
1/2 inch
30-60
30-65
40-70
No. 4
20-50
20-50
20-50
No. 10
15-40
15-40
15-40
No. 40
5-25
5-25
5-25
No. 200
0-8
0-8
0-8
NOTE 1: Particles having diameters less than No. 635 shall not be in
excess of 3 percent by weight of the total sample tested.
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TABLE 1.
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GRADATION OF AGGREGATES
Percentage by Weight Passing Square-Mesh Sieve
Sieve Designation
No. 2
No. 3
NOTE 2: The values are based on aggregates of uniform specific gravity.
If materials from different sources are used for the coarse and fine
aggregates, they shall be tested in accordance with ASTM C127 and
ASTM C128 to determine their specific gravities. If the specific
gravities vary by more than 10 percent, the percentages passing the
various sieves shall be corrected as directed by the Contracting Officer.
2.3
LIQUID LIMIT AND PLASTICITY INDEX
**************************************************************************
NOTE: Aggregate should be nonplastic or as nearly
so as possible. Values shown are the absolute
maximum allowable values for liquid limit and
plasticity index.
**************************************************************************
Apply liquid limit and plasticity index requirements to the completed
course and to any component that is blended to meet the required
gradation. The portion of any component or of the completed course passing
the No. 40 sieve shall be either nonplastic or have a liquid limit not
greater than 25 and a plasticity index not greater than 5.
PART 3
3.1
EXECUTION
GENERAL REQUIREMENTS
When the [ABC] [or] [GCA] is constructed in more than one layer, clean the
previously constructed layer of loose and foreign matter by sweeping with
power sweepers or power brooms, except that hand brooms may be used in
areas where power cleaning is not practicable. Provide adequate drainage
during the entire period of construction to prevent water from collecting
or standing on the working area. Provide line and grade stakes as
necessary for control. Grade stakes shall be in lines parallel to the
centerline of the area under construction and suitably spaced for string
lining.
3.2
OPERATION OF AGGREGATE SOURCES
**************************************************************************
NOTE: Investigate the availability of
Government-owned aggregate source that meets the
specification requirement. If none is available,
delete material in the brackets.
**************************************************************************
Clearing, stripping, and excavating are the responsibility of the
Contractor. Operate the aggregate sources to produce the quantity and
quality of materials meeting the specified requirements in the specified
time limit. [Upon completion of the work, the aggregate sources on
Government property shall be conditioned to drain readily and shall be left
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in a satisfactory condition.]Aggregate sources on private lands shall be
conditioned in agreement with local laws or authorities.
3.3
STOCKPILING MATERIAL
**************************************************************************
NOTE: In cases where material previously stockpiled
under a separate contract is utilized in the
construction of the base course, this requirement
will be included in the specifications. When
applicable, a separate item of work will be shown in
the bid schedule to provide for the use of
previously stockpiled materials.
**************************************************************************
Clear and level storage sites prior to stockpiling of material. Stockpile
all materials, including approved material available from excavation and
grading, in the manner and at the locations designated. Aggregates shall
be stockpiled on the cleared and leveled areas designated by the
Contracting Officer to prevent segregation. Materials obtained from
different sources shall be stockpiled separately.
3.4
PREPARATION OF UNDERLYING COURSE
**************************************************************************
NOTE: Only the reference to the specification
section that covers the preparation of the
underlying course will be retained; other references
will be deleted. The surface of the cohesionless
subgrade or subbase may require stabilization prior
to placement of the base course. This may be
accomplished by compacting a layer of crushed
aggregate into the surface. It may also be obtained
by methods based on local experience. The additional
crushed aggregate will be considered as part of the
underlying course and may be paid for or included in
the specification section that covers the
preparation of subgrade or subbase for the
particular project.
**************************************************************************
Prior to constructing the base course(s), the underlying course or subgrade
shall be cleaned of all foreign substances. At the time of construction of
the base course(s), the underlying course shall contain no frozen
material. The surface of the underlying course or subgrade shall meet
specified compaction and surface tolerances. The underlying course shall
conform to [Section 31 00 00 EARTHWORK][Section 32 11 16 SUBBASE COURSES].
Ruts or soft yielding spots in the underlying courses, areas having
inadequate compaction, and deviations of the surface from the requirements
set forth herein shall be corrected by loosening and removing soft or
unsatisfactory material and by adding approved material, reshaping to line
and grade, and recompacting to specified density requirements. For
cohesionless underlying courses containing sands or gravels, as defined in
ASTM D2487, the surface shall be stabilized prior to placement of the base
course(s). Stabilization shall be accomplished by mixing [ABC] [or] [GCA]
into the underlying course and compacting by approved methods. The
stabilized material shall be considered as part of the underlying course
and shall meet all requirements of the underlying course. The finished
underlying course shall not be disturbed by traffic or other operations and
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shall be maintained in a satisfactory condition until the base course is
placed.
3.5
3.5.1
INSTALLATION
Mixing the Materials
**************************************************************************
NOTE: More details of applicable methods of
placing, mixing, and spreading will be included when
appropriate.
**************************************************************************
Mix the coarse and fine aggregates in a stationary plant, or in a traveling
plant or bucket loader on an approved paved working area. Make adjustments
in mixing procedures or in equipment, as directed, to obtain true grades,
to minimize segregation or degradation, to obtain the required water
content, and to insure a satisfactory base course meeting all requirements
of this specification.
3.5.2
Placing
Place the mixed material on the prepared subgrade or subbase in layers of
uniform thickness with an approved spreader. When a compacted layer 6
inches or less in thickness is required, place the material in a single
layer. When a compacted layer in excess of 6 inches is required, place the
material in layers of equal thickness. No layer shall be thicker than 6
inches or thinner than 3 inches when compacted. The layers shall be so
placed that when compacted they will be true to the grades or levels
required with the least possible surface disturbance. Where the base
course is placed in more than one layer, the previously constructed layers
shall be cleaned of loose and foreign matter by sweeping with power
sweepers, power brooms, or hand brooms, as directed. Such adjustments in
placing procedures or equipment shall be made as may be directed to obtain
true grades, to minimize segregation and degradation, to adjust the water
content, and to insure an acceptable base course.
3.5.3
Grade Control
The finished and completed base course shall conform to the lines, grades,
and cross sections shown. Underlying material(s) shall be excavated and
prepared at sufficient depth for the required base course thickness so that
the finished base course and the subsequent surface course will meet the
designated grades.
3.5.4
Edges of Base Course
**************************************************************************
NOTE: The extra width of material is provided for a
working platform during construction. This will
provide the paving equipment a solid surface to
track on and will help ensure a smoother pavement.
**************************************************************************
The base course(s) shall be placed so that the completed section will be a
minimum of [2] [_____] feet wider, on all sides, than the next layer that
will be placed above it. Additionally, place approved fill material along
the outer edges of the base course in sufficient quantities to compact to
the thickness of the course being constructed, or to the thickness of each
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layer in a multiple layer course, allowing in each operation at least a 2
foot width of this material to be rolled and compacted simultaneously with
rolling and compacting of each layer of base course. If this base course
material is to be placed adjacent to another pavement section, then the
layers for both of these sections shall be placed and compacted along this
edge at the same time.
3.5.5
Compaction
**************************************************************************
NOTE: Appropriate percentage will be inserted in
the first bracketed blank. Cohesionless materials
are often free-draining; as such, the optimum water
content is normally limited to the maximum water
content the material will retain. This is usually
evidenced by free water running from the mold during
compaction testing.
**************************************************************************
Compact each layer of the base course, as specified, with approved
compaction equipment. Maintain water content during the compaction
procedure to within plus or minus [2] [_____] percent of the optimum water
content determined from laboratory tests as specified in this Section.
Begin rolling at the outside edge of the surface and proceed to the center,
overlapping on successive trips at least one-half the width of the roller.
Alternate trips of the roller shall be slightly different lengths. Speed
of the roller shall be such that displacement of the aggregate does not
occur. In all places not accessible to the rollers, the mixture shall be
compacted with hand-operated power tampers. Continue compaction until each
layer has a degree of compaction that is at least [100] [_____] percent of
laboratory maximum density through the full depth of the layer. Make such
adjustments in compacting or finishing procedures as may be directed to
obtain true grades, to minimize segregation and degradation, to reduce or
increase water content, and to ensure a satisfactory base course. Any
materials that are found to be unsatisfactory shall be removed and replaced
with satisfactory material or reworked, as directed, to meet the
requirements of this specification.
3.5.6
Thickness
**************************************************************************
NOTE: When base courses are constructed less than
150 mm (6 inches) in total thickness, a deficiency
of 13 mm (1/2 inch) in thickness of any area of such
paving is considered excessive. Applicable to job
conditions, the thickness-tolerance provisions may
be modified as required, restricting all
deficiencies to not over 6 mm (1/4 inch).
**************************************************************************
Construct the compacted thickness of the base course as indicated. No
individual layer shall be thicker than 6 inches nor be thinner than 3 inches
in compacted thickness. The total compacted thickness of the base
course(s) shall be within 1/2 inch of the thickness indicated. Where the
measured thickness is more than 1/2 inch deficient, correct such areas by
scarifying, adding new material of proper gradation, reblading, and
recompacting as directed. Where the measured thickness is more than 1/2
inch thicker than indicated, the course shall be considered as conforming
to the specified thickness requirements. Average job thickness shall be
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the average of all thickness measurements taken for the job, but shall be
within 1/4 inch of the thickness indicated. The total thickness of the
base course shall be measured at intervals in such a manner as to ensure
one measurement for each [500] [_____] square yards of base course.
Measurements shall be made in 3 inch diameter test holes penetrating the
base course.
Proof Rolling
**************************************************************************
NOTE: Drawings should be checked to ensure that any
supplementary information required by this paragraph
has been shown and that there is no conflict between
the drawings and the specifications.
Proof rolling is only applicable for flexible
airfield pavement (see UFC 3-260-02). This
paragraph will be deleted from all project
specifications for courses under road pavement and
under rigid airfield pavement unless it is
specifically required by the design engineer. Proof
rolling is not needed for airfield shoulder
pavements.
Air Force Bases: Proof roll each layer of base
course of Type A traffic areas and the center 23
meters (75 feet) of heavy, modified heavy, and
medium load runways with 30 coverages.
Navy and Marine Corps Airfields: Proof roll top of
completed base course on center 12 meters (40 feet)
of taxiways and on center 30.5 meters (100 feet) of
runways with 8 coverages. Apply 4 coverages to all
other paved areas, exclusive of runway overrun and
blast protection areas.
Army Airfields: On Class IV airfields with runways
greater than 1525 meters (5000 feet), proof roll
each layer of base course in Type A traffic areas
and center 23 meters (75 feet) of runways with 30
coverages.
**************************************************************************
Proof rolling of the areas indicated shall be in addition to the compaction
specified and shall consist of the application of [_____] coverages with a
heavy pneumatic-tired roller having four or more tires, each loaded to a
minimum of 30,000 pounds and inflated to a minimum of 125 psi. In areas
designated, apply proof rolling to the top of the underlying material on
which the base course is laid and to each layer of base course [top of the
completed [ABC] [GCA] course]. Maintain water content of the underlying
material at optimum or at the percentage directed from start of compaction
to completion of proof rolling of that layer. Water content of each layer
of the base course shall be maintained at the optimum percentage directed
from start of compaction to completion of proof rolling. Any base course
materials or any underlying materials that produce unsatisfactory results
by proof rolling shall be removed and replaced with satisfactory materials,
recompacted and proof rolled to meet these specifications.
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Finishing
The surface of the top layer of base course shall be finished after [final
compaction] [and] [proof rolling] by cutting any overbuild to grade and
rolling with a steel-wheeled roller. Thin layers of material shall not be
added to the top layer of base course to meet grade. If the elevation of
the top layer of base course is 1/2 inch or more below grade, then the top
layer should be scarified to a depth of at least 3 inches and new material
shall be blended in [and compacted] [, compacted and proof rolled] to bring
to grade. Adjustments to rolling and finishing procedures shall be made as
directed to minimize segregation and degradation, obtain grades, maintain
moisture content, and insure an acceptable base course. Should the surface
become rough, corrugated, uneven in texture, or traffic marked prior to
completion, the unsatisfactory portion shall be scarified, reworked and
recompacted or it shall be replaced as directed.
3.5.8
Smoothness
The surface of the top layer shall show no deviations in excess of 3/8 inch
when tested with a 12 foot straightedge. Take measurements in successive
positions parallel to the centerline of the area to be paved. Measurements
shall also be taken perpendicular to the centerline at [50] [_____] foot
intervals. Deviations exceeding this amount shall be corrected by removing
material and replacing with new material, or by reworking existing material
and compacting it to meet these specifications.
3.6
TRAFFIC
**************************************************************************
NOTE: Traffic will not be allowed on any base
course placed for airfield pavements. For roads,
traffic should only be allowed on the base courses
when it cannot be diverted elsewhere; but
precautions should be taken to limit the traffic and
keep heavy equipment off. Any damage caused by
traffic should be repaired to meet these
specification requirements. Designer will choose
the appropriate bracketed information.
**************************************************************************
[Do not allow traffic on the completed base course.] [Completed portions
of the base course may be opened to limited traffic, provided there is no
marring or distorting of the surface by the traffic. Heavy equipment shall
not be permitted except when necessary to construction, and then the area
shall be protected against marring or damage to the completed work.]
3.7
MAINTENANCE
Maintain the base course in a satisfactory condition until the full
pavement section is completed and accepted. Maintenance shall include
immediate repairs to any defects and shall be repeated as often as
necessary to keep the area intact. Any base course that is not paved over
prior to the onset of winter, shall be retested to verify that it still
complies with the requirements of this specification. Any area of base
course that is damaged shall be reworked or replaced as necessary to comply
with this specification.
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DISPOSAL OF UNSATISFACTORY MATERIALS
Dispose of any unsuitable materials that must be removed [outside the
limits of Government-controlled land] [as directed] [in waste disposal
areas indicated]. No additional payments will be made for materials that
must be replaced.
-- End of Section --
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**************************************************************************
USACE / NAVFAC / AFCEC / NASA
UFGS-32 11 33 (August 2008)
--------------------------Preparing Activity: NAVFAC
Superseding
UFGS-32 11 33 (April 2006)
UNIFIED FACILITIES GUIDE SPECIFICATIONS
References are in agreement with UMRL dated October 2014
**************************************************************************
SECTION 32 11 33
CEMENT STABILIZED [BASE] [SUBBASE] COURSE AT AIRFIELDS AND ROADS
**************************************************************************
NOTE: This guide specification covers the
requirements for portland cement-stabilized base or
subbase for airfields, roads and streets.
Adhere to UFC 1-300-02 Unified Facilities Guide
Specifications (UFGS) Format Standard when editing
this guide specification or preparing new project
specification sections. Edit this guide
specification for project specific requirements by
adding, deleting, or revising text. For bracketed
items, choose applicable items(s) or insert
appropriate information.
Remove information and requirements not required in
respective project, whether or not brackets are
present.
Comments, suggestions and recommended changes for
this guide specification are welcome and should be
submitted as a Criteria Change Request (CCR).
**************************************************************************
**************************************************************************
NOTE: The following information should be shown on
the project drawings:
1. Location, type and thickness of base and subbase
materials.
2. Location of on-site aggregate sources when
applicable.
**************************************************************************
PART 1
1.1
GENERAL
REFERENCES
**************************************************************************
NOTE: This paragraph is used to list the
publications cited in the text of the guide
specification. The publications are referred to in
the text by basic designation only and listed in
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this paragraph by organization, designation, date,
and title.
Use the Reference Wizard's Check Reference feature
when you add a RID outside of the Section's
Reference Article to automatically place the
reference in the Reference Article. Also use the
Reference Wizard's Check Reference feature to update
the issue dates.
References not used in the text will automatically
be deleted from this section of the project
specification when you choose to reconcile
references in the publish print process.
**************************************************************************
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by the
basic designation only.
AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS
(AASHTO)
AASHTO M 81
(1992; R 2008) Standard Specification for
Cutback Asphalt (Rapid-Curing Type)
AASHTO M 82
(1975; R 2008) Standard Specification for
Cutback Asphalt (Medium-Curing Type)
ASTM INTERNATIONAL (ASTM)
ASTM C117
(2013) Standard Test Method for Materials
Finer than 75-um (No. 200) Sieve in
Mineral Aggregates by Washing
ASTM C136
(2006) Standard Test Method for Sieve
Analysis of Fine and Coarse Aggregates
ASTM C150/C150M
(2012) Standard Specification for Portland
Cement
ASTM D1140
(2000; R 2006) Amount of Material in Soils
Finer than the No. 200 (75-micrometer)
Sieve
ASTM D1556
(2007) Density and Unit Weight of Soil in
Place by the Sand-Cone Method
ASTM D1557
(2012) Standard Test Methods for
Laboratory Compaction Characteristics of
Soil Using Modified Effort (56,000
ft-lbf/ft3) (2700 kN-m/m3)
ASTM D1632
(2007) Making and Curing Soil-Cement
Compression and Flexure Test Specimens in
the Laboratory
ASTM D1633
(2000; R 2007) Compressive Strength of
Molded Soil-Cement Cylinders
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ASTM D2027/D2027M
(2013) Cutback Asphalt (Medium-Curing Type)
ASTM D2028/D2028M
(2010) Cutback Asphalt (Rapid-Curing Type)
ASTM D420
(1998; R 2003) Site Characterization for
Engineering Design, and Construction
Purposes
ASTM D4318
(2010; E 2014) Liquid Limit, Plastic
Limit, and Plasticity Index of Soils
ASTM D558
(2011) Moisture-Density (Unit Weight)
Relations of Soil-Cement Mixtures
ASTM D560
(2003) Freezing and Thawing Compacted
Soil-Cement Mixtures
ASTM D6938
(2010) Standard Test Method for In-Place
Density and Water Content of Soil and
Soil-Aggregate by Nuclear Methods (Shallow
Depth)
ASTM D75/D75M
(2014) Standard Practice for Sampling
Aggregates
NATIONAL INSTITUTE FOR OCCUPATIONAL SAFETY AND HEALTH (NIOSH)
NIOSH 81-123
1.2
(1981) Occupational Health Guideline for
Chemical Hazards, (Vols. 1, 2, and 3)
SUBMITTALS
**************************************************************************
NOTE: Review Submittal Description (SD) definitions
in Section 01 33 00 SUBMITTAL PROCEDURES and edit
the following list to reflect only the submittals
required for the project.
The Guide Specification technical editors have
designated those items that require Government
approval, due to their complexity or criticality,
with a "G". Generally, other submittal items can be
reviewed by the Contractor's Quality Control
System.
Only add a “G” to an item, if the
submittal is sufficiently important or complex in
context of the project.
For submittals requiring Government approval on Army
projects, a code of up to three characters within
the submittal tags may be used following the "G"
designation to indicate the approving authority.
Codes for Army projects using the Resident
Management System (RMS) are: "AE" for
Architect-Engineer; "DO" for District Office
(Engineering Division or other organization in the
District Office); "AO" for Area Office; "RO" for
Resident Office; and "PO" for Project Office. Codes
following the "G" typically are not used for Navy,
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Air Force, and NASA projects.
An "S" following a submittal item indicates that the
submittal is required for the Sustainability
Notebook to fulfill federally mandated sustainable
requirements in accordance with Section 01 33 29
SUSTAINABILITY REQUIREMENTS.
Choose the first bracketed item for Navy, Air Force
and NASA projects, or choose the second bracketed
item for Army projects.
**************************************************************************
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are [for Contractor Quality Control
approval.][for information only. When used, a designation following the
"G" designation identifies the office that will review the submittal for
the Government.]
Submit the following in accordance with Section 01 33 00
SUBMITTAL PROCEDURES:
SD-04 Samples
[
Subbase aggregate
][
Base course aggregate
][
Flexible pavement base course
][
Rigid pavement base course
]
Submit duplicate samples of material to be subjected to field
testing, as required in paragraph entitled "Field Sampling and
Testing." Select the source(s) and provide sample of the
aggregate listed above before the materials are required for mix
design. [Submit duplicate samples for approval at least 30 days
prior to start of work. Do not use aggregate prior to receiving
written approval of the samples]. Investigate new sources in
accordance with ASTM D420. Take samples from pits, borrow areas,
stockpiles or other locations in conformance with ASTM D75/D75M
and test. For determining optimum moisture content and maximum
density, samples of the blended mixture(s) shall be representative
of the processing area before addition of cement.
**************************************************************************
NOTE: Select the type of base or subbase for the
required construction: airfields, roads, and
streets.
**************************************************************************
SD-05 Design Data
**************************************************************************
NOTE: Specify at least 28 days for approval of mix
designs. Identify the type of stabilized course.
**************************************************************************
**************************************************************************
NOTE: In wet-dry and freeze-thaw conditions, cement
may be added to the above composite materials to
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obtain stability and load-carrying capacity as
measured by the compressive strength, however:
(1) If high quality granular materials are not
available, the use of substandard materials fully
stabilized with cement is acceptable. For such
materials, the amount of cement should be determined
by ASTM test methods of wetting-and-drying, and/or
freezing-and-thawing. Marginal materials having
high plasticity or otherwise undesirable
characteristics, should be carefully evaluated based
on a percent weight loss not to exceed 14 percent as
determined by ASTM D559 or ASTM D560. Gradations
shall be limited to not more than 45 percent of the
material should be retained on the No. 4 sieve, and
the maximum size of materials limited to one or 3/4
inch.
(2) If the soil and aggregate mixture meet the
requirements of the gradations given, the use of the
test procedures in accordance with ASTM D559 and
ASTM D560 may be waived and the required amount of
cement may be determined on the basis of compressive
strength. Maximum size of material for base course
is usually limited to 1 1/2 inches, with between 30
and 45 percent retained on the No. 4 sieve. When
freezing-and-thawing or wetting-and-drying does not
occur in a specific location, the freeze-thaw test
is valuable in that the test will indicate the
internal structural weakness of the
soil-cement-aggregate mixture, which otherwise
appears more slowly under natural-occurring
temperature or moisture fluctuations above the
freezing point. The freeze-thaw and wet-dry tests
determine the minimum cement content required to
produce a structural material that will resist
damage due to volume changes and are not meant to
simulate specific climate environments.
(3) NOTE FOR TABLE I: Use Table I and Gradation
(1) as a requirement of import materials for
airfield or major road or street applications. For
non-critical applications, design an applicable
gradation [(2)] dependent upon the availability of
local materials, or delete Table 1 in its entirety.
**************************************************************************
Mix design
Job-mix formula
Submit a contractor-furnished mix design [thirty] [_____] days
prior to commencement of work. After receiving approval of the
mix design, submit a job-mix formula.
SD-06 Test Reports
**************************************************************************
NOTE: Specify test reports for soil-cement loss if
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such tests are required at paragraph entitled
"Weight Loss of Specimens."
**************************************************************************
Aggregate plasticity index
Sieve analysis of aggregate
Compressive strength
[
Soil-cement weight loss
][
Aggregate percentage of wear
][
Existing soil moisture-density]
Liquid limit of aggregates
Plasticity index of aggregates
Sieve analysis of combined material
Compressive strength of soil aggregate material
Optimum moisture content and maximum density
Submit results of ASTM C136 sieve analysis and ASTM D1633
compressive strength testing.
SD-07 Certificates
Portland cement
Location of aggregate source
Method of installation
Construction equipment list
1.3
1.3.1
DELIVERY AND STORAGE
Cement
Store cement immediately upon receipt. Store cement in bags on pallets in
an airtight and weatherproof structure. Elevate pallets above surface a
distance sufficient to prevent the absorption of moisture. Stack bags
close together to reduce circulation of air, but do not stack against
outside walls. The manner of storage shall permit easy access for
inspection and identification of each shipment. Transfer bulk cement to
elevated airtight and weatherproof bins. Cement shall be free-flowing and
free of lumps. Test cement that has been in storage longer than 6 months
by standard mortar tests or loss on ignition test and use such cement only
with approval of the Contracting Officer. Show the date of receipt of
shipment on each bag of cement.
1.3.2
Aggregates
Store aggregates in a manner to minimize segregation and contamination. To
prevent the inclusion of contaminants, store aggregates on surfaces covered
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with tightly laid wooden planks, sheet metal, or other hard and clean
material. Store aggregates of different sizes in separate piles. Form
stockpiles of coarse aggregates by spreading the materials in horizontal
layers not exceeding 5 feet in depth. Stockpiling may be the single-core
type, cast and spread type or truck-dumped type. Should the coarse
aggregates become segregated, re-mix the stockpile to conform to specified
grading requirements. Aggregate obtained from below existing watertable
shall be drained before use.
1.3.3
Curing Materials
Deliver curing materials in original sealed containers showing trade name,
specification number and manufacturer's name. Store in a manner that will
prevent damage and contamination.
1.4
ENVIRONMENTAL CONDITIONS
Do not construct [base] [subbase] when weather conditions will
detrimentally affect quality of the finished course. Apply cement when the
ambient temperature is a minimum of 40 degrees F and rising. Do not apply
cement to aggregate materials that are frozen or contain frost. If ambient
temperature falls below 40 degrees F, protect completed cement-treated
areas against freezing. Reprocess, reshape, and recompact damaged
material. Provide drainage to prevent water from collecting or standing
stabilized areas, and on the pulverized, mixed, or partially mixed
materials.
1.5
1.5.1
QUALITY ASSURANCE
Required Data
Submit location of aggregate source in writing. Do not construe Government
approval of samples as approval of the source of the samples. Submit a
construction equipment list, and method of proportioning, spreading,
compacting and curing to be used, [thirty] [_____] days prior to
commencement of work.
PART 2
2.1
PRODUCTS
CEMENT
**************************************************************************
NOTE: Specify the type of cement, as required.
Example: When base materials are in contact with
soils having a moderate sulfate content (exceeding
0.20 percent or 2000 ppm), specify Type II, low
alkali cement.
**************************************************************************
ASTM C150/C150M, [Type I] [Type I or II] [Type II, low alkali]or
ASTM C595/C595M[Type IP] [Type I PM].
2.2
AGGREGATE MATERIALS
**************************************************************************
NOTE: Select the type of base or subbase for the
required construction: airfields, roads, and
streets.
**************************************************************************
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Subbase Aggregate
**************************************************************************
NOTE: Choose this paragraph or the paragraph and
subparagraphs below, entitled "Base Course
Aggregate."
**************************************************************************
**************************************************************************
NOTE: Select gradation requirements and other soil
index values appropriate for base course or subbase
course materials. Where high quality granular
materials are not available, select materials which
may be available on, or adjacent to, the project
site. Aggregate should be clean and free from
vegetable matter and other deleterious substances.
Also aggregates may be imported from local or
commercial sources. Material should consist of
sand-clay mixtures; gravel; crushed stone, slag or
gravel; or combinations of the above. Percentage of
wear should not exceed 50 percent; dry unit weight
of slag should not be less than 65 pounds per cubic
foot; liquid limits and plasticity indexes for
flexible or rigid pavements should be in accordance
with second technical "NOTE" in paragraph entitled
"SD-05, Design Data."
**************************************************************************
Select aggregate materials which conform to ASTM D2487, classified as GW,
GP, GM, GC, SW, SM, SC, SP or combination(s) thereof except as modified.
Sample materials in accordance with ASTM D75/D75M. Plasticity index shall
not exceed 12 or liquid limit not more than 21 when tested in accordance
with ASTM D4318. [Dry weight of air cooled, blast-furnace slag shall be
not less than [65] [70] [_____] pounds per cubic foot in accordance with
ASTM C29/C29M]. Perform sieve analysis in accordance with ASTM C117 AND
ASTM C136. Conform to the following gradation limits:
TABLE I
Sieve Designation
Percent by Weight Passing
(1)
[(2)]
No. 4
55 - 100
[_____]
No. 10
36 - 60
[_____]
3 - 20
[_____]
No. 100
][2.2.1
Base Course Aggregate
**************************************************************************
NOTE: Choose this paragraph and subparagraphs or
the paragraph above, entitled "Subbase Aggregate."
**************************************************************************
**************************************************************************
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NOTE: Select gradation requirements and other soil
index values appropriate for base course or subbase
course materials. Where high quality granular
materials are not available, select materials which
may be available on, or adjacent to, the project
site. Aggregate should be clean and free from
vegetable matter and other deleterious substances.
Also aggregates may be imported from local or
commercial sources. Material should consist of
sand-clay mixtures; gravel; crushed stone, slag or
gravel; or combinations of the above. Percentage of
wear should not exceed 50 percent; dry unit weight
of slag should not be less than 65 pounds per cubic
foot; liquid limits and plasticity indexes for
flexible or rigid pavements should be in accordance
with second technical "NOTE" in paragraph entitled
"SD-05, Design Data."
**************************************************************************
[Crushed] [and] [uncrushed] coarse and fine aggregate. Sample materials in
accordance with ASTM D75/D75M. Material passing the No. 40 sieve shall
have a maximum liquid limit of [25] [_____] and a maximum plasticity index
of 12 in accordance with ASTM D4318. The aggregate sand equivalent is to
exceed 18. Perform sieve analysis in accordance with ASTM C117 and
ASTM C136.
[2.2.1.1
Flexible Pavement Base Course
**************************************************************************
NOTE: Choose this subparagraph or the subparagraph
below, entitled "Rigid Pavement Base Course" when
using the paragraph above, entitled "Base Course
Aggregate."
**************************************************************************
Plasticity index of less than [6] [_____] and liquid limit less than [25]
[_____] in accordance with ASTM D4318. [Percentage of wear less than [50]
[_____] percent in accordance with ASTM C131.]
][2.2.1.1
Rigid Pavement Base Course
Plasticity index of less than [8] [_____] and liquid limit less than [25]
[_____] in accordance with ASTM D4318.
]2.2.1.2
Gradation of Aggregate
**************************************************************************
NOTE: Aggregate for use in Gradation (1) of Table
II when mixed with Type II modified portland cement
in an amount not to exceed 5 percent by weight of
the dry aggregate and compacted at optimum moisture
content, the minimum compressive strength of the
compacted mixture shall be 750 psi at 7 days.
Aggregate for use in Gradation (2) of Table II
cement treated base shall have a compressive
strength of 250 psi before mixing with Type II
modified portland cement in an amount not to exceed
2 1/2 percent by weight of the dry aggregate and
compacted at optimum moisture content to a minimum
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compressive strength of 600 psi at 7 days. For
specially designed gradations, [(3)], of Table II,
see second technical "NOTE" in paragraph entitled
"Cement Content."
**************************************************************************
Conform to the following:
TABLE I
Sieve Designation
Percent by Weight Passing
(1)
3 inch
2 1/2 inch
(2)
[(3)]
100
[_____]
90-100
[_____]
2 inch
[_____]
1 1/2 inch
[_____]
1 inch
3/4 inch
100
[_____]
0-100
[_____]
1/2 inch
No. 4
[_____]
5-70
55-70
No. 10
[_____]
No. 30
2-55
[_____]
No. 40
[_____]
No. 200
]2.3
[_____]
3-15
3-20
[_____]
WATER
Provide potable, clean, fresh and free from injurious amounts of oils,
acid, salt, alkali, organic matter and other substances deleterious to the
hardening of soil-cement.
2.4
CEMENT-TREATED [BASE] [SUBBASE]
**************************************************************************
NOTE: Select the type of base or subbase for the
required construction: airfields, roads, and
streets.
**************************************************************************
Uniformly blend aggregates and cement together, mixed with water. Provide
cement treated [base] [subbase] produced with the following characteristics:
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Compressive Strength
**************************************************************************
NOTE: Determine the load capacity requirements of
the base. Select method (freeze-thaw method is more
critical) for determining cement contents for
soil-aggregate mixtures based on the nature of the
available soil materials, climate conditions
(wet-dry or freeze-thaw), and base requirements. For
substandard granular materials, select wet-dry
and/or freeze-thaw tests for mix design and the
cement contents to determine if the hardened
cement-treated materials will remain hard or soften
from exposure to severe moisture variations and
alternate freezing and thawing conditions. Specify
compressive strength tests to evaluate the hardened
characteristics of the soil-cement mixtures. Site
investigation is necessary to determine the nature
of existing on-site materials, and, if necessary,
the availability and need of imported select
materials. The specifier should insure that the
following information is covered:
(1) Identify the type of base in the project
specification and on the drawings.
(2) Specify the type or quality of the aggregate or
soil-aggregate material before cement is added.
(3) Specify test methods for determining the exact
percentage of cement required for the select
materials. Establish criteria for selecting the
cement content to produce hard, durable cement
stabilized base or subbase course. For substandard
materials, specify maximum soil-cement losses for
specimens tested that contain two or more different
cement contents at 12 cycles of wetting-and-drying
test or freezing-and-thawing test. For all types of
material, specify compressive strength
determinations of soil-cement mixtures for
preparation of mix design and for field control
tests. (Minimum unconfined compressive strengths:
300 psi for subbase and 650 psi for base course.
See MIL-HDBK-1021/4).
**************************************************************************
Unconfined compressive strength, at optimum moisture content, a minimum of [
650300] psi [_____] at 7 days when tested in accordance with ASTM D1633.
2.4.2
Cement Content
**************************************************************************
NOTE: Select the applicable paragraph(s) from the
following:
**************************************************************************
[ When blended with soil aggregates and water, mixture shall meet the
indicated compressive strength not to exceed [[_____] percent of cement by
weight of drying aggregate for base] [and] [[_____] percent of cement by
weight of dry aggregate for subbase].
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]
**************************************************************************
NOTE: Use this paragraph when the cement content is
known or can be approximated by verification from
local material sources. If such information is not
available, substitute with an appropriate basis of
bid paragraph or use unit prices. When conditions
are favorable cement content may be as low as 1 1/2
percent of weight of dry aggregate. Should design
requirements for cement content be higher than 4
percent for subbase and 6 percent for base course,
compare and consider other more cost effective means
of accomplishment. Alternate or additive treatments
with lime, fly ash, filter cloth etc. should also be
considered. Compressive strength minima/maxima
indicated in second technical "NOTE" in paragraph
entitled "SD-05, Design Data."
**************************************************************************
[ When blended with imported aggregates and water, mixture is to meet
indicated compressive strength while not exceeding [[6] [_____] percent of
cement by weight of aggregate for base][[3] [_____] percent of cement by
weight of aggregate for subbase].
]2.4.3
Weight Loss of Specimens
**************************************************************************
NOTE: Select the applicable paragraph(s) from the
following:
**************************************************************************
**************************************************************************
NOTE: Select both of these tests together, or use
the freeze-thaw test only (it is the more critical).
**************************************************************************
[ Less than 14 percent when subjected to 12 cycles of wet-dry tests in
accordance with ASTM D559.
]
**************************************************************************
NOTE: Select both of these tests together, or use
the freeze-thaw test only (it is the more critical).
**************************************************************************
[ Less than 14 percent when subjected to 12 cycles of freeze-thaw tests in
accordance with ASTM D560.
]2.5
MIX DESIGN
**************************************************************************
NOTE: Specify 7-day compressive tests when
high-quality granular materials are specified.
However, if available materials have between 37 and
63 percent retained on the No. 4 sieve or if
materials are substandard in quality (cohesive) or
are excessive in fines, specify freezing and thawing
(ASTM D560) tests in conjunction with compressive
tests.
**************************************************************************
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**************************************************************************
NOTE: Select the type of base or subbase for the
required construction: airfields, roads, and
streets.
**************************************************************************
Provide a mix design and job-mix formula for [plant mix material] [
mixed-in-place material] for [subbase] [base] prepared by an approved
laboratory. Show amount of cement needed and the moisture-densityrelations
of the composite aggregate mixture in accordance with ASTM D558. Mix
design shall include certified test reports showing results of tests [and
results of 7-day compressive tests][and results of 7-day compressive tests
and wetting and drying tests] [and results of 7-day compressive test and
the freezing and thawing tests]. Mold a minimum of [two] [three] [four]
cylinders of each cement mixture in accordance with ASTM D1632, except that
test specimen molds shall be 4 inches in diameter by4.6 inches high. Cure
and test specimens in accordance with ASTM D1633 with the following
exceptions: (1) cure specimens in moist room at 100 percent relative
humidity for 7 days; and (2) after curing, cap specimens and immerse in
water at room temperature for a period of 4 hours prior to testing. Before
or during construction, if the source of any materials is changed, or if
there is any variation in quality of materials furnished, conduct
additional tests and adjust amount of cement as required to obtain the
specified results.
2.6
CURING MATERIALS
2.6.1
Bituminous Material
**************************************************************************
NOTE: Cutback and Emulsified Asphalts: Prior to
specifying cutback and emulsified asphalts contact
the State, County or Local Air Pollution Control
District for guidelines as to which asphalt material
is allowed in the applicable area.
**************************************************************************
2.6.1.1
Liquid Asphalt
ASTM D2027/D2027M or AASHTO M 82, Type [MC-70] [MC-250] for medium-curing
asphalt; ASTM D2028/D2028M or AASHTO M 81, type [RC-70] [RC-250] for
rapid-curing asphalt.
2.6.1.2
Emulsified Asphalt
ASTM D977 or AASHTO M 140, Type [RS-1] [RS-2] or AASHTO M 208[CRS-1]
[CRS-2].
2.6.2
Burlap
FS CCC-C-467.
2.6.3
Polyethylene Sheeting
White, opaque, free of defects, uniform in appearance, a minimum 4 mils
thick. Water retention requirements shall be in accordance with ASTM C171.
2.6.4
Polyethylene-Coated Burlap
White, opaque, 4 mil thick film, impregnated into, extruded on, or
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permanently affixed to surface of one side of burlap weighing not less than
9 ounces per square yardprior to coating. Water retention requirements
shall be in accordance with ASTM C171.
Waterproof Paper
White topside. Water retention requirements shall be in accordance with
ASTM C171.
PART 3
EXECUTION
3.1
3.1.1
SITE PREPARATION
Cleaning and Grading
**************************************************************************
NOTE: Select the type of base or subbase for the
required construction: airfields, roads, and
streets.
**************************************************************************
**************************************************************************
NOTE: Specify this paragraph where subgrade or
subbase preparation is required. Add compaction
requirements if Section 31 00 00 EARTHWORK is not
utilized.
**************************************************************************
Clean debris from the area to be stabilized. Inspect [subgraderface]
[subbase] for capability to withstand without displacement, compaction
specified for the aggregate-cement mixture. Correct ruts, soft or yielding
areas in [subgraderface] [subbase] by removing or adding material or
aerating or wetting materials as required. [Clear and grub,] g Grade
[proof roll] and shape the area to be stabilized to conform to lines,
grades, and cross sections prior to placing cement-treated coursement
[according to Section 31 00 00 EARTHWORK] [with a minimum compaction of 95
[_____] percent of maximum density in accordance with ASTM D1557
or as recommended by the Geotechnical Engineer.] The surface shall be
approved by the Contracting Officer prior to [base] [subbase] course
placement. Determine moisture-density relationship of existing soils in
accordance with ASTM D1557. Perform laboratory tests on existing materials
prior to initial construction.
3.1.2
Grade Control
Maintain lines and grades indicated. When the stabilized course is part of
a pavement which is to meet a fixed grade, construct a transition of
sufficient length to minimize abrupt or noticeable grade changes.
Operation of Government Borrow PitsPerform cleaning, stripping, and
excavating in opening or operation of pits or quarries. Open pits in a
manner that will expose vertical faces of the deposit for suitable working
depths. Obtain materials excavated from pits in successive vertical cuts
extending through exposed strata. Waste pockets or strata of unsuitable
materials overlying or occurring in the deposit. Methods of operating pits
and processing and blending of materials may be changed or modified by the
Contracting Officer without adjustments in the contract price when such
action is necessary to obtain material conforming to specified
requirements. Upon completion of work, leave condition of pits in
accordance with Section [01 57 19.00 20 TEMPORARY ENVIRONMENTAL CONTROLS.]
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MIXING AND PLACING
Mixing
**************************************************************************
NOTE: Specify central mixing plant when
cement-stabilized base is used under rigid airfield
pavements which have butt-type construction joints
without load transfer devices and for all airfield
base course applications under flexible pavement.
For soil-cement subgrade or subbase, specify
mixed-in-place method if mixing of cement to on-site
native materials or to import materials is required
at the site of the work. The method may also be
used for subbase under rigid airfield pavements when
butt-type construction joints are required in
contracts. Central-plant mixing is preferred for
cement stabilization for finer materials. (See DM
5.4 and MIL-HDBK 1021/4).
**************************************************************************
Mix cement and aggregate [in a central mixing plant] [in a traveling plant]
[in place]. Proportion aggregate by weight or by volume in such quantities
that specified gradation, bearing ratio, liquid limit, and plasticity index
requirements are met after [base] [subbase] has been placed and compacted.
Proportion cement by weight in accordance with job-mix formula. Provide
necessary moisture content for specified compaction by addition of water by
weight or by volume. Mixing operations shall produce uniform blending and
the method of discharging shall not produce segregation.
3.2.2
[Plant Mix Materials
**************************************************************************
NOTE: Select the applicable paragraph(s) from the
following:
**************************************************************************
**************************************************************************
NOTE: Specify central mixing plant when
cement-stabilized base is used under rigid airfield
pavements which have butt-type construction joints
without load transfer devices and for all airfield
base course applications under flexible pavement.
For soil-cement subgrade or subbase, specify
mixed-in-place method if mixing of cement to on-site
native materials or to import materials is required
at the site of the work. The method may also be
used for subbase under rigid airfield pavements when
butt-type construction joints are required in
contracts. Central-plant mixing is preferred for
cement stabilization for finer materials. (See DM
5.4 and MIL-HDBK 1021/4).
**************************************************************************
Materials from several sources which are blended and mixed or processed in
a central mixing plant or in a traveling mixing plant. [Prepare base
course materials for airfield portland cement concrete pavement in a
central mixing plant.] Add cement in accordance with job-mix formula.
Uniformly mix materials with required amount of water. After mixing is
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completed, transport the materials to, and spread on, prepared underlying
course without undue loss of the moisture content.
][Mixed-In-Place Materials
Materials which are proportioned and mixed or blended in place. Add cement
in accordance with the job-mix formula. Apply water uniformly prior to and
during the mixing operation, if necessary, to maintain required moisture
content.
]3.2.2
Placing
**************************************************************************
NOTE: Specify central mixing plant when
cement-stabilized base is used under rigid airfield
pavements which have butt-type construction joints
without load transfer devices and for all airfield
base course applications under flexible pavement.
For soil-cement subgrade or subbase, specify
mixed-in-place method if mixing of cement to on-site
native materials or to import materials is required
at the site of the work. The method may also be
used for subbase under rigid airfield pavements when
butt-type construction joints are required in
contracts. Central-plant mixing is preferred for
cement stabilization for finer materials. (See DM
5.4 and MIL-HDBK 1021/4).
**************************************************************************
[Loose] [cCompacted] thickness of individual layers shall not exceed [8]12
inches [_____]. When stabilized course is constructed in more than one
layer, clean previously constructed layers of loose and foreign matter by
sweeping with power sweepers or power brooms, except that hand brooms may
be used where permitted by the Contracting Officer. Not more than 60
minutes shall elapse between start of moist mixing and start of compaction
of treated layer. Not more than 30 minutes shall elapse between placement
of cement-treated aggregates in adjacent lanes. If elapsed time exceeds 30
minutes, provide construction joint. Layers are to be uniform in thickness.
3.2.3
Compaction
**************************************************************************
NOTE: Specify degree of compaction in accordance
with DM-5.4 or MIL-HDBK-1021/4 for flexible and
rigid pavements. (For example: Specify 100 percent
compaction for base course of flexible airfield
pavements; see MIL-HDBK-1021/4).
**************************************************************************
With the exception of materials placed by traveling-plant method,
thoroughly loosen blended materials to full depth by disks or scarifiers
and determine moisture content of mixture and compare with laboratory
optimum moisture content. Begin rolling and compaction when moisture
content is within plus or minus 2 percentage points of optimum moisture
content. Compact layers of [base] [subbase] course materials. Continue
compaction until layer or layers are compacted through full depth of [base]
[subbase]. Begin rolling at outside edge of a minimum one half the width
of the roller. Subsequent rolled trips shall be slightly different
lengths. In places not accessible to rolling equipment, compact the
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material by mechanical tamping. Continue blading, rolling and tamping
until surface is smooth and free from waves and irregularities. Determine
in-place density of compacted cement-aggregate mixture in accordance with
ASTM D1556 with minimum compaction of [10095] [_____] percent of maximum
density in accordance with ASTM D558.
3.3
3.3.1
FINISHING
Finishing
After compaction, moisten surface if necessary, and shape to required
lines, grades and cross section. Lightly scarify surface to eliminate
imprints made by the compacting or shaping equipment. Thoroughly compact
surface to specified density with rubbertired rollers and smooth-wheel
tandem rollers to provide a smooth, dense, uniform surface free of surface
checking, ridges or loose material and conforming to crown, grade and line
indicated. Complete finishing operations within 2 hours after completion
of mixing operations. In places not accessible to finishing and shaping
equipment, compact mixture with mechanical tampers to density specified;
shape and finish by hand methods. Reprocess with additional cement, the
portion of the compacted mix with density less than that specified, or that
has not properly hardened, or that is improperly finished.
3.3.2
Edges of Stabilized Course
Place material along edges of the stabilized course in a quantity that will
compact to thickness of course being constructed. If constructed in two or
more layers, place in a quantity that will compact to thickness of each
layer. Allow in each operation, a minimum width of one foot of the
shoulder to be rolled and compacted simultaneously with each layer of the
stabilized course.
3.3.3
Thickness Control
Where average measured thickness of stabilized course is more than 1/2 inch
deficient in thickness, conduct additional tests and correct deficiencies
as directed by the Contracting Officer. Correct excesses in thickness if
so directed by the Contracting Officer. Average job thickness is the
average of the job measurements determined as specified in paragraph
entitled "Thickness Test," in this section, but within 1/2 inch of the
thickness indicated. Replace material removed for test holes or for
deficient thickness reconstruction and compact with new soil-cement mixture.
3.3.4
Construction Joints
At the end of each work day, form a straight transverse construction joint
by cutting back into completed work to form a true vertical face free of
loose or shattered material. Remove improperly compacted material along
construction joints and replace with soil-cement that is mixed, moistened,
and compacted in accordance with this specification.
3.4
3.4.1
CURING AND PROTECTION
Curing, Protection and Cover
Immediately after completion of finishing operations, but no later than the
end of each days stabilization work, protect the surface against rapid
drying for seven days by one of the methods specified. In addition,
protect the stabilized area from freezing during the curing period or until
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hardened, whichever period is longer.
3.4.2
Bituminous Material
**************************************************************************
NOTE: Cutback and Emulsified Asphalts: Prior to
specifying cutback and emulsified asphalts contact
the State, County or Local Air Pollution Control
District for guidelines as to which asphalt material
is allowed in the applicable area.
**************************************************************************
**************************************************************************
NOTE: For the specified bituminous materials, the
recommended application temperatures may be selected
from the following table and inserted in the blanks:
LIQUID ASPHALT
DEGREES F
RC-70 or MC-70
120 - 185
RC-250 or MC-250
165 - 230
EMULSIFIED ASPHALT
DEGREES F
RS-1
75 - 130
RS-2
110 - 160
CRS-1
75 - 130
CRS-2
110 - 185
**************************************************************************
Immediately after finishing, clean surface of loose and foreign matter.
Ensure that surface contains sufficient moisture, by applying water in a
fine spray as required, to prevent penetration of bituminous material.
Using a distributor, apply RC-70 bituminous material at a temperature
between 125[_____] and 185[_____] (degrees F and at a rate between [0.20]
[_____] and [0.25] [_____] gallons per square yard. Treat areas
inaccessible to, or missed by distributor using manually operated hose
attachment. Apply sand at [_____] (pounds per square yard to treated
surfaces requiring protection from traffic.
3.4.3
Burlap or Cotton MatsMicro-Cracking
BAfter the completed concrete-stabilized base course has cured, it shall be
be intentially "micro-cracked" to discourage reflective cracking with five
passes of a large vibratory roller between 24 and 72 hours after placement.
urlap covers consisting of two or more layers of burlap having a combined
weight of 14 ounces or more per square yard in a dry condition. Burlap may
be either new or have been used only for curing concrete. Cotton mats and
burlap strips shall have a length, after shrinkage, at least one foot
greater than required to cover the entire width and edges of finished
stabilized area. Mats shall overlap each other at least 6 inches.
Thoroughly wet mats before placing and keep them continuously wet and in
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intimate contact with surface and edges of finished stabilized area during
entire curing period.
3.4.4
Waterproof Paper, Blankets, or Impermeable SheetsBond Breaker
MAfter the completed concrete-stabilized base course has cured, and
immediately prior to placement of concrete pavement on the
concrete-stabilized base surface, two coats of white pigmented concrete
curing compound conforming to COE CRD-C 300 shall be applied to the surface
of the concrete-stabilized base course to discourange reflective cracking
at an application rate of 400 square feet per gallon for each coat. oisten
surface with a fine spray of water, then cover with waterproof-paper,
waterproof-paper blankets, polyethylene-coated burlap blankets, or
polyethylene sheeting. Thoroughly saturate polyethylene-coated burlap with
water before placing. Place waterproof-paper blankets, polyethylene-coated
burlap blankets, or polyethylene sheeting with the light-colored side up.
Extend sheets over the edges of stabilized area and secure in place during
the curing period. Overlap edges of sheets a minimum of one foot and
securely cement or tape to form continuous closed joints. Immediately
repair tears and holes in sheets. Reject curing material that does not
provide a continuous cover.
Moist Curing
Apply a 2 inch covering of soil or minimum 4 pounds per square yard of
straw. Moisten material initially and keep moistened throughout curing
period.
3.5
3.5.1
MAINTENANCE AND TRAFFIC CONTROL
Maintenance
After stabilization is completed, maintain [base] [subbase] except where
succeeding course is under construction. Maintenance shall include
drainage and watering as required to maintain course in proper condition.
Correct deficiencies in thickness, composition, construction, smoothness or
density which develop during maintenance to conform to requirements
specified. Maintain surface moisture by lightly sprinkling with water to
prevent dust.
3.5.2
Traffic Control
Completed portions of the cement-stabilized area may be opened to light,
local traffic provided the curing process is not impaired and to other
traffic after curing period has elapsed, provided that the
cement-stabilized course has hardened sufficiently to prevent surface
marring or distortion by equipment or traffic. Do not permit heavy
equipment on the area during protection and curing periods. Necessary
cement and water may be hauled over the area with pneumatic-tired equipment
on approval of the Contracting Officer. Protect finished portions of
cement stabilized [base] [subbase] from traffic of equipment used in
constructing adjoining sections in a manner to prevent marring or damaging
completed work.
3.6
SAFETY REQUIREMENTS
In addition to Safety Requirements contained within the Contract Clauses;
prevent employee respiratory, eye or skin contact with Portland Cement
during wet or dry mixing or of cutback asphalts during transport or
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application. Provide and require employee to use and dispose or clean the
following in accordance with the pertinent provisions of NIOSH 81-123:
a.
Impervious:
b.
Splash-proof safety goggles and face shields.
c.
Respiratory protection equipment.
3.6.1
Clothing, boots and gloves.
Additional Safety Requirements for Cutback Asphalts
**************************************************************************
NOTE: Prior to specifying cutback and emulsified
asphalts contact the State, County or Local Air
Pollution Control District for guidelines as to
which asphalt material is allowed in the applicable
area.
**************************************************************************
Application temperatures of asphalt cutbacks specified usually exceed flash
point of the material. Take suitable safety precautions to prevent
flashing of asphalt. Exercise the following minimum safety precautions:
a.
Do not permit open flames or sparks close to the cutback asphalts.
Apply controlled heat in heating kettles, mixers, distributors, or
other equipment designed and approved for the purpose.
b.
Do not use open flames to examine drums, tank cars, or other containers
or cutback asphalts.
c.
Properly and fully vent vehicles transporting cutback asphalts.
d.
Permit only experienced personnel to supervise the handling of cutback
asphalt materials.
e.
Comply with all applicable intrastate and interstate commerce
regulations for transporting cutback asphalts.
3.7
FIELD SAMPLING AND TESTING
**************************************************************************
NOTE: Specify duplicate samples for large projects
which will require five or more days of continuous
operation in processing and placement of base
materials. In subsequent paragraphs, specify
frequency of sampling according to size of proposed
contract.
**************************************************************************
In addition to provisions set forth elsewhere in this contract, specified
sampling and testing shall be conducted by an approved laboratory. [Provide
duplicate samples to the Contracting Officer on the average of [_____]
samples a [week] [month]. Take duplicate samples at the same time and in
the same manner as the original.]
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Sampling
3.7.1.1
Aggregates at Source
Collect samples by taking three incremental specimens at random from source
material to make a composite sample a minimum of 150 pounds. Thereafter,
during the course of the project, take one random sample from each [4000]
[_____] tonsof material or a day's run, whichever is less. Take the samples
at random to make a composite sample of not less than 50 pounds. Repeat the
sampling when source of material is changed or when unacceptable
deficiencies or variations from specified grading of materials are found in
testing.
3.7.1.2
Cement-Treated Materials
After cement and water have been added to the aggregates, thoroughly blend
the mixture. Place a sample in a closed and insulated container, before
cement hydration is completed, and promptly transport to the laboratory.
3.7.1.3
Sample Identification
Place each sample in a clean container and securely close.
sample with a tag containing the following information:
Identify each
Contract No.:
Sample No.:
Quantity:
Date of Sample:
Sampler:
Source:
Intended Use:
For Testing:
3.7.2
Testing
3.7.2.1
Aggregate Testing
Perform the following tests on each sample of the specified aggregate and
existing soil-aggregate materials:
a.
Sieve analysis of combined material:
b.
Liquid limit:
c.
Plasticity index:
ASTM C136 and ASTM D1140.
ASTM D4318.
ASTM D4318.
Perform other specified tests when there is a change of aggregate source.
Material shall conform to approved test results developed for the mix
design.
3.7.2.2
Compressive Tests
Test composite sample of cement treated materials for compressive
strength. Mold specimens in accordance with ASTM D558, Method A or B (as
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appropriate), cure and test according to ASTM D1632 and ASTM D1633. Test
specimens for compressive strength at 7 days, and submit results to the
Contracting Officer.
3.7.2.3
Smoothness Test
Test compacted surface with a 10 foot straightedge applied parallel with,
and at right angles to center line of paved area, and correct deviations in
excess of 1/2 inch. When [base] [subbase] course is to be constructed in
more than one layer, specified smoothness requirements apply only to the
top layer.
3.7.2.4
Thickness Test
Measure thickness of the [base] [subbase] course using 3 inch diameter test
holes through the full depth for each [500] [_____] square yards of
completed course. Refill holes with cement treated material and compact.
3.7.2.5
Field Density Tests
Perform field density tests in accordance with ASTM D1556 or ASTM D6938.
Perform one field density test for each [2000] [_____] square yards for
each layer of [base] [subbase] material placed.
3.7.2.6
Laboratory Test
Determine optimum moisture content and maximum density relationship in
accordance with ASTM D558.
-- End of Section --
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**************************************************************************
USACE / NAVFAC / AFCEC / NASA
UFGS-32 12 10 (August 2008)
--------------------------Preparing Activity: USACE
Superseding
UFGS-32 12 10 (October 2006)
UNIFIED FACILITIES GUIDE SPECIFICATIONS
References are in agreement with UMRL dated October 2014
**************************************************************************
SECTION 32 12 10
BITUMINOUS TACK AND PRIME COATS
**************************************************************************
NOTE: This guide specification covers the
requirements for bituminous tack and prime coats for
airfield pavements, roads, parking areas and general
paving needs.
Adhere to UFC 1-300-02 Unified Facilities Guide
Specifications (UFGS) Format Standard when editing
this guide specification or preparing new project
specification sections. Edit this guide
specification for project specific requirements by
adding, deleting, or revising text. For bracketed
items, choose applicable items(s) or insert
appropriate information.
Remove information and requirements not required in
respective project, whether or not brackets are
present.
Comments, suggestions and recommended changes for
this guide specification are welcome and should be
submitted as a Criteria Change Request (CCR).
**************************************************************************
PART 1
1.1
GENERAL
UNIT PRICES
**************************************************************************
NOTE: Delete unit price paragraphs when lump sum
bidding is used. Edit submittal requirements
accordingly.
**************************************************************************
1.1.1
Measurement
**************************************************************************
NOTE: When the bituminous material is measured in
liters (gallons), the appropriate ASTM method will
be retained for the type of bituminous material
specified.
**************************************************************************
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The bituminous material paid for will be the measured quantities used in
the accepted work, provided that the measured quantities are not 10 percent
over the specified application rate. Any amount of bituminous material
more than 10 percent over the specified application rate for each
application will be deducted from the measured quantities, except for
irregular areas where hand spraying of the bituminous material is
necessary. Express measured quantities in [ 2000 pound tons] [ gallons at
60 degrees F. Volumes measured at temperatures other than 60 degrees F
shall be corrected [in accordance with ASTM D1250][using a coefficient of
expansion of 0.00025 per degree F for asphalt emulsion]].
1.1.2
Payment
The quantities of bituminous material, determined as specified above, will
be paid for at the respective contract unit prices. Payment shall
constitute full compensation for all operations necessary to complete the
work as specified herein.
1.1.3
Waybills and Delivery Tickets
Submit waybills and delivery tickets, during progress of the work. Before
the final statement is allowed, file with the Contracting Officer certified
waybills and certified delivery tickets for all bituminous materials used
in the construction of the pavement covered by the contract. These
submittals are required for Unit Pricing bid only. Do not remove
bituminous material from storage until the initial outage and temperature
measurements have been taken. The delivery or storage units will not be
released until the final outage has been taken.
1.2
REFERENCES
**************************************************************************
NOTE: This paragraph is used to list the
publications cited in the text of the guide
specification. The publications are referred to in
the text by basic designation only and listed in
this paragraph by organization, designation, date,
and title.
Use the Reference Wizard's Check Reference feature
when you add a RID outside of the Section's
Reference Article to automatically place the
reference in the Reference Article. Also use the
Reference Wizard's Check Reference feature to update
the issue dates.
References not used in the text will automatically
be deleted from this section of the project
specification when you choose to reconcile
references in the publish print process.
**************************************************************************
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by the
basic designation only.
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AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS
(AASHTO)
AASHTO T 102
(2009) Standard Method of Test for Spot
Test of Asphaltic Materials
AASHTO T 40
(2002; R 2006) Sampling Bituminous
Materials
ASTM INTERNATIONAL (ASTM)
ASTM D1250
(2008) Standard Guide for Use of the
Petroleum Measurement Tables
ASTM D140/D140M
(2014) Standard Practice for Sampling
Bituminous Materials
ASTM D2027/D2027M
(2013) Cutback Asphalt (Medium-Curing Type)
ASTM D2397/D2397M
(2013) Standard Specification for Cationic
Emulsified Asphalt
ASTM D2995
(1999; R 2009) Determining Application
Rate of Bituminous Distributors
1.3
SUBMITTALS
**************************************************************************
NOTE: Review submittal description (SD) definitions
in Section 01 33 00 SUBMITTAL PROCEDURES and edit
the following list to reflect only the submittals
required for the project.
The Guide Specification technical editors have
designated those items that require Government
approval, due to their complexity or criticality,
with a "G." Generally, other submittal items can be
reviewed by the Contractor's Quality Control
System. Only add a “G” to an item, if the submittal
is sufficiently important or complex in context of
the project.
For submittals requiring Government approval on Army
projects, a code of up to three characters within
the submittal tags may be used following the "G"
designation to indicate the approving authority.
Codes for Army projects using the Resident
Management System (RMS) are: "AE" for
Architect-Engineer; "DO" for District Office
(Engineering Division or other organization in the
District Office); "AO" for Area Office; "RO" for
Resident Office; and "PO" for Project Office. Codes
following the "G" typically are not used for Navy,
Air Force, and NASA projects. projects.
An "S" following a submittal item indicates that the
submittal is required for the Sustainability
Notebook to fulfill federally mandated sustainable
requirements in accordance with Section 01 33 29
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SUSTAINABILITY REQUIREMENTS.
Choose the first bracketed item for Navy, Air Force
and NASA projects, or choose the second bracketed
item for Army projects.
**************************************************************************
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for [Contractor Quality Control
approval.] Submit the following in accordance with Section 01 33 00
SUBMITTAL PROCEDURES:
SD-03 Product Data
Waybills and Delivery Tickets
SD-06 Test Reports
Sampling and Testing
**************************************************************************
NOTE: Using local materials can help minimize
transportation impacts, including fossil fuel
consumption, air pollution, and labor. Using
materials harvested and manufactured within a 800 km
(500 mile) radius from the project site contributes
to the following LEED credit: MR5. Coordinate with
Section 01 33 29 LEED(tm) DOCUMENTATION. Use second
option if Contractor is choosing local materials in
accordance with Section 01 33 29 LEED(tm)
DOCUMENTATION. Use second option for USACE
projects. Army projects should include option, only
if pursuing this LEED credit.
**************************************************************************
[Use Local/Regional Materials or products extracted, harvested, or
recovered, as well as manufactured, within a [500] [_____] mile radius from
the project site, if available from a minimum of three sources.] [See
Section 01 33 29 LEED(tm) DOCUMENTATION for cumulative total local material
requirements. Tack and prime coat materials may be locally available.]
[Submit documentation indicating distance between manufacturing facility
and the project site. Indicate distance of raw material origin from the
project site. Indicate relative dollar value of local/regional materials
to total dollar value of products included in project in accordance with
LEED NC.]
1.4
DELIVERY, STORAGE, AND HANDLING
Inspect the materials delivered to the site for contamination and damage.
Unload and store the materials with a minimum of handling.
1.5
ENVIRONMENTAL REQUIREMENTS
Apply bituminous coat only when the surface to receive the bituminous coat
is dry. Apply bituminous coat only when the atmospheric temperature in the
shade is 50 degrees F or above and when the temperature has not been below
35 degrees F for the 12 hours prior to application, unless otherwise
directed.
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PART 2
2.1
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PRODUCTS
PLANT, EQUIPMENT, MACHINES AND TOOLS
Plant, equipment, machines and tools used in the work are subject to
approval and must be maintained in a satisfactory working condition at all
times. Calibrated equipment such as asphalt distributors, scales, batching
equipment, spreaders and similar equipment, must have been recalibrated by
a calibration laboratory within [12] [_____] months prior to commencing work
[and every [_____] months thereafter, by such laboratory from the date of
recalibration, during the term of the contract].
2.1.1
Bituminous Distributor
Provide a distributor with pneumatic tires of such size and number that the
load produced on the base surface does not exceed 650 psi of tire width to
prevent rutting, shoving or otherwise damaging the base surface or other
layers in the pavement structure. Design and equip the distributor to
spray the bituminous material in a uniform coverage at the specified
temperature, at readily determined and controlled rates from 0.05 to 2.0
gallons per square yard, with a pressure range of 25 to 75 psi and with an
allowable variation from the specified rate of not more than plus or minus
5 percent, and at variable widths. Include with the distributor equipment
a separate power unit for the bitumen pump, full-circulation spray bars,
tachometer, pressure gauges, volume-measuring devices, adequate heaters for
heating of materials to the proper application temperature, a thermometer
for reading the temperature of tank contents, and a hand hose attachment
suitable for applying bituminous material manually to areas inaccessible to
the distributor. Equip the distributor to circulate and agitate the
bituminous material during the heating process.
2.1.2
Heating Equipment for Storage Tanks
The equipment for heating the bituminous material shall be steam, electric,
or hot oil heaters. Provide steam heaters consisting of steam coils and
equipment for producing steam, so designed that the steam cannot get into
the material. Fix an armored thermometer to the tank with a temperature
range from 40 to 400 degrees F so that the temperature of the bituminous
material may be determined at all times.
2.2
PRIME COAT
**************************************************************************
NOTE: Remove brackets from around the material to
be allowed in the contract specifications and delete
the other materials and references.
a. With growing environmental/safety regulations,
more and more states are prohibiting the use of
cutback asphalts in favor of emulsified asphalt
materials. If cutback asphalts are used, one of the
following types and grades can be recommended:
Slow-Curing Type (ASTM D2026/D2026M):
SC-70, SC-250.
Medium-Curing Type (ASTM D2027/D2027M or AASHTO M
82): MC-30, MC-70, MC-250.
Rapid-Curing Type (ASTM D2028/D2028M or AASHTO M
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81): RC-70, RC-250.
Selection of a particular type and grade should
consider the nature of the surface to be treated.
An open base course material will be penetrated
readily, and all of the above types and grades can
be considered except for the low viscosity MC-30. A
tight surface is not going to be penetrated as
readily; therefore, the less viscous materials are
recommended such as RC-70, MC-30, MC-70 and SC-70.
Some caution might be urged in using RC-70 or RC-250
because the solvent may separate or be absorbed by
the base course fines and leave the asphalt
deposited on the surface. Cutback asphalts can be
used in cold-weather construction with less concern
than emulsions which contain water. Less viscous
grades may be used for cold-weather construction
such as RC-70, MC-30 and MC-70.
b. There are two types of emulsions that can be
used for prime coats. A list of recommended
emulsion grades by type is as follows:
Anionic Emulsions ASTM D977:
SS-1, SS-1h.
Cationic Emulsions ASTM D2397/D2397M:
CSS-1, CSS-1h.
Penetration and coating will be most efficient at
about optimum moisture content. Water dilution of
the emulsion is also required to reduce viscosity.
**************************************************************************
Provide asphalt conforming to either of [AASHTO M 81] [AASHTO M 82], Grade
[_____] and specified in the following two subparagraphs.
2.2.1
Cutback Asphalt
Provide cutback asphalt conforming to [ASTM D2026/D2026M, Grade SC-70] [
ASTM D2027/D2027M, Grade [MC-30][MC-70]] [ASTM D2028/D2028M, Grade RC-70].
2.2.2
Emulsified Asphalt
Provide emulsified asphalt conforming to [ASTM D977, Type [SS-1] [SS1h]] [
ASTM D2397/D2397M, Type [CSS-1] [CSS-1h]].
2.3
TACK COAT
Provide asphalt conforming to either of the following two subparagraphs.
2.4
Cutback Asphalt
Provide cutback asphalt conforming to [ASTM D2026/D2026M, Grade SC-70] [
ASTM D2027/D2027M, Grade [MC-30] [MC-70]] [ASTM D2028/D2028M, Grade RC-70].
2.4.1
Sub TitleEmulsified Asphalt
Text
Provide emulsified asphalt conforming to [ASTM D977, Type [SS-1] [SS1h]] [
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ASTM D2397/D2397M, Type [CSS-1] [CSS-1h]]. Dilute the emulsified asphalt
with equal parts of water. The base asphalt used to manufacture the
emulsion shall show a negative spot when tested in accordance with
AASHTO T 102 using standard naphtha.
PART 3
3.1
EXECUTION
PREPARATION OF SURFACE
**************************************************************************
NOTE: If the surface to be treated requires
repairs, the method of repairs and extent of work
involved should be shown or described.
**************************************************************************
Immediately before applying the bituminous coat, remove all loose material,
dirt, clay, or other objectionable material from the surface to be treated
by means of hand brooms. The surface shall be dry and clean at the time of
treatment.
3.2
APPLICATION RATE
**************************************************************************
NOTE: The range of application rates for the
bituminous materials is for the bituminous residue
content and does not include water or solvents that
are contained in emulsified or liquid bituminous
materials. The use of liquid or emulsified material
requires that the application rates be corrected.
Any prescribed application should be corrected and
divided into two applications 24 hours apart when
necessary to avoid flowing off the surface because
of grade or slope.
Emulsified asphalt mixing grades such as SS-1,
SS-1h, CSS-1, and CSS-1h perform best when diluted
with equal parts of water and applied at the rate of
0.23-0.68 liter of diluted emulsion per square meter
(0.05-0.15 gallon of diluted emulsion per square
yard).
**************************************************************************
The exact quantities within the range specified, which may be varied to
suit field conditions, will be determined by the Contracting Officer.
3.2.1
Prime Coat
Apply bituminous material for the prime coat in quantities of not less than
0.18 gallon nor more than 0.35 gallon per square yard of pavement surface.
3.3
3.3.1
APPLICATION TEMPERATURE
Viscosity Relationship
Asphalt application temperature shall provide an application viscosity
between 10 and 60 seconds, Saybolt Furol, or between 20 and 120 centistokes,
kinematic. Furnish the temperature viscosity relation to the Contracting
Officer.
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Temperature Ranges
**************************************************************************
NOTE: Normal spray application temperatures are as
follows. Edit and coordinate materials with Part 2
PRODUCTS. Retain material to be allowed in the
specification and delete the other materials.
**************************************************************************
The viscosity requirements determine the application temperature to be
used. The following is a normal range of application temperatures:
Degrees F
Liquid Asphalts
MC-30
85-190
Emulsions
CSS-1h
70-160
*These temperature ranges exceed the flash point of
the material and care should be taken in their
heating.
3.4
APPLICATION
**************************************************************************
NOTE: Prime coats are required for Navy projects.
If the designer for Army jobs chooses not to specify
a prime coat at the time of design, delete all
references to a prime coat within this section. If
the drainage layer is used beneath the surfacing
material (Asphalt cement hot mix concrete), the
underlying material (base course) will not be primed
and the appropriate paragraphs dealing with the
prime coat will be deleted.
**************************************************************************
3.4.1
General
Following preparation and subsequent inspection of the surface, apply the
bituminous prime or tack coat with the Bituminous Distributor at the
specified rate with uniform distribution over the surface to be treated.
Properly treat all areas and spots missed by the distributor with the hand
spray. Until the succeeding layer of pavement is placed, maintain the
surface by protecting the surface against damage and by repairing deficient
areas at no additional cost to the Government. If required, spread clean
dry sand to effectively blot up any excess bituminous material. No
smoking, fires, or flames other than those from the heaters that are a part
of the equipment are permitted within 25 feet of heating, distributing, and
transferring operations of bituminous material other than bituminous
emulsions. Prevent all traffic, except for paving equipment used in
constructing the surfacing, from using the underlying material, whether
primed or not, until the surfacing is completed. The bituminous coat shall
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conform to all requirements as described herein.
3.4.2
Prime Coat
**************************************************************************
NOTE: Conditions where a prime coat may be
beneficial include: preventing lateral movement of
the unbound base during pavement construction,
waterproofing during pavement construction, and
forming a tight base to which the asphalt pavement
will adhere. To specify the application of a prime
coat, retain the first bracketed sentence and delete
the text within the second set of brackets. Add
prime coat details on drawings.
If the prime coat will be retained as a Contractor's
option, delete the first sentence and retain the
bracketed text in the second set of brackets.
**************************************************************************
Apply a prime coat at locations shown on the Drawings. Apply the
bituminous material uniformly over the surface to be treated at a pressure
range of 25 to 75 psi; the rate shall be as specified above in paragraph
APPLICATION RATE. To obtain uniform application of the prime coat on the
surface treated at the junction of previous and subsequent applications,
spread building paper on the surface for a sufficient distance back from
the ends of each application to start and stop the prime coat on the paper
and to ensure that all sprayers will operate at full force on the surface
to be treated. Immediately after application remove and destroy the
building paper.
3.5
CURING PERIOD
**************************************************************************
NOTE: Retain bracketed sentence if prime coat is
specified.
**************************************************************************
Following application of the bituminous material and prior to application
of the succeeding layer of pavement, allow the bituminous coat to cure and
to obtain evaporation of any volatiles or moisture. Maintain the coated
surface until the succeeding layer of pavement is placed, by protecting the
surface against damage and by repairing and recoating deficient areas.
Allow the prime coat to cure without being disturbed for a period of at
least 48 hours or longer, as may be necessary to attain penetration into
the treated course. Furnish and spread enough sand to effectively blot up
and cure excess bituminous material.
3.6
FIELD QUALITY CONTROL
**************************************************************************
NOTE: Select the appropriate paragraph based on the
amount of bituminous material required.
**************************************************************************
Samples of the bituminous material used shall be obtained by the Contractor
as directed, under the supervision of the Contracting Officer. The sample
may be retained and tested by the Government at no cost to the Contractor.
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3.7
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SAMPLING AND TESTING
Submit copies of all test results for emulsified asphalt, and bituminous
materials, within 24 hours of completion of tests. Furnish certified
copies of the manufacturer's test reports indicating temperature viscosity
relationship for cutback asphalt, compliance with applicable specified
requirements, not less than 30 days before the material is required in the
work. Perform sampling and testing by an approved commercial testing
laboratory or by facilities furnished by the Contractor. No work requiring
testing will be permitted until the facilities have been inspected and
approved.
3.7.1
Sampling
The samples of bituminous material, unless otherwise specified, shall be in
accordance with ASTM D140/D140M or AASHTO T 40. Sources from which
bituminous materials are to be obtained shall be selected and notification
furnished the Contracting Officer within 15 days after the award of the
contract.
3.7.2
Calibration Test
Furnish all equipment, materials, and labor necessary to calibrate the
bituminous distributor. Calibration shall be made with the approved job
material and prior to applying the bituminous coat material to the prepared
surface. Calibrate the bituminous distributor in accordance with ASTM D2995.
3.7.3
Trial Applications
Before providing the complete bituminous coat, apply three lengths of at
least 100 feet for the full width of the distributor bar to evaluate the
amount of bituminous material that can be satisfactorily applied.
3.7.3.1
Prime Coat Trial Application Rate
Unless otherwise authorized, apply the trial application rate of bituminous
materials in the amount of 0.25 gallon per square yard. Other trial
applications shall be made using various amounts of material as may be
deemed necessary.
3.7.4
Sampling and Testing During Construction
Perform quality control sampling and testing as required in paragraph FIELD
QUALITY CONTROL.
3.8
TRAFFIC CONTROLS
Keep traffic off surfaces freshly treated with bituminous material.
Provide sufficient warning signs and barricades so that traffic will not
travel over freshly treated surfaces.
-- End of Section --
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**************************************************************************
USACE / NAVFAC / AFCEC / NASA
UFGS-32 12 17 (April 2008)
Change 1 - 11/13
-------------------------Preparing Activity: NAVFAC
Replacing without change
UFGS-32 12 17 (April 2006)
UNIFIED FACILITIES GUIDE SPECIFICATIONS
References are in agreement with UMRL dated October 2014
**************************************************************************
SECTION 32 12 17
HOT MIX BITUMINOUS PAVEMENT
**************************************************************************
NOTE: This guide specification covers the
requirements for hot-mix asphalt pavement for
leveling, binder, and wearing courses using virgin
materials.
Adhere to UFC 1-300-02 Unified Facilities Guide
Specifications (UFGS) Format Standard when editing
this guide specification or preparing new project
specification sections. Edit this guide
specification for project specific requirements by
adding, deleting, or revising text. For bracketed
items, choose applicable items(s) or insert
appropriate information.
Remove information and requirements not required in
respective project, whether or not brackets are
present.
Comments, suggestions and recommended changes for
this guide specification are welcome and should be
submitted as a Criteria Change Request (CCR).
**************************************************************************
**************************************************************************
NOTE: This guide specification is not intended for
use in hot-mix recycling.
**************************************************************************
**************************************************************************
NOTE: The following information shall be shown on
drawings:
1.
Layout and geometry of paving.
2. Cross section and thickness of paving.
**************************************************************************
**************************************************************************
NOTE: Retain only the desired mixes in leveling,
binder, and wearing courses. For airfield projects,
aggregate gradations shall be as shown in Table I .
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For vehicular pavement, show gradations for
vehicular pavement from local state highway
department (as appropriate to the Marshall Method
for Design and Control of Bituminous Paving
Mixtures). Generally, the maximum size of aggregate
for wearing course should not exceed 40 percent of
the designed thickness of the course (i.e., course
thickness divided by 2.5); in no case should the
aggregate size exceed one inch or one-half the
thickness of the compacted wearing course or
two-thirds the thickness of any binder or leveling
course; gradation requirements for the leveling
course should be specified to suit the project and
may vary from a fine wearing course mix to a coarse
binder course mix as dictated by project
requirements. When appropriate, the wearing course
mix may be specified as an option for the leveling
and/or binder course mixes.
**************************************************************************
PART 1
1.1
GENERAL
REFERENCES
**************************************************************************
NOTE: This paragraph is used to list the
publications cited in the text of the guide
specification. The publications are referred to in
the text by basic designation only and listed in
this paragraph by organization, designation, date,
and title.
Use the Reference Wizard's Check Reference feature
when you add a RID outside of the Section's
Reference Article to automatically place the
reference in the Reference Article. Also use the
Reference Wizard's Check Reference feature to update
the issue dates.
References not used in the text will automatically
be deleted from this section of the project
specification when you choose to reconcile
references in the publish print process.
**************************************************************************
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by the
basic designation only.
AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS
(AASHTO)
AASHTO M 156
(2013) Standard Specification for
Requirements for Mixing Plants for
Hot-Mixed, Hot-Laid Bituminous Paving
Mixtures
AASHTO M 320
(2010) Standard Specification for
Performance-Graded Asphalt Binder
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ASPHALT INSTITUTE (AI)
AI MS-2
(1997 6th Ed) Mix Design Methods
ASTM INTERNATIONAL (ASTM)
ASTM C117
(2013) Standard Test Method for Materials
Finer than 75-um (No. 200) Sieve in
Mineral Aggregates by Washing
ASTM C127
(2012) Standard Test Method for Density,
Relative Density (Specific Gravity), and
Absorption of Coarse Aggregate
ASTM C128
(2012) Standard Test Method for Density,
Relative Density (Specific Gravity), and
Absorption of Fine Aggregate
ASTM C131
(2006) Standard Test Method for Resistance
to Degradation of Small-Size Coarse
Aggregate by Abrasion and Impact in the
Los Angeles Machine
ASTM C136
(2006) Standard Test Method for Sieve
Analysis of Fine and Coarse Aggregates
ASTM C188
(2014) Standard Test Method for Density of
Hydraulic Cement
ASTM C29/C29M
(2009) Standard Test Method for Bulk
Density ("Unit Weight") and Voids in
Aggregate
ASTM C88
(2013) Standard Test Method for Soundness
of Aggregates by Use of Sodium Sulfate or
Magnesium Sulfate
ASTM D1073
(2011) Fine Aggregate for Bituminous
Paving Mixtures
ASTM D1188
(2007; E 2010) Bulk Specific Gravity and
Density of Compacted Bituminous Mixtures
Using Paraffin-Coated Specimens
ASTM D140/D140M
(2014) Standard Practice for Sampling
Bituminous Materials
ASTM D2041/D2041M
(2011) Theoretical Maximum Specific
Gravity and Density of Bituminous Paving
Mixtures
ASTM D2172/D2172M
(2011) Quantitative Extraction of Bitumen
from Bituminous Paving Mixtures
ASTM D242/D242M
(2009) Mineral Filler for Bituminous
Paving Mixtures
ASTM D2726/D2726M
(2013) Bulk Specific Gravity and Density
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of Non-Absorptive Compacted Bituminous
Mixtures
ASTM D3666
(2013) Standard Specification for Minimum
Requirements for Agencies Testing and
Inspecting Road and Paving Materials
ASTM D4867/D4867M
(2009) Effect of Moisture on Asphalt
Concrete Paving Mixtures
ASTM D546
(2010) Sieve Analysis of Mineral Filler
for Bituminous Paving Mixtures
ASTM D692/D692M
(2009) Coarse Aggregate for Bituminous
Paving Mixtures
ASTM D6927
(2006) Standard Test Method for Marshall
Stability and Flow of Bituminous Mixtures
ASTM D70
(2009; E 2009) Specific Gravity and
Density of Semi-Solid Bituminous Materials
(Pycnometer Method)
ASTM D75/D75M
(2014) Standard Practice for Sampling
Aggregates
ASTM D854
(2014) Specific Gravity of Soil Solids by
Water Pycnometer
ASTM D979/D979M
(2012) Sampling Bituminous Paving Mixtures
1.2
SUBMITTALS
**************************************************************************
NOTE: Review Submittal Description (SD) definitions
in Section 01 33 00 SUBMITTAL PROCEDURES and edit
the following list to reflect only the submittals
required for the project.
The Guide Specification technical editors have
designated those items that require Government
approval, due to their complexity or criticality,
with a "G". Generally, other submittal items can be
reviewed by the Contractor's Quality Control
System.
Only add a “G” to an item, if the
submittal is sufficiently important or complex in
context of the project.
For submittals requiring Government approval on Army
projects, a code of up to three characters within
the submittal tags may be used following the "G"
designation to indicate the approving authority.
Codes for Army projects using the Resident
Management System (RMS) are: "AE" for
Architect-Engineer; "DO" for District Office
(Engineering Division or other organization in the
District Office); "AO" for Area Office; "RO" for
Resident Office; and "PO" for Project Office. Codes
following the "G" typically are not used for Navy,
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Air Force, and NASA projects.
An "S" following a submittal item indicates that the
submittal is required for the Sustainability
Notebook to fulfill federally mandated sustainable
requirements in accordance with Section 01 33 29
SUSTAINABILITY REQUIREMENTS.
Choose the first bracketed item for Navy, Air Force
and NASA projects, or choose the second bracketed
item for Army projects.
**************************************************************************
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are [for Contractor Quality Control
approval.][for information only. When used, a designation following the
"G" designation identifies the office that will review the submittal for
the Government.]
Submit the following in accordance with Section 01 33 00
SUBMITTAL PROCEDURES:
[
SD-04 Samples
**************************************************************************
NOTE: Include requirements for test section[s] in
all projects with 5,000 tons or more of asphaltic
concrete. Test sections may be considered necessary
and specified in smaller projects if the pavement
structure is critical and the cost of a test section
is deemed to be justified. Normally, a test section
is required only for the wearing course. If it is
deemed necessary to test other courses, the
specifications must be modified to suit.
**************************************************************************
Bituminous pavement
]
SD-05 Design Data
Job-mix formula
Submit a job-mix formula, prepared specifically for this project
[within one year of submittal for roads], for approval [by the
Government] prior to preparing and placing the bituminous
mixture. Design mix using procedures contained in Chapter V,
Marshall Method of Mix Design, of AI MS-2. Formulas shall
indicate physical properties of the mixes as shown by tests made
by a commercial laboratory approved by the Contracting Officer,
using materials identical to those to be provided on this
project. Submit formulas with material samples. Job-mix formula
for each mixture shall be in effect until modified in writing by
the Contractor and approved by the Contracting Officer. Provide a
new job-mix formula for each source change. Submittal shall
include all tests indicated in MIX DESIGN section of this
specification.
ASPHALT CEMENT BINDER
MIX DESIGN
SD-06 Test Reports
Specific gravity test of asphalt
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Coarse aggregate tests
Weight of slag test
Percent of crushed pieces in gravel
Fine aggregate tests
Specific gravity of mineral filler
Bituminous mixture tests
Aggregates tests
Bituminous mix tests
Pavement courses
1.3
1.3.1
QUALITY ASSURANCE
Safety Requirements
Provide adequate and safe stairways with handrails to the mixer platform,
and safe and protected ladders or other means for accessibility to plant
operations. Guard equipment and exposed steam or other high temperature
lines or cover with a suitable type of insulation.
[1.3.2
Mock-Up Test Section
**************************************************************************
NOTE: Include requirements for test section[s] in
all projects with 5,000 tons or more of asphaltic
concrete. Test sections may be considered necessary
and specified in smaller projects if the pavement
structure is critical and the cost of a test section
is deemed to be justified. Normally, a test section
is required only for the wearing course. If it is
deemed necessary to test other courses, the
specifications must be modified to suit.
**************************************************************************
Prior to full production of the [binder and] wearing course[s], prepare a
quantity of bituminous mixture according to the job-mix formula. Construct
a test section 200 feet long by not less than 10 feet wide and of the same
compacted depth specified for the construction of the course which the test
section represents. The underlying grade or pavement structure upon which
the test section is to be constructed shall be the same as the remainder of
the course represented by the test section. The equipment used in
construction of the test section shall be the same type and weight to be
used on the remainder of the course represented by the test section. Test
not less than two samples of the mixture produced at the plant for
gradation, asphalt cement content, stability, flow, air voids, voids in
mineral aggregate, and in weight. Obtain not less than three cores from
the test strip for density and thickness tests. Check the test section for
smoothness and finish surface texture. If the test section should prove to
be unsatisfactory, make the necessary adjustments to the mix design, plant
operation, transportation, laydown, [and] [or] rolling procedures.
Additional test sections, as required, shall be constructed and evaluated
for conformance to the specified requirements. When test sections do not
conform to specified requirements, remove and replace the bituminous
pavement. A marginal quality test section that has been placed in an area
of little or no traffic may be left in place. If a second test section
also does not meet specified requirements, remove both sections at the
Contractor's expense. Full production shall not begin without the
Contracting Officer's approval.
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Required Data
Job-mix formula shall show the following:
a.
Source and proportions, percent by weight, of each ingredient of the
mixture;
b.
Correct gradation, the percentages passing each size sieve listed in
the specifications for the mixture to be used, for the aggregate and
mineral filler from each separate source and from each different size
to be used in the mixture and for the composite mixture;
c.
Amount of material passing the No. 200 sieve determined by dry sieving;
d.
Number of blows of hammer compaction per side of molded specimen;
e.
Temperature viscosity relationship of the asphalt cement;
f.
Stability, flow, percent voids in mineral aggregate, percent air voids,
unit weight;
g.
Asphalt absorption by the aggregate;
h.
Effective asphalt content as percent by weight of total mix;
i.
Temperature of the mixture immediately upon completion of mixing;
j.
Asphalt performance grade[viscosity grade] [ penetration range]; and
k.
Curves for the[leveling] [binder] [and] wearing course[s].
1.3.3
Charts
Plot and submit, on a grain size chart, the specified aggregate gradation
band, the job-mix gradation and the job-mix tolerance band.
1.3.4
Selection of Optimum Asphalt Content
Base selection on percent of total mix and the average of values at the
following points on the curves for each mix:
a.
Stability:
b.
Unit Weight:
c.
Percent Air Voids:
1.4
Peak
Peak
Median
DELIVERY, STORAGE, AND HANDLING
Inspect materials delivered to the site for damage and store with a minimum
of handling. Store aggregates in such a manner as to prevent segregation,
contamination, or intermixing of the different aggregate sizes.
1.5
ENVIRONMENTAL CONDITIONS
Place bituminous mixture only during dry weather and on dry surfaces. Place
courses only when the surface temperature of the underlying course is
greater than 45 degrees F for course thicknesses greater than one inch and
55 degrees F for course thicknesses one inch or less.
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1.6
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CONSTRUCTION EQUIPMENT
Calibrated equipment, such as scales, batching equipment, spreaders and
similar equipment, shall have been recalibrated by a calibration laboratory
approved by the Contracting Officer within [12] [_____] months of
commencing work.
1.6.1
Mixing Plant
**************************************************************************
NOTE: Insert minimum acceptable capacity. Suggest
100 tons/hr, except where project schedule
requirements need greater production capacities.
**************************************************************************
Design, coordinate, and operate the mixing plant to produce a mixture
within the job-mix formula tolerances and to meet the requirements of
AASHTO M 156, including additional plant requirements specified herein.
The plant shall be a batch type, continuous mix type or drum-dryer mixer
type, and shall have sufficient capacity to handle the new bituminous
construction. Minimum plant capacity shall be [100] [_____] tons per hour.
The mixing plant and equipment shall remain accessible at all times for
inspecting operation, verifying weights, proportions and character of
materials, and checking mixture temperatures.
1.6.1.1
Cold Aggregate Feeder
Provide plant with a feeder or feeders capable of delivering the maximum
number of aggregate sizes required in their proper proportion. Provide
adjustment for total and proportional feed and feeders capable of being
locked in any position. When more than one cold elevator is used, feed
each elevator as a separate unit and install individual controls integrated
with a master control.
1.6.1.2
Dryer
Provide rotary drum-dryer which continuously agitates the mineral aggregate
during the heating and drying process. When one dryer does not dry the
aggregate to specified moisture requirements, provide additional dryers.
1.6.1.3
Plant Screens and Bins for Batch and Continuous Mix Plants
Use screen to obtain accurate gradation and allow no bin to contain more
than 10 percent oversize or undersize. Inspect screens each day prior to
commencing work for plugged, worn, or broken screens. Clean plugged
screens and replace worn or broken screens with new screens prior to
beginning operations. Divide hot aggregate bins into at least three
compartments arranged to ensure separate and adequate storage of
appropriate fractions of the aggregate.
1.6.1.4
Testing Laboratory
Provide a testing laboratory for control and acceptance testing functions
during periods of mix production, sampling and testing, and whenever
materials subject to the provisions of these specifications are being
supplied or tested. The laboratory shall provide adequate equipment,
space, and utilities as required for the performance of the specified tests.
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Surge and Storage Bins
Use for temporary storage of hot bituminous mixtures will be permitted
under the following conditions:
a.
When stored in surge bins for a period of time not to exceed 3 hours.
b.
When stored in insulated and heated storage bins for a period of time
not to exceed 12 hours. If it is determined by the Contracting Officer
that there is an excessive amount of heat loss, segregation and
oxidation of the mixture due to temporary storage, discontinue use of
surge bins or storage bins.
1.6.1.6
Drum-Dryer Mixer
Do not use drum-dryer mixer if specified requirements of the bituminous
mixture or of the completed bituminous pavement course cannot be met. If
drum-dryer mixer is prohibited, use either batch or continuous mix plants
meeting the specifications and producing a satisfactory mix.
1.6.2
1.6.2.1
Paving Equipment
Spreading Equipment
Self-propelled electronically controlled type, unless other equipment is
authorized [by the Contracting Officer]. Equip spreading equipment of the
self-propelled electronically controlled type with hoppers, tamping or
vibrating devices, distributing screws, electronically adjustable screeds,
and equalizing devices. Capable of spreading hot bituminous mixtures
without tearing, shoving, or gouging and to produce a finished surface of
specified grade and smoothness. Operate spreaders, when laying mixture, at
variable speeds between 5 and 45 feet per minute. Design spreader with a
quick and efficient steering device; a forward and reverse traveling speed;
and automatic devices to adjust to grade and confine the edges of the
mixture to true lines. The use of a spreader that leaves indented areas or
other objectionable irregularities in the fresh laid mix during operations
is prohibited.
1.6.2.2
Rolling Equipment
Self-propelled pneumatic-tired rollers supplemented by three-wheel and
tandem type steel wheel rollers. The number, type and weight of rollers
shall be sufficient to compact the mixture to the required density without
detrimentally affecting the compacted material. Rollers shall be suitable
for rolling hot-mix bituminous pavements and capable of reversing without
backlash. Pneumatic-tired rollers shall be capable of being operated both
forward and backward without turning on the mat, and without loosening the
surface being rolled. Equip rollers with suitable devices and apparatus to
keep the rolling surfaces wet and prevent adherence of bituminous mixture.
Vibratory rollers especially designed for bituminous concrete compaction
may be used provided rollers do not impair stability of pavement structure
and underlying layers. Repair depressions in pavement surfaces resulting
from use of vibratory rollers. Rollers shall be self-propelled, single or
dual vibrating drums, and steel drive wheels, as applicable; equipped with
variable amplitude and separate controls for energy and propulsion.
1.6.2.3
Hand Tampers
Minimum weight of 25 pounds with a tamping face of not more than 50 square
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inches.
1.6.2.4
Mechanical Hand Tampers
Commercial type, operated by pneumatic pressure or by internal combustion.
PART 2
2.1
PRODUCTS
AGGREGATES
Grade and proportion aggregates and filler so that combined mineral
aggregate conforms to specified grading.
2.1.1
Coarse Aggregates
**************************************************************************
NOTE: When coarse and/or fine aggregate available
locally is of questionable or unsatisfactory
quality, modify paragraphs to allow only specific
type(s) of aggregate with a satisfactory performance
record.
**************************************************************************
ASTM D692/D692M, except as modified herein. At least 75 percent by weight
of aggregate retained on the No. 4 sieve shall have two or more fractured
faces. Percentage of wear, Los Angeles test, except for slag, shall not
exceed 40 in accordance with ASTM C131. Weight of slag shall not be less
than 70 pounds per cubic foot. Soundness test is required in accordance
with ASTM C88; after 5 cycles, loss shall not be more than 12 percent when
tested with sodium sulfate or 18 percent when tested with magnesium sulfate.
2.1.2
Fine Aggregate
**************************************************************************
NOTE: When coarse and/or fine aggregate available
locally is of questionable or unsatisfactory
quality, modify paragraphs to allow only specific
type(s) of aggregate with a satisfactory performance
record.
**************************************************************************
ASTM D1073, except as modified herein. Fine aggregate shall be produced by
crushing stone, slag or gravel that meets requirements for wear and
soundness specified for coarse aggregate. Where necessary to obtain the
gradation of aggregate blend or workability, natural sand may be used.
Quantity of natural sand to be added shall be approved [by the Contracting
Officer] and shall not exceed [15] [_____] percent of weight of coarse and
fine aggregate and material passing the No. 200 sieve.
2.1.3
Mineral Filler
Nonplastic material meeting the requirements of ASTM D242/D242M.
2.1.4
Aggregate Gradation
**************************************************************************
NOTE: Delete from Table I, the gradations that will
not be used as a part of this project. Generally,
the layer thickness should be at least 57 mm (2.25
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inches) for gradation 1, 37 mm (1.5 inches) for
gradation 2 and 28 mm (1 inch) for gradation 3 shown
in Table 2. Use of gradation 3 should be limited to
shoulders and leveling courses.
**************************************************************************
The combined aggregate gradation shall conform to gradations specified in
Table I, when tested in accordance with ASTM C136 and ASTM C117, and shall
not vary from the low limit on one sieve to the high limit on the adjacent
sieve or vice versa, but grade uniformly from coarse to fine.
Table I.
Aggregate Gradations
Gradation 2
Sieve Size,
inch
Percent
Passing by Mass
1
---
3/4
100
1/2
76-96
3/8
69-89
No. 4
53-73
No. 8
38-60
No. 16
26-48
No. 30
18-38
No. 50
11-27
No. 100
6-18
No. 200
3-6
2.2
ASPHALT CEMENT BINDER
**************************************************************************
NOTE: Performance Graded (PG) d asphalt binders
should be specified wherever available. The same
grade PG binder used by the state highway department
in the area should be considered as the base grade
for the project (e.g. the grade typically specified
in that specific location for dense graded mixes on
highways with design ESALS less than 10 million).
The exception would be that grades with a low
temperature higher than PG XX-22 should not be used
(e.g. PG XX-16 or PG XX-10), unless the Engineer has
had successful experience with them.
Typically, rutting is not a problem on airfield
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runways. However, the following grade "bumping"
should be applied for paving in the runway and
taxiway areas: to accommodate for aircraft tire
pressure greater than 200 psi, increase the high
temperature two grades. Each grade adjustment is 6
degrees C.
The low temperature grade should remain
the same.
**************************************************************************
Asphalt cement binder shall conform to [ASTM D3381/D3381M Table 2,
Viscosity Grade [_____]] [AASHTO M 320 Performance Grade (PG) 76-22[_____]][
ASTM D946/D946M Penetration Grade [_____]]. Test data indicating grade
certification shall be provided by the supplier at the time of delivery of
each load to the mix plant. Copies of these certifications shall be
submitted to the Contracting Officer. The supplier is defined as the last
source of any modification to the binder. The Contracting Officer may
sample and test the binder at the mix plant at any time before or during
mix production. Samples for this verification testing shall be obtained by
the Contractor in accordance with ASTM D140/D140M and in the presence of
the Contracting Officer. These samples shall be furnished to the
Contracting Officer for the verification testing, which shall be at no cost
to the Contractor. Samples of the asphalt cement specified shall be
submitted for approval not less than 14 days before start of the test
section.
2.3
MIX DESIGN
The Contractor shall develop the mix design. The asphalt mix shall be
composed of a mixture of well-graded aggregate, mineral filler if required,
and asphalt material. The aggregate fractions shall be sized, handled in
separate size groups, and combined in such proportions that the resulting
mixture meets the grading requirements of the job mix formula (JMF). No
hot-mix asphalt for payment shall be produced until a JMF has been
approved. The hot-mix asphalt shall be designed using procedures contained
in AI MS-2 and the criteria shown in Table II. If the Tensile Strength
Ratio (TSR) of the composite mixture, as determined by ASTM D4867/D4867M is
less than 75, the aggregates shall be rejected or the asphalt mixture
treated with an approved anti-stripping agent. The amount of
anti-stripping agent added shall be sufficient to produce a TSR of not less
than 75. If an antistrip agent is required, it shall be provided by the
Contractor at no additional cost.
2.3.1
JMF Requirements
**************************************************************************
NOTE: In Table II, use a 75 Blow (compactive
effort) Marshall Mix for all pavements designed for
tire pressures of 100 psi or higher. For pavements
designed for tire pressures less than 100 psi, use a
50 Blow Mix. Also, use a 50 Blow Mix for shoulder
pavements.
In Table II, delete the column which does not apply,
unless the project includes both 75 Blow and 50 Blow
mixes.
Select the appropriate gradation and VMA
requirements in Table III to be consistent with the
gradation chosen in Table I. Delete the other two
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lines in Table III.
Remove item s., below if RAP is not used in the job.
Tensile Strength Ratio for San Diego - El Centro,
California area and other areas with lower quality
aggregate (that meets all other requirements) and
low annual rainfall, use 65, otherwise use 75.
**************************************************************************
The job mix formula shall be submitted in writing by the Contractor for
approval at least 14 days prior to the start of the test section and shall
include as a minimum:
a.
Percent passing each sieve size.
b.
Percent of asphalt cement.
c.
Percent of each aggregate and mineral filler to be used.
d.
Asphalt viscosity grade, penetration grade, or performance grade.
e.
Number of blows of hammer per side of molded specimen.
f.
Laboratory mixing temperature.
g.
Lab compaction temperature.
h.
Temperature-viscosity relationship of the asphalt cement.
i.
Plot of the combined gradation on the 0.45 power gradation chart,
stating the nominal maximum size.
j.
Graphical plots of stability, flow, air voids, voids in the mineral
aggregate, and unit weight versus asphalt content as shown in AI MS-2.
k.
Specific gravity and absorption of each aggregate.
l.
Percent natural sand.
m.
Percent particles with two or more fractured faces (in coarse
aggregate).
n.
Fine aggregate angularity.
o.
Percent flat or elongated particles (in coarse aggregate).
p.
Tensile Strength Ratio.
q.
Antistrip agent (if required) and amount.
r.
List of all modifiers and amount.
s.
Percentage and properties (asphalt content, binder properties, and
aggregate properties) of RAP in accordance with paragraph RECYCLED
HOT-MIX ASPHALT, if RAP is used.
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Table II.
TYMX989345A
FA3002-09-D-0002 TG02
Marshall Design Criteria
Test Property
50 Blow Mix
Stability, pounds minimum
*1350
Flow, 0.01 inch
8-18
Air voids, percent
3-5
Percent Voids in mineral aggregate
(minimum)
See Table III
TSR, minimum percent
75
* This is a minimum requirement. The average during
construction shall be significantly higher than this number to
ensure compliance with the specifications.
Table III.
Minimum Percent Voids in Mineral Aggregate
(VMA)**
Aggregate (See Table 2)
Minimum VMA, percent
Gradation 2
14.0
** Calculate VMA in accordance with AI MS-2, based on
ASTM D2726/D2726M bulk specific gravity for the aggregate.
2.3.2
Adjustments to JMF
The JMF for each mixture shall be in effect until a new formula is approved
in writing by the Contracting Officer. Should a change in sources of any
materials be made, a new mix design shall be performed and a new JMF
approved before the new material is used. The Contractor will be allowed
to adjust the JMF within the limits specified below to optimize mix
volumetric properties. Adjustments to the JMF shall be limited to plus or
minus 3 percent on the 1/2 inch, No. 4, and No. 8 sieves; plus or minus 1.0
percent on the No. 200 sieve; and plus or minus 0.40 percent binder
content. If adjustments are needed that exceed these limits, a new mix
design shall be developed. Tolerances given above may permit the aggregate
grading to be outside the limits shown in Table I; this is acceptable.
2.4
RECYCLED HOT MIX ASPHALT
**************************************************************************
NOTE: Reclaimed Asphalt Pavement (RAP) should not
be used for surface mixes, except on shoulders. It
can be used very effectively in lower layers, or for
shoulders. The Contractor should be able to use
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RAP, up to 30 percent, as long as the resulting
recycled mix meets all requirements that are
specified for virgin mixtures. Remove these
paragraphs if RAP is not used.
**************************************************************************
Reclaimed asphalt pavement (RAP) is not permitted.
2.5
SOURCE QUALITY CONTROL
Employ a commercial laboratory approved by the Contracting Officer to
perform testing. The laboratory used to develop the JMF and the laboratory
used to perform all sampling and testing shall meet the requirements of
ASTM D3666. A certification signed by the manager of the laboratory
stating that it meets these requirements or clearly listing all
deficiencies shall be submitted to the Contracting Officer prior to the
start of construction. The certification shall contain as a minimum:
a.
Qualifications of personnel; laboratory manager, supervising
technician, and testing technicians.
b.
A listing of equipment to be used in developing the job mix.
c.
A copy of the laboratory's quality control system.
d.
Evidence of participation in the AASHTO Materials Reference Laboratory
(AMRL) program.
2.5.1
Tests
Perform testing in accordance with the following:
a.
Specific Gravity Test of Asphalt:
b.
Coarse Aggregate Tests:
(1)
Bulk Specific Gravity:
(2)
Abrasion Loss:
(3)
Soundness Loss:
ASTM D70
ASTM C127
ASTM C131
ASTM C88
c.
Weight of Slag Test:
ASTM C29/C29M
d.
Percent of Crushed Pieces in Gravel:
e.
Fine Aggregate Tests:
(1)
Bulk Specific Gravity:
(2)
Soundness Loss:
Count by observation and weight
ASTM C128
ASTM C88
f.
Specific Gravity of Mineral Filler:
g.
Bituminous Mixture Tests:
ASTM C188 or ASTM D854
(1)
Bulk Specific Gravity:
(2)
Theoretical Maximum Specific Gravity:
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(3)
2.5.2
Tensile Strength Ratio:
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ASTM D4867/D4867M
Specimens
ASTM D6927 for the making and testing of bituminous specimens with the
following exceptions:
**************************************************************************
NOTE: At the text below, for traffic with tire
pressures 100 psi and over and also for primary
roads and streets, specify 75 blows; for tire
pressures less than 100 psi and for secondary roads,
streets, and parking areas, specify 50 blows.
**************************************************************************
a.
Compaction: Apply [5075 blows of the hammer to each flat face of the
specimens for mix numbers [_____] and [_____]] [and 50 blows for mix
numbers [_____] and [_____]].
b.
Curves: Plot curves for the [leveling,] [binder,] [and] wearing course
[s] to show the effect on the test properties of at least four
different percentages of asphalt on the unit weight, stability, flow,
air voids, and voids in mineral aggregate; each point on the curves
shall represent the average of at least four specimens.
c.
Cooling of Specimen: After compaction is completed, allow the specimen
to cool in air to the same temperature approximately as that of the
water, 77 degrees F, to be used in the specific gravity determination.
PART 3
3.1
3.1.1
EXECUTION
PREPARATION
Preparation of Asphalt Binder Material
The asphalt cement material shall be heated avoiding local overheating and
providing a continuous supply of the asphalt material to the mixer at a
uniform temperature. The temperature of unmodified asphalts shall be no
more than 325 degrees F when added to the aggregates. Modified asphalts
shall be no more than 350 degrees F when added to the aggregate.
3.1.2
Preparation of Mineral Aggregates
Store different size aggregate in separate stockpiles so that different
sizes will not mix. Stockpile different-sized aggregates in uniform layers
by use of a clam shell or other approved method so as to prevent
segregation. The use of bulldozers in stockpiling of aggregate or in
feeding aggregate to the dryer is prohibited. Feed aggregates into the
cold elevator by means of separate mechanical feeders so that aggregates
are graded within requirements of the job-mix formulas and tolerances
specified. Regulate rates of feed of the aggregates so that moisture
content and temperature of aggregates are within tolerances specified
herein. Dry and heat aggregates to the temperature necessary to achieve
the mixture determined by the job mix formula within the job tolerance
specified. Provide adequate dry storage for mineral filler.
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Preparation of Bituminous Mixture
Accurately weigh aggregates and dry mineral filler and convey into the
mixer in the proportionate amounts of each aggregate size required to meet
the job-mix formula.
In batch mixing, after aggregates and mineral filler
have been introduced into the mixer and mixed for not less than 15 seconds,
add asphalt by spraying or other approved methods and continue mixing for a
period of not less than 20 seconds, or as long as required to obtain a
homogeneous mixture. The time required to add or spray asphalt into the
mixer will not be added to the total wet-mixing time provided the operation
does not exceed 10 seconds and a homogeneous mixture is obtained. When a
continuous mixer is employed, mixing time shall be more than 35 seconds to
obtain a homogeneous mixture. Additional mixing time, when required, will
be as directed by the Contracting Officer. When mixture is prepared in a
twin-pugmill mixer, volume of the aggregates, mineral filler, and asphalt
shall not extend above tips of mixer blades when blades are in a vertical
position. Overheated and carbonized mixtures, or mixtures that foam or
show indication of free moisture, will be rejected. When free moisture is
detected in batch or continuous mix plant produced mixtures, waste the mix
and withdraw the aggregates in the hot bins immediately and return to the
respective stockpiles; for drum-dryer mixer plants, waste the mix,
including that in surge or storage bins that is affected by free moisture.
3.1.4
Transportation of Bituminous Mixtures
Transport bituminous material from the mixing plant to the paving site in
trucks having tight, clean, smooth beds that have been coated with a
minimum amount of concentrated solution of hydrated lime and water or other
approved coating to prevent adhesion of the mixture to the truck. Petroleum
products will not be permitted for coating truck. If air temperature is
less than 60 degrees F or if haul time is greater than 30 minutes, cover
each load with canvas or other approved material of ample size to protect
the mixture from the loss of heat. Make deliveries so that the spreading
and rolling of all the mixture prepared for one day's run can be completed
during daylight, unless adequate approved artificial lighting is provided.
Deliver mixture to area to be paved so that the temperature at the time of
dumping into the spreader is within the range specified herein. Reject
loads that are below minimum temperature, that have crusts of cold
unworkable material, or that have been wet excessively by rain. Hauling
over freshly laid material is prohibited.
3.1.5
Surface Preparation of Underlying Course
Prior to the laying of the asphalt concrete, clean underlying course of
foreign or objectionable matter with power blowers or power brooms,
supplemented by hand brooms and other cleaning methods where necessary.
During the placement of multiple lifts of bituminous concrete, each
succeeding lift of bituminous concrete shall have its underlying lift
cleaned and provided with a bituminous tack coat if the time period between
the placement of each lift of bituminous concrete exceeds 14 days, or the
underlying bituminous concrete has become dirty. [Remove grass and other
vegetative growth from existing cracks and surfaces.]
3.2
PLACEMENT
3.2.1
Machine Spreading
**************************************************************************
NOTE: See Table IV for minimum spreading
temperatures depending on temperatures of existing
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base course and thickness of layer being placed.
TABLE IV
MINIMUM SPREADING TEMPERATURES
Base Temp.
in
Degrees F
(*)
Wearing, Binder, or Leveling Course Thickness, (Inches)
1/2
3/4
1
1 1/2
2
3
20-32 (**) ---
---
---
---
---
---
+32-40
(**)
+40-50
---
---
---
---
295
---
---
---
300
+50-60
---
---
300
+60-70
---
300
+70-80
300
+80-90
+90
*
Note:
3 1/2
4
260 (**)
280
275
(**)
270
285
275
265
255
295
280
280
260
255
290
285
275
265
255
250
290
285
280
070
265
255
250
290
280
275
270
265
260
250
250
280
275
270
265
265
255
250
250
260
Base on which mix is placed.
** Note: Increase by 15 degrees when placement is on base or subbase
containing frozen moisture. Normally, hot mix paving is not allowed on
base temperatures below 45 degrees F.
**************************************************************************
The range of temperatures of the mixtures at the time of spreading shall be
between [250] [_____] degrees F and 300 degrees F. Bituminous concrete
having temperatures less than minimum spreading temperature when dumped
into the spreader will be rejected. Adjust spreader and regulate speed so
that the surface of the course is smooth and continuous without tears and
pulling, and of such depth that, when compacted, the surface conforms with
the cross section, grade, and contour indicated. Unless otherwise
directed, begin the placing along the centerline of areas to be paved on a
crowned section or on the high side of areas with a one-way slope. Place
mixture in consecutive adjacent strips having a minimum width of 10 feet,
except where the edge lanes require strips less than 10 feet to complete
the area. Construct longitudinal joints and edges to true line markings.
Establish lines parallel to the centerline of the area to be paved, and
place string lines coinciding with the established lines for the spreading
machine to follow. Provide the number and location of the lines needed to
accomplish proper grade control. When specified grade and smoothness
requirements can be met for initial lane construction by use of an approved
long ski-type device of not less than [30] [_____] feet in length and for
subsequent lane construction by use of a short ski or shoe, in-place string
lines for grade control may be omitted. Place mixture as nearly continuous
as possible and adjust the speed of placing as needed to permit proper
rolling.
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Shoveling, Raking, and Tamping After Machine-Spreading
Shovelers and rakers shall follow the spreading machine. Add or remove hot
mixture and rake the mixture as required to obtain a course that when
completed will conform to requirements specified herein. Broadcasting or
fanning of mixture over areas being compacted is prohibited. When
segregation occurs in the mixture during placing, suspend spreading
operation until the cause is determined and corrected. Correct
irregularities in alignment left by the spreader by trimming directly
behind the machine. Immediately after trimming, compact edges of the
course by tamping laterally with a metal lute or by other approved methods.
Distortion of the course during tamping is prohibited.
3.2.3
Hand-Spreading in Lieu of Machine-Spreading
In areas where the use of machine spreading is impractical, spread mixture
by hand. The range of temperatures of the mixtures when dumped onto the
area to be paved shall be between [250] [_____] and 300 degrees F.
Mixtures having temperatures less than minimum spreading temperature when
dumped onto the area to be paved will be rejected. Spread hot mixture with
rakes in a uniformly loose layer of a thickness that, when compacted, will
conform to the required grade, thickness, and smoothness. During hand
spreading, place each shovelful of mixture by turning the shovel over in a
manner that will prevent segregation. Do not place mixture by throwing or
broadcasting from a shovel. Do not dump loads any faster than can be
properly handled by the shovelers and rakers.
3.3
COMPACTION OF MIXTURE
**************************************************************************
NOTE: Insert appropriate percent density; normally,
96 percent for pavements subject to vehicular
traffic and 97 percent for pavements subject to
aircraft traffic.
**************************************************************************
Compact mixture by rolling. Begin rolling as soon as placement of mixture
will bear rollers. Delays in rolling freshly spread mixture shall not be
permitted. Start rolling longitudinally at the extreme sides of the lanes
and proceed toward center of pavement, or toward high side of pavement with
a one-way slope. Operate rollers so that each trip overlaps the previous
adjacent strip by at least one foot. Alternate trips of the roller shall
be of slightly different lengths. Conduct tests for conformity with the
specified crown, grade and smoothness immediately after initial rolling.
Before continuing rolling, correct variations by removing or adding
materials as necessary. If required, subject course to diagonal rolling
with the steel wheeled roller crossing the lines of the previous rolling
while mixture is hot and in a compactible condition. Speed of the rollers
shall be slow enough to avoid displacement of hot mixture. Correct
displacement of mixture immediately by use of rakes and fresh mixture, or
remove and replace mixture as directed. Continue rolling until roller
marks are eliminated and course has a density of at least 95[_____] percent
but not more than 100 percent of that attained in a laboratory specimen of
the same mixture prepared in accordance with ASTM D6927. During rolling,
moisten wheels of the rollers enough to prevent adhesion of mixture to
wheels, but excessive water is prohibited. Operation of rollers shall be
by competent and experienced operators. Provide sufficient rollers for
each spreading machine in operation on the job and to handle plant output.
In places not accessible to the rollers, compact mixture thoroughly with
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hot hand tampers. Skin patching of an area after compaction is
prohibited. Remove mixture that becomes mixed with foreign materials or is
defective and replace with fresh mixture compacted to the density specified
herein. Roller shall pass over unprotected edge of the course only when
laying of course is to be discontinued for such length of time as to permit
mixture to become cold.
3.4
JOINTS
Joints shall present the same texture and smoothness as other portions of
the course, except permissible density at the joint may be up to 2 percent
less than the specified course density. Carefully make joints between old
and new pavement or within new pavements in a manner to ensure a thorough
and continuous bond between old and new sections of the course. Vertical
contact surfaces of previously constructed sections that are coated with
dust, sand, or other objectionable material shall be painted with a thin
uniform coat of emulsion or other approved bituminous material just before
placing fresh mixture.
3.4.1
Transverse
Roller shall pass over unprotected end of freshly laid mixture only when
laying of course is to be discontinued. Except when an approved bulkhead
is used, cut back the edge of previously laid course to expose an even,
vertical surface for the full thickness of the course. When required, rake
fresh mixture against joints, thoroughly tamp with hot tampers, smooth with
hot smoothers, and roll. Transverse joints in adjacent lanes shall be
offset a minimum of 2 feet.
3.4.2
Longitudinal Joints
Space 6 inches apart. Do not allow joints to coincide with joints of
existing pavement or previously placed courses. Spreader screed shall
overlap previously placed lanes 2 to 3 inches and be of such height to
permit compaction to produce a smooth dense joint. With a lute, push back
mixture placed on the surface of previous lanes to the joint edge. Do not
scatter mix. Remove and waste excess material. When edges of longitudinal
joints are irregular, honeycombed, or poorly compacted, cut back
unsatisfactory sections of joint and expose an even vertical surface for
the full thickness of the course. When required, rake fresh mixture
against joint, thoroughly tamp with hot tampers, smooth with hot smoothers,
and roll while hot.
3.5
FIELD QUALITY CONTROL
**************************************************************************
NOTE: The Contractor shall normally conduct all
sampling and testing at his expense, as stated in
the Quality Control section. There may be certain
special occasions where the Government will conduct
sampling and testing. In those cases, so state that
sampling and testing will be conducted by the
Government.
**************************************************************************
**************************************************************************
NOTE: Employ a commercial laboratory approved by
the Contracting Officer to perform all sampling and
testing. The laboratory used shall meet the
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requirements of ASTM D3666 and as indicated in
SOURCE QUALITY CONTROL section.
**************************************************************************
3.5.1
Sampling
3.5.1.1
Aggregates At Source
Prior to production and delivery of aggregates, take at least one initial
sample in accordance with ASTM D75/D75M [at the source] [from each stockpile
]. Collect each sample by taking three incremental samples at random from
the source material to make a composite sample of not less than 50 pounds.
Repeat the sampling when the material source changes or when testing
reveals unacceptable deficiencies or variations from the specified grading
of materials.
3.5.1.2
Cold Feed Aggregate Sampling
Take two samples daily from the belt conveying materials from the cold feed.
Collect materials in three increments at random to make a representative
composite sample of not less than 50 pounds. Take samples in accordance
with ASTM D75/D75M.
3.5.1.3
Coarse and Fine Aggregates
Take a 50 pound sample from the cold feed at least once daily for sieve
analyses and specific gravity tests. Additional samples may be required to
perform more frequent tests when analyses show deficiencies, or
unacceptable variances or deviations. The method of sampling is as
specified herein for aggregates.
3.5.1.4
Mineral Filler
ASTM D546.
3.5.1.5
Take samples large enough to provide ample material for testing.
Pavement and Mixture
Take plant samples for the determination of mix properties and field
samples for thickness and density of the completed pavements. Furnish
tools, labor and material for samples, and satisfactory replacement of
pavement. Take samples and tests at not less than frequency specified
hereinafter and at the beginning of plant operations; for each day's work
as a minimum; each change in the mix or equipment; and as often as
directed. Accomplish sampling in accordance with ASTM D979/D979M.
3.5.2
Testing
3.5.2.1
Aggregates Tests
a.
Gradation:
b.
Mineral Filler Content:
c.
Abrasion: ASTM C131 for wear (Los Angeles test). Perform one test
initially prior to incorporation into the work and each time the source
is changed.
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ASTM D546.
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Bituminous Mix Tests
Test one sample for each 500 tons, or fraction thereof, of the uncompacted
mix for extraction in accordance with ASTM D2172/D2172M; perform a sieve
analysis on each extraction sample in accordance with ASTM C136 and
ASTM C117. Test one sample for each [500] [_____] tons or fraction thereof
for stability and flow in accordance with ASTM D6927. Test one sample for
each material blend for Tensile Strength Ratio in accordance with
ASTM D4867/D4867M.
3.5.2.3
Pavement Courses
Perform the following tests:
a.
Density: For each [1000] [_____] tons of bituminous mixture placed,
determine the representative laboratory density by averaging the
density of four laboratory specimens prepared in accordance with
ASTM D6927. Samples for laboratory specimens shall be taken from
trucks delivering mixture to the site; record in a manner approved by
the Contracting Officer the project areas represented by the laboratory
densities. From each representative area recorded, determine field
density of pavement by averaging densities of 4 inch diameter cores
obtained from [leveling,] [binder, and] wearing course[s]; take one
core for each [2000] [_____] square yards or fraction thereof of course
placed. Determine density of laboratory prepared specimens and cored
samples in accordance with ASTM D1188 or ASTM D2726/D2726M, as
applicable. Separate pavement layers by sawing or other approved means.
Maximum allowable deficiency at any point, excluding joints, shall not
be more than 2 percent less than the specified density for any course.
The average density of each course, excluding joints, shall be not less
than the specified density. Joint densities shall not be more than 2
percent less than specified course densities and are not included when
calculating average course densities. When the deficiency exceeds the
specified tolerances, correct each such representative area or areas by
removing the deficient pavement and replacing with new pavement.
b.
Thickness: Determine thickness of[binder and] wearing courses from
samples taken for the field density test. The maximum allowable
deficiency at any point shall not be more than 1/4 inch less than the
thickness for the indicated course. Average thickness of course or of
combined courses shall be not less than the indicated thickness. Where
a deficiency exceeds the specified tolerances, correct each such
representative area or areas by removing the deficient pavement and
replacing with new pavement.
c.
Smoothness: Straightedge test the compacted surface of [leveling,]
[binder, and] wearing course[s] as work progresses. Apply straightedge
parallel with and at right angles to the centerline after final
rolling. Unevenness o[leveling and] [binder]f course[s] shall not vary
more than 1/4 inch in 10 feet; variations in the wearing course shall
not vary more than 1/8 inch in 10 feet. Correct each portion of the
pavement showing irregularities greater than that specified.
**************************************************************************
NOTE: Regarding the text below, the Engineering
Field Division (EFD) will determine whether the
Contracting Officer or the Contractor will perform
the survey. At the option of EFD, this subparagraph
may be deleted entirely.
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**************************************************************************
d.
Finished Grades: Finish grades of each course placed shall not vary
from the finish elevations, profiles, and cross sections indicated by
more than 1/2 inch. Finished surface of the final wearing course will
be tested [by the Contracting Officer] by running lines of levels at
intervals of [25] [_____] feet longitudinally and transversely to
determine elevations of completed pavement. Within 45 days after
completion of final placement, [perform a level survey at the specified
grid spacing and plot the results on a plan drawn to the same scale as
the drawings. Elevations not in conformance with the specified
tolerance shall be noted on the plan in an approved manner. The survey
shall be performed by a registered land surveyor.] [The Contracting
Officer will inform the Contractor in writing of paved areas that fail
to meet the final grades indicated within the specified tolerances.]
Correct deficient paved areas by removing existing work and replacing
with new materials that meet the specifications. Skin patching for
correcting low areas is prohibited.
e.
Finish Surface Texture of Wearing Course: Visually check final surface
texture for uniformity and reasonable compactness and tightness.Final
wearing course with a surface texture having undesirable irregularities
such as segregation, cavities, pulls or tears, checking, excessive
exposure of coarse aggregates, sand streaks, indentations, ripples, or
lack of uniformity shall be removed and replaced with new materials.
3.6
PROTECTION
Do not permit vehicular [and aircraft] traffic, including heavy equipment,
on pavement until surface temperature has cooled to at least 120 degrees F.
Measure surface temperature by approved surface thermometers or other
satisfactory methods.
-- End of Section --
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**************************************************************************
USACE / NAVFAC / AFCEC / NASA
UFGS-32 13 11 (November 2012)
Change 1 - 11/14
--------------------------Preparing Activity: USACE
Superseding
UFGS-32 13 11 (August 2010)
UNIFIED FACILITIES GUIDE SPECIFICATIONS
References are in agreement with UMRL dated October 2014
**************************************************************************
SECTION 32 13 11
CONCRETE PAVEMENT FOR AIRFIELDS AND OTHER HEAVY-DUTY PAVEMENTS
**************************************************************************
NOTE: This guide specification covers the
requirements for construction of concrete pavement
for Army, Navy and Air Force airfields and
heavy-duty roads, parking areas, hardstands, and
vehicular pavement.
Adhere to UFC 1-300-02 Unified Facilities Guide
Specifications (UFGS) Format Standard when editing
this guide specification or preparing new project
specification sections. Edit this guide
specification for project specific requirements by
adding, deleting, or revising text. For bracketed
items, choose applicable items(s) or insert
appropriate information.
Remove information and requirements not required in
respective project, whether or not brackets are
present.
Comments, suggestions and recommended changes for
this guide specification are welcome and should be
submitted as a Criteria Change Request (CCR).
**************************************************************************
PART 1
GENERAL
**************************************************************************
NOTE: In preparing contract specifications for
concrete pavement, the designer will use UFC
3-250-04 STANDARD PRACTICE FOR CONCRETE PAVEMENTS
for guidance. State highway specifications may only
be used for non organizational parking, roads,
streets, and driveways where the equivalent passes
of an 18-kip EASL are less than 5.7 million. All
organizational vehicle parking, roads and airfield
concrete pavements will use the Unified Facilities
guide specifications without exception.
Contact the Corps of Engineers Transportation
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Systems Center (TSMCX), the Air Force major command
(MAJCOM) pavement engineers, or Naval Facilities
Engineering Command (NAVFAC) for guidance on
interpreting and editing this specification section.
This specification section is structured for
Contractor sampling and testing of materials and
mixture proportioning. If Government sampling,
testing and mixture proportioning is required,
contact the TSMCX, MAJCOM pavement engineers, or
NAVFAC for specification language.
**************************************************************************
1.1
UNIT PRICES
**************************************************************************
NOTE: Any project large enough to use this guide
specification should have Unit Price payment. For
Lump Sum payment, include concrete unit price from
Government estimate in paragraph Payments to provide
cost basis for calculating payment reduction.
**************************************************************************
1.1.1
Measurements
The quantity of concrete to be paid for will be the volume of concrete in
cubic yards including thickened edges[monolithic curb], where required,
placed in the completed and accepted pavement. Concrete will be measured
in place in the completed and accepted pavement only within the neat line
dimensions shown in the plan and cross section. No deductions will be made
for rounded or beveled edges or the space occupied by pavement
reinforcement, dowel bars, [tie bars, ]or electrical conduits, nor for any
void, or other structure extending into or through the pavement slab,
measuring 3 cubic feet or less in volume. No other allowance for concrete
will be made unless placed in specified locations in accordance with
written instructions previously issued by the Contracting Officer. The
quantity of other materials specified herein, and used in the construction
of the work covered by this section, will not be measured for payment, but
will be considered a subsidiary obligation of the Contractor, covered under
the price per cubic yard for concrete. Joint sealing materials are covered
in Section 32 01 19 FIELD MOLDED SEALANTS FOR SEALING JOINTS IN RIGID
PAVEMENTS or Section 32 13 73 COMPRESSION JOINT SEALS FOR CONCRETE PAVEMENTS.
1.1.2
Payments
**************************************************************************
NOTE: Use the applicable paragraph from the two
choices below and delete the other.
**************************************************************************
1.1.2.1
Unit Price
The quantity of concrete measured as specified above will be paid for at
the contract unit price when placed in completed and accepted pavements.
Payment will be made at the contract price for cubic yard for the scheduled
item, with necessary adjustments as specified below. Payment will
constitute full compensation for furnishing all materials, equipment, plant
and tools, and for all labor and other incidentals necessary to complete
the concrete pavement, except for other items specified herein for separate
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payment.
1.1.2.2
Lump Sum
The quantity of concrete will be paid for and included in the lump-sum
contract price. If less than 100 percent payment is due based on the pay
factors stipulated below, a unit price of [_____]$210.00 per cubic yard
will be used for purposes of calculating the payment reduction.
1.1.3
Payment of Lots
When a lot of material fails to meet the specification requirements, that
lot will be accepted at a reduced price or shall be removed and replaced.
The lowest computed percent payment determined for any pavement
characteristic (i.e., thickness, grade, and surface smoothness) discussed
below shall be the actual percent payment for that lot. The actual percent
payment will be applied to the unit price and the measured quantity of
concrete in the lot to determine actual payment. Use results of strength
tests to control concreting operations. Strength will be evaluated, but
will not be considered for payment adjustment. Any pavement not meeting
the required 'specified strength' shall be removed and replaced at no
additional cost to the Government.
1.1.4
Payment Adjustment for Smoothness
a.
Straightedge Testing: Location and deviation from straightedge for all
measurements shall be recorded. When more than 5.0 and less than or
equal to 10.0 percent of all measurements made within a lot exceed the
tolerance specified in paragraph "Surface Smoothness", after any
reduction of high spots or removal and replacement, the computed
percent payment based on surface smoothness will be 95 percent. When
more than 10.0 percent and less than or equal to 15.0 percent of all
measurements exceed the tolerance, the computed percent payment will be
90 percent. When more than 15.0 and less than or equal to 20.0 percent
of all measurements exceed the tolerance, the computed percent payment
will be 75 percent. When more than 20.0 percent of the measurements
exceed the tolerance, the lot shall be removed and replaced at no
additional cost to the Government.
b.
Profilograph Testing: Location and data from all profilograph
measurements shall be recorded. When the Profile Index of a 0.1 mile
segment of a lot exceeds the tolerance specified in paragraph "Surface
Smoothness" by 1.0 inch per mile but less than 2.0 inches per mile,
after any reduction of high spots or removal and replacement, the
computed percent payment based on surface smoothness will be 95
percent. When the Profile Index exceeds the tolerance by 2.0 inches
per mile but less than 3.0 inches per mile, the computed percent
payment will be 90 percent. When the Profile Index exceeds the
tolerance by 3.0 inches per mile but less than 4.0 inches per mile, the
computed percent payment will be 75 percent. When the Profile Index
exceeds the tolerance by 4.0 inches per mile or more, the lot shall be
removed and replaced at no additional cost to the Government.
**************************************************************************
NOTE: Delete item c, Aircraft Arresting Systems, if
not present or impacted by paving operations.
**************************************************************************
c.
Aircraft Arresting Systems.
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the approach and departure sides of the arresting system pendant is a
critical area. Consider this area as a separate lot for payment
adjustment for smoothness. Protruding objects and undulating surfaces
are detrimental to successful tailhook engagements and are not
allowable. No exceedance of the tolerances specified in paragraph:
"Surface Smoothness" is acceptable. Remove and replace pavements
exceeding the tolerances, unless otherwise directed by the Contracting
Officer.
1.1.5
Payment Adjustment for Plan Grade
When more than 5.0 and less than or equal to 10.0 percent of all
measurements made within a lot are outside the specified tolerance, the
computed percent payment for that lot will be 95 percent. When more than
10.0 percent but less than 50 percent are outside the specified tolerances,
the computed percent payment for the lot will be 75 percent. In any areas
where the deviation from grade exceeds the specified tolerances by 50
percent or more, the deficient area shall be removed and replaced at no
additional cost to the Government.
1.1.6
Payment Adjustment for Thickness
Using the Average Thickness of the lot, determine the computed percent
payment for thickness by entering the following table:
Computed Percent Payment for Thickness
Deficiency in Thickness
Determined by cores
Inches
Pavements Equal To or
Over 8 Inches Thick
Pavements Less Than 8
Inches Thick
0.00 to 0.24
100
100
0.25 to 0.49
75
65
0.50 to 0.74
50
0
0.75 or greater
0
0
Where 0 percent payment is indicated, remove the entire lot and replace at
no additional cost to the Government. Where either of the two cores from a
sublot show a thickness deficiency of 0.75 inch or greater,[ 0.50 inch for
pavements 8 inches or less in thickness] drill two more cores in the sublot
and compute the average thickness of the four cores. If this average shows
a thickness deficiency of 0.75 inch or more [ 0.50 inch for pavements 8
inches or less in thickness] remove the entire sublot.
1.2
REFERENCES
**************************************************************************
NOTE: This paragraph is used to list the
publications cited in the text of the guide
specification. The publications are referred to in
the text by basic designation only and listed in
this paragraph by organization, designation, date,
and title.
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Use the Reference Wizard's Check Reference feature
when you add a RID outside of the Section's
Reference Article to automatically place the
reference in the Reference Article. Also use the
Reference Wizard's Check Reference feature to update
the issue dates.
References not used in the text will automatically
be deleted from this section of the project
specification when you choose to reconcile
references in the publish print process.
**************************************************************************
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by the
basic designation only.
AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS
(AASHTO)
AASHTO M 182
(2005; R 2009) Standard Specification for
Burlap Cloth Made from Jute or Kenaf and
Cotton Mats
AMERICAN CONCRETE INSTITUTE INTERNATIONAL (ACI)
ACI 211.1
(1991; R 2009) Standard Practice for
Selecting Proportions for Normal,
Heavyweight and Mass Concrete
ACI 214R
(2011) Evaluation of Strength Test Results
of Concrete
ACI 305R
(2010) Guide to Hot Weather Concreting
ACI 306R
(2010) Guide to Cold Weather Concreting
ASTM INTERNATIONAL (ASTM)
ASTM A1064/A1064M
(2013) Standard Specification for
Carbon-Steel Wire and Welded Wire
Reinforcement, Plain and Deformed, for
Concrete
ASTM A184/A184M
(2006; E2011) Standard Specification for
Fabricated Deformed Steel Bar Mats for
Concrete Reinforcement
ASTM A615/A615M
(2014) Standard Specification for Deformed
and Plain Carbon-Steel Bars for Concrete
Reinforcement
ASTM A775/A775M
(2007b; R2014) Standard Specification for
Epoxy-Coated Steel Reinforcing Bars
ASTM A996/A996M
(2014) Standard Specification for
Rail-Steel and Axle-Steel Deformed Bars
for Concrete Reinforcement
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ASTM C1017/C1017M
(2013) Standard Specification for Chemical
Admixtures for Use in Producing Flowing
Concrete
ASTM C1064/C1064M
(2011) Standard Test Method for
Temperature of Freshly Mixed
Hydraulic-Cement Concrete
ASTM C1077
(2014) Standard Practice for Laboratories
Testing Concrete and Concrete Aggregates
for Use in Construction and Criteria for
Laboratory Evaluation
ASTM C117
(2013) Standard Test Method for Materials
Finer than 75-um (No. 200) Sieve in
Mineral Aggregates by Washing
ASTM C123/C123M
(2012) Standard Test Method for
Lightweight Particles in Aggregate
ASTM C1260
(2007) Standard Test Method for Potential
Alkali Reactivity of Aggregates
(Mortar-Bar Method)
ASTM C131
(2006) Standard Test Method for Resistance
to Degradation of Small-Size Coarse
Aggregate by Abrasion and Impact in the
Los Angeles Machine
ASTM C136
(2006) Standard Test Method for Sieve
Analysis of Fine and Coarse Aggregates
ASTM C138/C138M
(2013a) Standard Test Method for Density
("Unit Weight"), Yield, and Air Content
(Gravimetric) of Concrete
ASTM C142/C142M
(2010) Standard Test Method for Clay Lumps
and Friable Particles in Aggregates
ASTM C143/C143M
(2012) Standard Test Method for Slump of
Hydraulic-Cement Concrete
ASTM C150/C150M
(2012) Standard Specification for Portland
Cement
ASTM C1567
(2013) Standard Test Method for Potential
Alkali-Silica Reactivity of Combinations
of Cementitious Materials and Aggregate
(Accelerated Mortar-Bar Method)
ASTM C1602/C1602M
(2012) Standard Specification for Mixing
Water Used in Production of Hydraulic
Cement Concrete
ASTM C1646/C1646M
(2008a) Making and Curing Test Specimens
for Evaluating Frost Resistance of Coarse
Aggregate in Air-Entrained Concrete by
Rapid Freezing and Thawing
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ASTM C172/C172M
(2014) Standard Practice for Sampling
Freshly Mixed Concrete
ASTM C174/C174M
(2013) Standard Test Method for Measuring
Thickness of Concrete Elements Using
Drilled Concrete Cores
ASTM C192/C192M
(2013a) Standard Practice for Making and
Curing Concrete Test Specimens in the
Laboratory
ASTM C231/C231M
(2014) Standard Test Method for Air
Content of Freshly Mixed Concrete by the
Pressure Method
ASTM C260/C260M
(2010a) Standard Specification for
Air-Entraining Admixtures for Concrete
ASTM C294
(2012) Standard Descriptive Nomenclature
for Constituents of Concrete Aggregates
ASTM C295/C295M
(2012) Petrographic Examination of
Aggregates for Concrete
ASTM C31/C31M
(2012) Standard Practice for Making and
Curing Concrete Test Specimens in the Field
ASTM C33/C33M
(2013) Standard Specification for Concrete
Aggregates
ASTM C494/C494M
(2013) Standard Specification for Chemical
Admixtures for Concrete
ASTM C618
(2012a) Standard Specification for Coal
Fly Ash and Raw or Calcined Natural
Pozzolan for Use in Concrete
ASTM C666/C666M
(2003; R 2008) Resistance of Concrete to
Rapid Freezing and Thawing
ASTM C78/C78M
(2012; E 2013) Standard Test Method for
Flexural Strength of Concrete (Using
Simple Beam with Third-Point Loading)
ASTM C88
(2013) Standard Test Method for Soundness
of Aggregates by Use of Sodium Sulfate or
Magnesium Sulfate
ASTM C881/C881M
(2013) Standard Specification for
Epoxy-Resin-Base Bonding Systems for
Concrete
ASTM C94/C94M
(2014a) Standard Specification for
Ready-Mixed Concrete
ASTM C989/C989M
(2013) Standard Specification for Slag
Cement for Use in Concrete and Mortars
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ASTM D1751
(2004; E 2013; R 2013) Standard
Specification for Preformed Expansion
Joint Filler for Concrete Paving and
Structural Construction (Nonextruding and
Resilient Bituminous Types)
ASTM D2995
(1999; R 2009) Determining Application
Rate of Bituminous Distributors
ASTM D3665
(2012) Random Sampling of Construction
Materials
ASTM D4791
(2010) Flat Particles, Elongated
Particles, or Flat and Elongated Particles
in Coarse Aggregate
ASTM D75/D75M
(2014) Standard Practice for Sampling
Aggregates
ASTM E1274
(2003; R 2012) Standard Test Method for
Measuring Pavement Roughness Using a
Profilograph
NATIONAL READY MIXED CONCRETE ASSOCIATION (NRMCA)
NRMCA QC 3
(2011) Quality Control Manual: Section 3,
Plant Certifications Checklist:
Certification of Ready Mixed Concrete
Production Facilities
STATE OF CALIFORNIA DEPARTMENT OF TRANSPORTATION (CALTRANS)
CTM 526
(2002) Operation of California
Profilograph and Evaluation of Profiles
U.S. ARMY CORPS OF ENGINEERS (USACE)
COE CRD-C 130
(2001) Standard Recommended Practice for
Estimating Scratch Hardness of Coarse
Aggregate Particles
COE CRD-C 300
(1990) Specifications for Membrane-Forming
Compounds for Curing Concrete
COE CRD-C 521
(1981) Standard Test Method for Frequency
and Amplitude of Vibrators for Concrete
COE CRD-C 55
(1992) Test Method for Within-Batch
Uniformity of Freshly Mixed Concrete
COE CRD-C 662
(2009) Determining the Potential
Alkali-Silica Reactivity of Combinations
of Cementitious Materials, Lithium Nitrate
Admixture and Aggregate (Accelerated
Mortar-Bar Method)
1.3
SYSTEM DESCRIPTION
This section is intended to stand alone for construction of concrete
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pavement. However, where the construction covered herein interfaces with
other sections, the construction at each interface shall conform to the
requirements of both this section and the other section, including
tolerances for both.
1.3.1
Surface Smoothness
**************************************************************************
NOTE: Edit these paragraphs as appropriate to the
project. If it is desired to restrict surface
smoothness testing and evaluation to either
straightedge method or profilograph method, retain
the one and delete the other; otherwise, retain both
as a Contractor's option. Require use of the
profilograph method for airfield taxiways and
runways. When the profilograph method is allowed,
and there are areas with dimensions less than 60 m
(200 feet) in any direction, retain the straightedge
method for these short runs.
**************************************************************************
Use the profilograph method for all longitudinal testing, except for paving
lanes less than 200 feet in length. Use the straightedge method for
transverse testing, for longitudinal testing where the length of each
pavement lane is less than 200 feet,[ within 200 feet on both the approach
and departure sides of an aircraft arresting gear,] and at the ends of the
paving limits for the project. Where drawings show required deviations
from a plane surface (crowns, drainage inlets, etc.) or existing rough or
high PI pavement, finish the surface to meet the approval of the
Contracting Officer. Detailed notes shall be kept of the results of the
testing and a copy furnished to the Government after each day's testing.
**************************************************************************
NOTE: Retain first bracketed statements for
airfield projects and delete the second set. Retain
second bracketed statements for roads and streets
projects and delete first set.
**************************************************************************
a.
Straightedge Testing: The finished surfaces of the pavements shall
have no abrupt change of 1/4 inch or more, and all pavements shall be
within the limits specified when checked with an approved 12 foot
straightedge. [Runways and taxiways shall have a variation from the
specified straight edge not greater than 1/8 inch in the longitudinal
direction and not greater than 1/4 inch in the transverse direction.[
Runway pavement within 200 feet on both the approach and departure
sides of an aircraft arresting gear shall have a variation in the
longitudinal direction from the specified straightedge not more than
plus or minus 1/8 inch.] All other airfield areas shall have a
variation from a straight edge not greater than 1/4 inch in either the
longitudinal or transverse direction.] [Roads, streets, tank
hardstands, vehicular parking areas, and open storage areas shall have
a variation from the specified straight edge not greater than 6 mm 1/4
inch in either the longitudinal or transverse direction.]
b.
Profilograph Testing: The finished surfaces of the pavements shall
have no abrupt change of 1/4 inch or more, and each 0.1 mile segment of
each pavement lot shall have a Profile Index not greater than specified
when tested with an approved California-type profilograph. [Runways
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and taxiways shall have a Profile index not greater than 7 inches per
mile in the longitudinal direction. Runway and taxiway transverse
smoothness shall be measured with the straight edge method and the
straight edge requirements shall apply. All other airfield areas shall
have a Profile Index not greater than 9 inches per mile in the
longitudinal direction.] [Roads, streets, tank hardstands, vehicular
parking areas and open storage areas shall have a Profile index not
greater than 9 inches per mile in the longitudinal direction.]
c.
Bumps ("Must Grind" Areas): Any bumps ("must grind" areas) shown on
the profilograph trace which exceed 0.4 inch in height shall be reduced
by diamond grinding in accordance with subparagraph "Diamond Grinding
of PCC Surfaces" below until they do not exceed 0.3 inch when
retested. Such grinding shall be tapered in all directions to provide
smooth transitions to areas not requiring grinding.
d.
Testing Method: After the concrete has hardened sufficiently to permit
walking thereon, but not later than 48 hours after placement, test the
entire surface of the pavement in each lot in such a manner as to
reveal all surface irregularities exceeding the tolerances specified
above. If any pavement areas are ground, these areas shall be retested
immediately after diamond grinding. The entire area of the pavement
shall be tested in both a longitudinal and a transverse direction on
parallel lines. The transverse lines shall be 15 feet or less apart,
as directed. The longitudinal lines shall be at the centerline of each
paving lane shown on the drawings, regardless of whether the Contractor
is allowed to pave two lanes at a time, and at the 1/8th point in from
each side of the lane. Other areas having obvious deviations shall
also be tested. Longitudinal testing lines shall be continuous across
all joints. Transverse testing lines for pilot lanes shall be carried
to construction joint lines and for fill-in lanes shall be carried 24
inches across construction joints, and the readings in this area
applied to the fill-in lane. Straightedge testing of the longitudinal
edges of slipformed pilot lanes shall also be performed before paving
fill-in lanes as specified below.
(1) Straightedge Testing: The straightedge shall be held in contact
with the surface and moved ahead one-half the length of the
straightedge for each successive measurement. Determine the
amount of surface irregularity by placing the freestanding
(unleveled) straightedge on the pavement surface and measuring the
maximum gap between the straightedge and the pavement surface.
Measurements shall be determined along the entire length of the
straight edge.
(2) Profilograph Testing: Perform profilograph testing using approved
California profilograph and procedures described in ASTM E1274.
The equipment shall utilize electronic recording and automatic
computerized reduction of data to indicate "must-grind" bumps and
the Profile Index for each 0.1 mile segment of the pavement lot.
Grade breaks on aprons[parking lots] shall be accommodated by
breaking the profile segment into short sections and repositioning
the blanking band on each section. The "blanking band" shall be
0.2 inches wide and the "bump template" shall span 1 inch with an
offset of 0.4 inch. The profilograph testing of the last 30 feet
of a paving lane in the longitudinal direction from each day's
paving operation shall be counted on the following day's
continuation lane. The profile index shall be computed for each
pass of the profilograph (3 per lane) in each 0.1 mile segment.
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The profile index for each segment shall be the average of the
profile indices for each pass in each segment. Profilographs of
unequal lengths shall be scaled and proportioned to an equivalent
0.1 mile as outlined in the CTM 526. A copy of the reduced tapes
shall be furnished the Government at the end of each day's testing.
1.3.2
Edge Slump and Joint Face Deformation
a.
Edge Slump: When slip-form paving is used, not more than 15.0 percent
of the total free edge of each pavement panel shall have an edge slump
exceeding 1/4 inch and none of the free edge of the pavement lot shall
have an edge slump exceeding 3/8 inch. (A pavement panel is defined as
a lane width by the length between two adjacent transverse contraction
joints. The total free edge of the pavement will be considered to be
the cumulative total linear measurement of pavement panel edge
originally constructed as non-adjacent to any existing pavement; i.e.,
100 feet of pilot lane originally constructed as a separate lane, will
have 200 feet of free edge; 100 feet of fill-in lane will have no free
edge, etc.,). The area affected by the downward movement of the
concrete along the pavement edge shall not exceed 18 inches back from
the edge.
b.
Joint Face Deformation: In addition to the edge slump limits specified
above, the vertical joint face shall have a surface within the maximum
limits shown below:
Offset from
Straightedge
Applied
Logintudinally
to Pavement
Surface
Offset from
Straightedge
Applied
Longitudinally
to Vertical
Face
Offset from
Straightedge
Applied Top
to Bottom
Against the
Joint Face
Abrupt Offset
in Any
Direction
Offset of
Joint Face
from True
Vertical
3/8 inch
1/8 inch
1 inch/12
inches
Airfield Pavement
1/8 inch
1/4 inch
All Other Pavement
1/4 inch
c.
All other items same as airfield pavement
Slump Determination: Immediately after the concrete has hardened
sufficiently to permit walking thereon, the pavement surface of each
lot shall be tested by the Contractor. Testing shall be performed with
a minimum 12 foot straightedge to reveal irregularities exceeding the
edge slump tolerance specified above. The vertical edge slump shall be
determined at each free edge of each slipformed paving lane
constructed. The straightedge shall be placed transverse to the
direction of paving and the end of the straightedge located at the edge
of the paving lane. Measurements shall be made at 5 to 15 foot
spacings, as directed, commencing at the header where paving was
started. Initially measurements shall be made at 5 foot intervals in
each lane. When no deficiencies are present, the Contracting Officer
may approve an increase in the interval. When any deficiencies exist,
the interval will be returned to 5 feet. In no case shall the interval
exceed 15 feet. In addition to the transverse edge slump determination
above, the Contractor, at the same time, shall check the longitudinal
surface smoothness of the joint on a continuous line 1 inch back from
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the joint line using the 12 foot straightedge advanced one-half its
length for each reading. Other tests of the exposed joint face shall
be made to ensure that a uniform, true vertical joint face is
attained. The measurements shall be made by the Contractor, shall be
properly referenced in accordance with paving lane identification and
stationing, and a report given to the Contracting Officer within 24
hours after measurement is made. The report shall also identify areas
requiring replacement.
d.
1.3.3
Excessive Edge Slump: When edge slump exceeding the limits specified
above is encountered on either side of the paving lane, additional
straightedge measurements shall be made, if required, to define the
linear limits of the excessive slump. The concrete slabs having
excessive edge slump or joint deformation shall be removed and replaced
to the next transverse joint in conformance with paragraph: REPAIR,
REMOVAL, REPLACEMENT OF NEWLY CONSTRUCTED SLABS. Use of slip-form
paving equipment and procedures that fail to consistently provide edges
within the specified tolerances on edge slump and joint face
deformation shall be discontinued and the pavements shall be
constructed by means of standard paving procedures using fixed forms.
Plan Grade
Within 5 days after paving of each lot, the finished surface of the
pavement area shall be tested, by running lines of levels at intervals
corresponding with every longitudinal and transverse joint to determine the
elevation at each joint intersection. The results of this survey shall be
recorded and a copy given to the Government at the completion of the survey
of each lot. The finished surfaces of airfield runway, taxiway, and apron
pavements shall vary not more than 1/2 inch above or below the plan grade
line or elevation indicated. The surfaces of other pavements shall vary
not more than 3/4 inch. The above deviations from the approved grade line
and elevation will not be permitted in areas where closer conformance with
the planned grade and elevation is required for the proper functioning of
appurtenant structures. The finished surfaces of new abutting pavements
shall coincide at their juncture.
1.3.4
Flexural Strength
**************************************************************************
NOTE: Normally, concrete for airfield pavement
should be proportioned and accepted on the basis of
90-day flexural strength. However, if, because of
scheduling time limits, it is necessary to
proportion on the basis of 28-day flexural strength,
modify these subparagraphs as appropriate. If it is
desired to use 28-day strength for design of
airfield pavement, approval must be obtained through
the TSMCX, MAJCOM pavement engineers, or NAVFAC.
Make the same changes if this is concrete for road
pavement proportioned for 28-day strength (no
approval needed).
The designer may choose the first Option
"Cylinders/Beam" or the second Option "Beams" for
strength testing.
**************************************************************************
Submit certified copies of laboratory test reports and sources for cement,
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supplementary cementitious materials (SCM), aggregates, admixtures, curing
compound, epoxy, and proprietary patching materials proposed for use on
this project. All aggregate tests shall have been performed no earlier
than 6 months prior to contract award. Each lot of pavement will be
evaluated for acceptance in accordance with the following procedures.
a.
Sampling and Testing: For acceptance, one composite sample of concrete
from each sublot shall be obtained in accordance with ASTM C172/C172M
from one batch or truckload.[ Test beams 6 x 6 inches shall be
fabricated and cured in accordance with ASTM C31/C31M; and tested in
accordance with ASTM C78/C78M.]
b.
Computations: Average the eight 14-day strength tests for the lot. The
average strength shall be used in accordance with paragraph "Concrete
Strength for Final Acceptance" in PART 2.
1.3.5
Thickness
Each lot of pavement will be evaluated for acceptance and payment
adjustment in accordance with the following procedure. Two cores, between
4 and 6 inches in diameter, shall be drilled from the pavement, per sublot
(8 per lot). The Contractor is responsible for drilling the cores within 3
days after lot placement, filling the core holes with an approved
non-shrink concrete, respraying the cored areas with curing compound, and
for measuring the cores. Each core shall be inspected for voids, thickness
of paste on the surface, and depth of reinforcement (if required). Provide
the results with the thickness measurement data. Eight measurements of
thickness shall be made around the circumference of each core and one in
the center, in accordance with ASTM C174/C174M, using calibrated calipers
for specimens longer than 10 inches. The pavement thickness from the 8
cores for the lot shall be averaged and shall be evaluated as described in
paragraph: PAYMENT ADJUSTMENT FOR THICKNESS above.
1.3.6
Diamond Grinding of PCC Surfaces
In areas not meeting the specified limits for surface smoothness and plan
grade, high areas shall be reduced to attain the required smoothness and
grade, except as depth is limited below. High areas shall be reduced by
grinding the hardened concrete with an approved diamond grinding machine
after the concrete is 14 days or more old. Grinding shall be accomplished
by sawing with an industrial diamond abrasive which is impregnated in the
saw blades. The saw blades shall be assembled in a cutting head mounted on
a machine designed specifically for diamond grinding that will produce the
required texture and smoothness level without damage to the concrete
pavement or joint faces. The saw blades shall be 1/8-inch wide and there
shall be a minimum of 55 to 60 blades per 12 inches of cutting head width
depending on the hardness of the aggregate. Each machine shall be capable
of cutting a path 3 to 4 ft 3 to 4 ft wide. Grinding equipment that
causes ravels, aggregate fractures, spalls or disturbance to the joints
will not be permitted. The area corrected by grinding the surface of the
hardened concrete shall not exceed 10 percent of the total area of any
sublot. The depth of diamond grinding shall not exceed 1/4 inch. All
pavement areas requiring plan grade or surface smoothness corrections in
excess of the limits specified above, shall be removed and replaced in
conformance with paragraph REPAIR, REMOVAL, REPLACEMENT OF NEWLY
CONSTRUCTED SLABS. [In pavement areas given a wire comb or tined texture,
areas exceeding 25 square feet that have been corrected by diamond grinding
shall be retextured by transverse grooving using an approved grooving
machine of standard manufacture. The grooves shall be 1/4 inch deep by 1/4
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inch wide on 1-1/2 inch centers and shall be carried into, and tapered to
zero depth within the non-corrected surface, or shall match any existing
grooves in the adjacent pavement.]All areas in which diamond grinding has
been performed will be subject to the thickness tolerances specified in
paragraph: Thickness, above.
1.4
SUBMITTALS
**************************************************************************
NOTE: Review submittal description (SD) definitions
in Section 01 33 00 SUBMITTAL PROCEDURES and edit
the following list to reflect only the submittals
required for the project.
The Guide Specification technical editors have
designated those items that require Government
approval, due to their complexity or criticality,
with a "G." Generally, other submittal items can be
reviewed by the Contractor's Quality Control
System. Only add a “G” to an item, if the submittal
is sufficiently important or complex in context of
the project.
For submittals requiring Government approval on Army
projects, a code of up to three characters within
the submittal tags may be used following the "G"
designation to indicate the approving authority.
Codes for Army projects using the Resident
Management System (RMS) are: "AE" for
Architect-Engineer; "DO" for District Office
(Engineering Division or other organization in the
District Office); "AO" for Area Office; "RO" for
Resident Office; and "PO" for Project Office. Codes
following the "G" typically are not used for Navy,
Air Force, and NASA projects.
An "S" following a submittal item indicates that the
submittal is required for the Sustainability
Notebook to fulfill federally mandated sustainable
requirements in accordance with Section 01 33 29
SUSTAINABILITY REQUIREMENTS.
Choose the first bracketed item for Navy, Air Force
and NASA projects, or choose the second bracketed
item for Army projects.
**************************************************************************
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for [Contractor Quality Control
approval.] [information only. When used, a designation following the "G"
designation identifies the office that will review the submittal for the
Government.] Submittals with an "S" are for inclusion in the
Sustainability Notebook, in conformance to Section 01 33 29SUSTAINABILITY
REQUIREMENTS.
Submit the following in accordance with Section 01 33 00
SUBMITTAL PROCEDURES:
SD-03 Product Data
Equipment
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Proposed Techniques[; G][; G, [_____]]
Dowels[; G][; G, [_____]]
Dowel Bar Assemblies[; G][; G, [_____]]
SD-05 Design Data
Proportioning Studies; G, ED
SD-06 Test Reports
Sampling and Testing; G, ED
SD-07 Certificates
Contractor Quality Control Staff; G, ED
Laboratory Accreditation; G, ED
NRMCA Certificate of Conformance; G, ED
Commercial Laboratory; G, ED
1.5
QUALITY ASSURANCE
**************************************************************************
NOTE: Where they are available, specify only ACI
certified personnel. Check the American Concrete
Institute (ACI) website for local availability
(www.concrete.org/Certification).
**************************************************************************
1.5.1
Contractor Quality Control Staff
Submit American Concrete Institute certification for Contractor Quality
Control staff. Qualifications and resumes for petrographer, surveyor,
concrete batch plant operator, and profilograph operator. All Contractor
Quality Control personnel assigned to concrete construction shall be
American Concrete Institute (ACI) certified in the following grade (or
shall have written evidence acceptable to the Contracting Officer's
representative of having completed similar qualification programs):
a.
CQC personnel responsible for inspection of concrete paving operations:
ACI Concrete Transportation Inspector.
b.
Lead Foreman or Journeyman of the Concrete Placing, Finishing, and
Curing Crews: ACI Concrete Flatwork Technician/Finisher.
c.
Field Testing Technicians: ACI Concrete Field Testing Technician, Grade
I.
d.
Laboratory Testing Technicians: ACI Concrete Strength Testing
Technician and Laboratory Testing Technician, Grade I or II.
1.5.2
Other Staff
Submit for approval, the qualifications and resumes for the following staff:
a.
Petrographer: Bachelor of Science degree in geology or petrography,
trained in petrographic examination of concrete aggregate according to
ASTM C294 and ASTM C295/C295M and trained in identification of the
specific deleterious materials and tests identified in this
specification. Resume shall detail the education, training and
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experience related to the project-specific test methods and deleterious
materials and shall be submitted at least 20 days before petrographic
and deleterious materials examination is to commence.
b.
Licensed Surveyor: All survey work shall be performed under the
supervision of a Licensed Surveyor.
c.
Concrete Batch Plant Operator: National Ready Mix Concrete Association
(NRMCA) Plant Manager certification at the Plant Operator level.
d.
Profilograph Operator: Certification by equipment manufacturer or a
state Department of Transportation.
1.5.3
Laboratory Accreditation
**************************************************************************
NOTE: The USACE validation letter requirement does
not apply to the Navy.
**************************************************************************
Laboratory and testing facilities shall be provided by and at the expense
of the Contractor. Submit accreditation of the commercial laboratory by an
independent evaluation authority, indicating conformance to ASTM C1077,
including all applicable test procedures. The laboratories performing the
tests shall be accredited in accordance with ASTM C1077, including
ASTM C78/C78M and ASTM C1260. The accreditation shall be current and shall
include the required and optional test methods, as specified throughout
this Section. Onsite temperature-controlled concrete curing facilities
shall be provided.
a.
Aggregate Testing and Mix Proportioning: Aggregate testing and mixture
proportioning studies shall be performed by a commercial laboratory.
b.
Acceptance Testing: Furnish all materials, labor, and facilities
required for molding, curing, testing, and protecting test specimens at
the site and in the laboratory. Steel molds shall be used for molding
the beam specimens. Furnish and maintain boxes or other facilities
suitable for storing and curing the specimens at the site while in the
mold within the temperature range stipulated by ASTM C31/C31M.
Flexural loading equipment shall be in accordance with ASTM C78/C78M.
c.
Contractor Quality Control: All sampling and testing shall be
performed by an approved, onsite, independent, commercial laboratory,
or for cementitious materials and admixtures, the manufacturer's
laboratory. Submit USACE validation letter for commercial laboratory.
d.
Laboratory Inspection: The Government will inspect the laboratory
equipment and test procedures prior to the start of concreting
operations for conformance to ASTM C1077. The laboratory shall
maintain this certification for the duration of the project.
1.5.4
Preconstruction Testing of Materials
**************************************************************************
NOTE: Designer must edit this paragraph and
following subparagraphs as appropriate. For Design
Build Contracts the testing shall be performed by
the Contractor utilizing an approved petrographer
and commercial testing laboratory. Delete any
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subparagraphs which are not applicable. Fill in
blanks as appropriate.
**************************************************************************
All sampling and testing shall be performed by, and at the expense of, the
Contractor. Use an approved commercial laboratory or, for cementitious
materials and chemical admixtures, a laboratory maintained by the
manufacturer of the material. No material shall be used until notice of
acceptance has been given. The Contractor will not be entitled to any
additional payment or extension of time due to failure of any material to
meet project requirements, or for any additional sampling or testing
required. Additional tests may be performed by the Government at the
discretion of the Contracting Officer; such Government testing will not
relieve the Contractor of any testing responsibilities.
1.5.4.1
Aggregates
Aggregates shall be sampled in the presence of a Government
Representative. Samples shall be obtained in accordance with ASTM D75/D75M
and shall be representative of the materials to be used for the project.
Test results shall be submitted 7 days before commencing mixture
proportioning studies.
1.5.4.2
Chemical Admixtures, Curing Compounds and Epoxies
At least 30 days before the material is used, submit certified copies of
test results for the specific lots or batches to be used on the project.
Test results shall be not more than 6 months old prior to use in the work.
Chemical admixtures that have been in storage at the project site for
longer than 6 months or that have been subjected to freezing will be
retested at the expense of the Contractor and will be rejected if test
results are not satisfactory.
1.5.4.3
Cementitious Materials
Cement[, ground granulated blast furnace (GGBF) slag,] [and pozzolan] will
be accepted on the basis of manufacturer's certification of compliance,
accompanied by mill test reports showing that the material in each shipment
meets the requirements of the specification under which it is furnished.
Mill test reports shall be no more than 1 month old, prior to use in the
work. No cementitious material shall be used until notice of acceptance
has been given by the Contracting Officer. Cementitious material may be
subjected to testing by the Government from samples obtained at the mill,
at transfer points, or at the project site. If tests prove that a
cementitious material that has been delivered is unsatisfactory, it shall
be promptly removed from the site of the work. Cementitious material that
has not been used within 6 months after testing shall be retested at the
Contractor's expense and shall be rejected if test results are not
satisfactory.
1.5.5
Testing During Construction
During construction, the Contractor is responsible for sampling and testing
aggregates, cementitious materials, and concrete as specified herein. The
Government will sample and test concrete and ingredient materials as
considered appropriate. Provide facilities and labor as may be necessary
for procurement of representative test samples. Testing by the Government
will in no way relieve the Contractor of the specified testing requirements.
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Test Section
Up to 10 days, but not more than 60 days, prior to construction of the
concrete pavement, construct a test section [near the job site, but not as
part of the production pavement area.] [as part of the production paving
area at an outer edge as indicated on the drawings]. Use the test section
to develop and demonstrate to the satisfaction of the Contracting Officer
the proposed techniques of mixing, hauling, placing, consolidating,
finishing, curing, initial saw cutting, start-up procedures, testing
methods, plant operations, and the preparation of the construction joints.
Variations in mixture proportions, other than water, shall be made if
directed. Vary the water content, as necessary, to arrive at the
appropriate content. The mixing plant shall be operated and calibrated
prior to start of placing the test section. Use the same equipment,
materials, and construction techniques on the test section as will be used
in all subsequent work. Base course preparation, concrete production,
placing, consolidating, curing, construction of joints, and all testing
shall be in accordance with applicable provisions of this specification.
Three days after completion of the test section, provide eight cores at
least 6 inch diameter by full depth cut from points selected in the test
section by the Government. The cores will be evaluated for homogeneity,
consolidation and segregation. Construct the test section meeting all
specification requirements and being acceptable to the Contracting Officer
in all aspects, including surface texture. Failure to construct an
acceptable test section will necessitate construction of additional test
sections at no additional cost to the Government. Test sections allowed to
be constructed as part of the production paving which do not meet
specification requirements shall be removed at the Contractor's expense.
If the Contractor proposes to use slipform paving and is unable to
construct an acceptable test section, the slipform paving equipment shall
be removed from the job and the construction completed using stationary
side forms and equipment compatible with them. Production paving shall not
commence until the results on aggregates and concrete, including evaluation
of the cores, and all pavement measurements for edge slump, joint face
deformation, actual plan grade, surface smoothness and thickness have been
submitted and approved by the Contracting Officer. Pavement accepted as a
production lot will be evaluated and paid in accordance with Paragraph:
ACCEPTABILITY OF WORK below.
1.5.6.1
Pilot Lane
The test section shall consist of one paving lane at least 400 feet long
and shall be constructed to the same thickness as the thickest portion of
pavement shown on the Drawings. The lane width shall be the same as that
required for use in the project. The test section shall contain at least
one transverse construction joint. If [keyed or ]doweled longitudinal
construction joints are required in any of the production pavements, they
shall be installed full length along one side of the test strip throughout
the test section. [If both keys and dowels are required, each shall be
installed in half of the test section.]
Two separate days shall be used
for construction of the test section.
1.5.6.2
Fill-In Lane
The first 400 feet of the initial production fill-in lane shall be
considered a fill-in lane test section for purposes of testing and
evaluation. All requirements for the test section are applicable, as
appropriate. Obtain cores from the fill-lane lane side of the longitudinal
construction joint with the pilot lane. The cores will be evaluated for
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homogeneity, consolidation, and segregation.
1.5.7
Acceptability of Work
The materials and the pavement itself will be accepted on the basis of
tests made by the Contractor. The Government may make check tests to
validate the results of the Contractor's testing. If the results of the
Contractor tests vary by less than 2.0 percent of the Government's test
results, the results of the Contractor's tests will be used. If the
results of the Government and Contractor tests vary by 2.0 percent, but
less than 4.0 percent, the average of the two will be considered the value
to be used. If these vary by 4.0 percent or more, each sampling and
testing procedure shall be carefully evaluated and both the Government and
the Contractor shall take another series of tests on duplicate samples of
material. If these vary by 4.0 percent or more, the results of the tests
made by the Government shall be used and the Government will continue check
testing of this item on a continuous basis until the two sets of tests
agree within less than 4.0 percent on a regular basis. Testing performed
by the Government will in no way at any time relieve the Contractor from
the specified testing requirements.
1.5.8
1.5.8.1
Acceptance Requirements
Pavement Lots
**************************************************************************
NOTE: The lot size can be specified on the basis of
time or volume of production. Normally, it is most
practical for construction oversight if a lot is
made equal to one shift, but not over 10 hours. If
the lot size is based on the amount of production,
it should be selected to be approximately equal to
the amount of concrete pavement produced in one
shift (one day) of operation. The lot size should
never exceed 750 cubic meters (1000 cu. yd.) of
concrete pavement. When the total job does not
exceed 750 cubic meters (1000 cu. yd.), the lot size
becomes the total job. The following paragraphs
will be edited accordingly. Do not change
terminology (computed percent payment, actual
percent payment, etc.).
**************************************************************************
A lot will be that quantity of construction that will be evaluated for
acceptance with specification requirements. A lot will be equal to one
shift of production not to exceed 1000 cubic yards. In order to evaluate
thickness, each lot will be divided into four equal sublots. Grade
determinations will be made on the lot as a whole. Surface smoothness
determinations will be made on every 0.1 mile segment in each lot.
Location of all samples shall be selected on a random basis in accordance
with ASTM D3665. When operational conditions cause a lot to be terminated
before the specified four sublots have been completed, the following
procedure shall be used to adjust the lot size and number of tests for the
lot. Where three sublots have been completed, they shall constitute a
lot. Where one or two sublots have been completed, they shall be
incorporated into the next lot (except for the last lot), and the total
number of sublots shall be used and acceptance criteria adjusted
accordingly.
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Evaluation
Provide all sampling and testing required for acceptance and payment
adjustment at the Contractor's expense. Individuals performing sampling,
testing and inspection duties shall meet the required Qualifications. The
Contracting Officer reserves the right to direct additional samples and
tests for any area which appears to deviate from the specification
requirements. Testing in these areas will be in addition to the sublot or
lot testing, and the requirements for these areas will be the same as those
for a sublot or lot. Provide facilities for and, where directed, personnel
to assist in obtaining samples for any Government testing.
1.6
1.6.1
DELIVERY, STORAGE, AND HANDLING
Bulk Cementitious Materials
Furnish all cementitious material in bulk. The temperature of the
cementitious material, as delivered to storage at the site, shall not exceed
150 degrees F. Sufficient cementitious materials shall be in storage to
sustain continuous operation of the concrete mixing plant while the
pavement is being placed. Provide separate facilities to prevent any
intermixing during unloading, transporting, storing, and handling of each
type of cementitious material.
1.6.2
Aggregate Materials
Store aggregate at the site of the batching and mixing plant avoiding
breakage, segregation, intermixing or contamination by foreign materials.
Each size of aggregate from each source shall be stored separately in
free-draining stockpiles. Aggregate stored on ground shall have a minimum
24 inch thick sacrificial layer left undisturbed. Fine aggregate and the
smallest size coarse aggregate shall remain in free-draining storage for at
least 24 hours immediately prior to use. Sufficient aggregate shall be
maintained at the site at all times to permit continuous uninterrupted
operation of the mixing plant at the time concrete pavement is being
placed. Tracked equipment shall not be allowed on coarse aggregate
stockpiles.
1.6.3
Other Materials
Store reinforcing bars and accessories above the ground on supports.
materials shall be stored avoiding contamination and deterioration.
PART 2
All
PRODUCTS
**************************************************************************
NOTE: Delete any reference to any products which
are not to be used on the project. Coordinate all
product requirements with the appropriate agency's
Pavements or Materials Engineer.
**************************************************************************
2.1
CEMENTITIOUS MATERIALS
**************************************************************************
NOTE: Edit these paragraphs as appropriate for the
particular project. Guidance for use of
cementitious materials should be sought from the
Pavement Materials engineer or from the TSMCX, Air
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Force MAJCOM paving engineers, or NAVFAC, especially
for areas subject to alkali-aggregate reactivity, or
sulfate attack.
When sulfate bearing soil or water is encountered,
specify Type II cement for moderate sulfate
concentration and Type V cement for high
concentration and consider requiring use of fly ash
or GGBF slag for partial replacement. Do not
specify Type I or III cement. See UFC 3-250-04 for
guidance. Specify limit on false set if it is a
problem in the area.
Type III cement should not be specified unless
accelerated paving is involved and then only after
laboratory mixture proportioning studies and tests
during the design stage of the project.
**************************************************************************
Cementitious materials shall be portland cement,[blended cement] or only
portland cement in combination with supplementary cementitious materials
(SCM), and shall conform to appropriate specifications listed below. New
submittals are required when the cementitious materials sources or types
change.
2.1.1
Portland Cement
Provide portland cement conforming to ASTM C150/C150M, Type [I] [II] [V],
low alkali [including false set requirements]. [Type III cement shall be
used only in concrete in the following locations [_____].]
Blended Cements
Blended cement shall conform to ASTM C595/C595M, Type IP or IS, including
the optional requirement for mortar expansion [and sulfate soundness]. The
pozzolan added to the Type IP blend shall be ASTM C618 Class F or Class N
and shall be interground with the cement clinker. The manufacturer shall
state in writing that the amount of pozzolan in the finished cement will
not vary more than plus or minus 5 mass percent of the finished cement from
lot to lot or within a lot. The percentage and type of mineral admixture
used in the blend shall not change from that submitted for the aggregate
evaluation and mixture proportioning. The requirements of Table 2 in
paragraph SUPPLEMENTARY CEMENTITIOUS MATERIALS (SCM) CONTENT do not apply
to the SCM content of blended cement.
2.1.2
2.1.2.1
Pozzolan
Fly Ash
**************************************************************************
NOTE: Class C fly ash is not permitted for paving
concrete.
Use loss on ignition not exceeding 3 percent for
frost areas to reduce carbon interference with air
entraining admixture.
**************************************************************************
Fly ash shall conform to ASTM C618, Class F, including the optional
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requirements for uniformity and effectiveness in controlling Alkali-Silica
reaction and shall have a loss on ignition not exceeding [3] [6] percent.
Class F fly ash for use in mitigating Alkali-Silica Reactivity shall have a
total equivalent alkali content less than 3 percent.
2.1.2.2
Raw or Calcined Natural Pozzolan
Natural pozzolan shall be raw or calcined and conform to ASTM C618, Class
N, including the optional requirements for uniformity and effectiveness in
controlling Alkali-Silica reaction and shall have a loss on ignition not
exceeding [3] [6] percent. Class N pozzolan for use in mitigating
Alkali-Silica Reactivity shall have a total equivalent alkali content less
than 3 percent.
2.1.2.3
Ultra Fine Fly Ash and Ultra Fine Pozzolan
Ultra Fine Fly Ash (UFFA) and Ultra Fine Pozzolan (UFP) shall conform to
ASTM C618, Class F or N, and the following additional requirements:
a. The strength activity index at 28 days of age shall be at least 95
percent of the control specimens.
b. The average particle size shall not exceed 6 microns.
2.1.3
Ground Granulated Blast-Furnace (GGBF) Slag
Ground Granulated Blast-Furnace Slag shall conform to ASTM C989/C989M,
[Grade 100 or] Grade 120.
[2.1.4
Silica Fume
**************************************************************************
NOTE: Silica Fume shall only be used for OCONUS
projects where Class F fly ash and GGBF slag are not
available, and when approved by the TSMCX, Air Force
major command (MAJCOM) pavement engineers, or
NAVFAC. Delete this paragraph here and where
encountered throughout the remainder of this section.
**************************************************************************
Silica fume shall conform to ASTM C1240, including the optional limits on
reactivity with cement alkalis. Silica fume may be furnished as a dry,
densified material or as a slurry. Provide at the Contractor's expense the
services of a manufacturer's technical representative, experienced in
mixing, proportioning, placement procedures, and curing of concrete
containing silica fume. This representative must be present on the project
prior to and during at least the first 4 days of concrete production and
placement using silica fume.
]2.1.4
Supplementary Cementitious Materials (SCM) Content
**************************************************************************
NOTE: Use first tailoring option for Navy
projects. Use second tailoring option for Army/Air
Force projects.
**************************************************************************
[The Contractor may elect to use one of the SCMs listed below, unless the
SCM is required to mitigate ASR. The use of SCMs is encouraged in
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accordance with Section 01 62 35, Recycled/Recovered Materials.]
TABLE 2
SUPPLEMENTARY CEMENTITIOUS MATERIALS CONTENT
Supplementary Cementitious Material
Minimum Content Maximum Content
(percent)
(percent)
Class N Pozzolan and Class F Fly Ash
SiO2 + Al2O3 + Fe2O3 > 70 percent
25
35
SiO2 + A12O3 + Fe2O3 > 80 percent
20
35
SiO2 + A12O3 + Fe2O3 > 90 percent
15
35
UFFA and UFP
7
16
GGBF Slag
40
50
2.2
AGGREGATES
**************************************************************************
NOTE: The designer will ensure that aggregates
available in the area meet the requirements of these
specifications. Otherwise, the specification
requirements must be modified to allow use of
available material. This concern must be discussed
and validated in the Design Analysis before
preparation of the project specifications. During
the design stage, the designer must assure that all
aggregate materials in the area which meet the
project specifications will also produce concrete of
the specified flexural strength with a reasonable
cementitious material content. Otherwise,
specifications and design assumptions must be
modified. It is imperative that all aggregate be
investigated for problems related to
alkali-aggregate reactions.
**************************************************************************
2.2.1
2.2.1.1
Aggregate Sources
Durability
**************************************************************************
NOTE: Use first Tailoring Option for Army and Air
Force; second option is for Navy projects only.
**************************************************************************
[Aggregate shall have a satisfactory service record in freezing and thawing
of at least 5 years successful service in three concrete paving projects.
The service record shall include a condition survey of the existing
concrete and a review of the concrete-making materials, including coarse
and fine aggregates, cement, and mineral admixtures. This review should
consider the previous aggregate source and test results, cement mill
certificate data, mineral admixture chemical and physical composition, and
the mix design (cement factor and water-cementitious material ratio).
Aggregate not having a satisfactory demonstrable service record shall have
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a durability factor of 50 or more when subjected to freezing and thawing of
specimens prepared in accordance with ASTM C1646/C1646M and tested in
accordance with ASTM C666/C666M, Procedure A.]
2.2.1.2
Alkali-Silica Reactivity
Fine and coarse aggregates to be used in all concrete shall be evaluated
and tested for alkali-aggregate reactivity. Both coarse aggregate size
groups shall be tested.
a.
The fine and coarse aggregates shall be evaluated separately, using
ASTM C1260. Test results of the individual aggregates shall have a
measured expansion equal to or less than 0.08 percent after 28 days of
immersion in a 1N NaOH solution. Should the test data indicate an
expansion of greater than 0.08 percent, the aggregate(s) shall be
rejected or additional testing shall be performed as follows: utilize
the Contractor's proposed low alkali portland cement, blended cement,
and/or SCM, and/or Lithium Nitrate in combination with each individual
aggregate. If only SCMs are being evaluated, the testing shall be in
accordance with ASTM C1567. If Lithium Nitrate is being evaluated,
with or without SCMs, the testing shall be in accordance with
COE CRD-C 662. Determine the quantity that will meet all the
requirements of these specifications and that will lower the expansion
equal to or less than 0.08 percent after 28 days of immersion in a 1N
NaOH solution. Mixture proportioning shall be based on the highest
percentage of SCM required to mitigate ASR-reactivity
b.
If any of the above options does not lower the expansion to less than
0.08 percent after 28 days of immersion in a 1N NaOH solution, reject
the aggregate(s) and submit new aggregate sources for retesting.
Submit the results of testing to the Contracting Officer for evaluation
and acceptance.
2.2.1.3
Combined Aggregate Gradation
In addition to the grading requirements specified for coarse aggregate and
for fine aggregate, the combined aggregate grading shall meet the following
requirements:
a.
The materials selected and the proportions used shall be such that when
the Coarseness Factor (CF) and the Workability Factor (WF) are plotted
on a diagram as described in d. below, the point thus determined shall
fall within the parallelogram described therein.
b.
The Coarseness Factor (CF) shall be determined from the following
equation:
CF = (cumulative percent retained on the 3/8 in.
sieve)(100)/(cumulative percent retained on the No. 8 sieve)
c.
The Workability Factor WF is defined as the percent passing the No. 8
sieve based on the combined gradation. However, WF shall be adjusted,
upwards only, by 2.5 percentage points for each 94 pounds of
cementitious material per cubic yard greater than 564 pounds per cubic
yard.
d.
A diagram shall be plotted using a rectangular scale with WF on the
Y-axis with units from 20 (bottom) to 45 (top), and with CF on the
X-axis with units from 80 (left side) to 30 (right side). On this
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diagram a parallelogram shall be plotted with corners at the following
coordinates (CF-75, WF-28), (CF-75, WF-40), (CF-45, WF-32.5), and
(CF-45, WF-44.5). If the point determined by the intersection of the
computed CF and WF does not fall within the above parallelogram, the
grading of each size of aggregate used and the proportions selected
shall be changed as necessary.)
2.2.2
2.2.2.1
Coarse Aggregate
Material Composition
**************************************************************************
NOTE: Crushing gravel tends to improve quality and
bond characteristics and generally results in higher
flexural strength of concrete. When mixture
proportioning studies or local experience indicates
that low flexural strength concrete will be produced
with an uncrushed gravel, the possibility of
producing higher strength concrete by crushing the
gravel should be investigated. When desirable to
limit coarse aggregate to crushed materials, modify
this paragraph appropriately.
Do not, under any conditions, permit use of steel
furnace slag for any aggregate. (It is markedly
different from iron blast furnace slag.)
In power check pads, the high temperatures from jet
blast can cause distress in aggregates in the
concrete. Include bracketed item if power check
pads are to be constructed. If no service record is
available, lab study of available aggregates should
be made. Only basalt is permitted on Navy projects.
Special attention should be given to aggregates to
be used for compass calibration pads. Aggregates
with magnetic properties, such as, but not limited
to, magnetite in granites, high-iron minerals in
traprock, pyrite in limestone, and free iron or iron
oxide in slag aggregate should not be used. When
the paving of compass calibration pads is required,
add the bracketed item concerning compass pads as
additional requirements for coarse and fine
aggregates.
Retain the bracketed requirement for washing coarse
aggregate if aggregates in the area require it. Add
the requirement to use a log washer or other
specific equipment if experience in the area shows
the need. Delete if not needed. It is permissible
to list certain aggregate sources that do not
require washing, if that is appropriate. The
designer must make the decision during preparation
of specifications; do not make the Resident Engineer
decide after award if aggregates need to be washed.
**************************************************************************
Coarse aggregate shall consist of crushed or uncrushed gravel, crushed
stone, [crushed adequately seasoned air-cooled iron blast-furnace slag;
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steel furnace slag will not be permitted]or a combination thereof.
[Aggregate used for paving compass calibration hardstands shall be free of
materials having undesirable magnetic properties, including magnetite in
granite, high-iron minerals in traprock, and pyrite in limestone.] [Coarse
aggregate used for paving power check pads shall be limestone, dolomite,
basalt or other approved low-silica content aggregate which will not cause
thermal distress from jet blast.]Aggregates, as delivered to the mixers,
shall consist of clean, hard, uncoated particles meeting the requirements
of ASTM C33/C33M except as specified herein. [Coarse aggregate shall be
washed. Washing shall be sufficient to remove dust and other coatings.]
[Coarse aggregate shall be cleaned by processing with an approved log
washer.] [Iron blast-furnace slag conforming to the grading to be used in
the concrete shall have a compact density of not less than 70 lb/cu. ft.
determined in accordance with ASTM C29/C29M]Coarse aggregate shall not show
more than 40 percent loss when subjected to the Los Angeles abrasion test
in accordance with ASTM C131. The sodium sulfate soundness loss shall not
exceed 12 percent, or the magnesium sulfate soundness loss shall not exceed
18 percent after five cycles when tested in accordance with ASTM C88.
2.2.2.2
Particle Shape Characteristics
Particles of the coarse aggregate shall be generally spherical or cubical
in shape. The quantity of flat and elongated particles in any size group
coarser than the3/8 inch sieve shall not exceed 20 percent by weight as
determined by the Flat Particle Test and the Elongated Particle Test of
ASTM D4791. A flat particle is defined as one having a ratio of width to
thickness greater than 3; an elongated particle is one having a ratio of
length to width greater than 3.
2.2.2.3
Size and Grading
**************************************************************************
NOTE: Fill in the blank according to the size
aggregate available in the project area, and the
type of paving. For thin bonded overlays, limit the
nominal maximum aggregate size to less than
one-third of the uniform overlay thickness (not
including leveling portion). Use nominal maximum
aggregate size of 37.5 mm (1-1/2 inch) whenever
possible. A 25 mm (1-inch) nominal maximum
aggregate size may be used to avoid durability
problems associated with some larger size aggregate.
**************************************************************************
The nominal maximum size of the coarse aggregate shall be [1.5] [_____] inch.
Grade and furnish the individual aggregates in two size groups meeting the
individual grading requirements of ASTM C33/C33M, Size No. 4 (1.5 to 0.75
inches) and Size No. 67 (0.75 inches to No. 4) to meet the coarseness and
workability factor criteria for the contractor-proposed combined gradation.
A third aggregate size group may be required to meet the above mentioned
coarseness and workability criteria of paragraph COMBINED AGGREGATE
GRADATION.
2.2.2.4
Deleterious Materials - Airfield Pavements
**************************************************************************
NOTE: Include these deleterious material
requirements for airfield paving projects only,
otherwise, delete. In Table 5 select columns
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showing appropriate percentage by weight in
accordance with the following. Delete the
inapplicable column in the table and the heading of
the column used.
Weather Severity
Air Freezing Index
Coldest Year in 30 (a)
Moderate
500 or less
Moderate (b)
501 or more
Severe
501 or more
Average Precipitation
for any Single Month
During the Freezing
Period
Any Amount
Less than 25 mm (1
inch)
25 mm (1 inch) or more
(a) Calculated as described in UFC 3-130-01. See ASTM C33/C33M for
simplified map of CONUS weather severity.
(b) In poorly drained areas, the weather should be considered severe
even though the other criteria indicate a rating of moderate.
(c) For Navy projects, select "Negligible Weather" column or "Moderate
Weather" column of Table 5. Delete the inapplicable columns and delete
paragraphs a through h.
**************************************************************************
The amount of deleterious material in each size group of coarse aggregate
shall not exceed the limits shown in Table 5 below, determined in
accordance with the test methods shown.
TABLE 5
LIMITS OF DELETERIOUS MATERIALS IN COARSE AGGREGATE FOR AIRFIELD
PAVEMENTS
Percentage by Mass
Materials (h)
Severe
Weather
0.2
Moderate
Weather
.02
Negligible
Weather
1.0
0.1
0.2
--
Material finer than No. 200 sieve
(b) (ASTM C117)
Lightweight particles (c)
(ASTM C123/C123M)
Clay ironstone (d)
(ASTM C295/C295M)
Chert and cherty stone (less than
2.40 Sp. Gr.) (e) (ASTM C123/C123M
and ASTM C295/C295M)
0.5
0.5
1.0
0.2
0.2
1.0
0.1
0.5
--
0.1
0.5
--
Claystone, mudstone, and
siltstone (f) (ASTM C295/C295M)
0.1
0.1
--
Clay lumps and friable particles
(ASTM C142/C142M)
Shale (a) (ASTM C295/C295M)
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TABLE 5
LIMITS OF DELETERIOUS MATERIALS IN COARSE AGGREGATE FOR AIRFIELD
PAVEMENTS
Percentage by Mass
Materials (h)
Severe
Weather
0.2
Moderate
Weather
0.2
Negligible
Weather
--
Shaly and argillaceous limestone
(g) (ASTM C295/C295M)
Other soft particles
1.0
1.0
1.0
(COE CRD-C 130)
Total of all deleterious
1.0
2.0
3.0
substances exclusive of material
finer than No. 200 sieve
(a) Shale is defined as a fine-grained, thinly laminated or fissile
sedimentary rock. It is commonly composed of clay or silt or both.
It has been indurated by compaction or by cementation, but not so
much as to have become slate.
(b) Limit for material finer than No. 200 sieve will be increased to
1.5 percent for crushed aggregates if the fine material consists of
crusher dust that is essentially free from clay or shale.
(c) The separation medium shall have a density of Sp. Gr. of 2.0.
This limit does not apply to coarse aggregate manufactured from
blast-furnace slag unless contamination is evident.
(d) Clay ironstone is defined as an impure variety of iron
carbonate, iron oxide, hydrous iron oxide, or combinations thereof,
commonly mixed with clay, silt, or sand. It commonly occurs as dull,
earthy particles, homogeneous concretionary masses, or hard-shell
particles with soft interiors. Other names commonly used for clay
ironstone are "chocolate bars" and limonite concretions.
(e) Chert is defined as a rock composed of quartz, chalcedony or
opal, or any mixture of these forms of silica. It is variable in
color. The texture is so fine that the individual mineral grains
are too small to be distinguished by the unaided eye. Its hardness
is such that it scratches glass but is not scratched by a knife
blade. It may contain impurities such as clay, carbonates, iron
oxides, and other minerals. Cherty stone is defined as any type of
rock (generally limestone) that contains chert as lenses and nodules,
or irregular masses partially or completely replacing the original
stone.
(f) Claystone, mudstone, or siltstone, is defined as a massive
fine-grained sedimentary rock that consists predominantly of
indurated clay or silt without laminations or fissility. It may be
indurated either by compaction or by cementation.
(g) Shaly limestone is defined as limestone in which shale occurs as
one or more thin beds or laminae. These laminae may be regular or
very irregular and may be spaced from a few inches down to minute
fractions of an inch. Argillaceous limestone is defined as a
limestone in which clay minerals occur disseminated in the stone in
the amount of 10 to 50 percent by weight of the rock; when these
make up from 50 to 90 percent, the rock is known as calcareous (or
dolomitic) shale (or claystone, mudstone, or siltstone).
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TABLE 5
LIMITS OF DELETERIOUS MATERIALS IN COARSE AGGREGATE FOR AIRFIELD
PAVEMENTS
Percentage by Mass
Materials (h)
Severe
Moderate
Negligible
Weather
Weather
Weather
(h) Perform testing in accordance with the referenced test methods,
except that the minimum sample size shall be as specified below.
2.2.2.5
Testing Sequence/Deleterious Materials in Coarse Aggregate Airfields Only
**************************************************************************
NOTE: Contact TSMCX for guidance on available
petrographers in USACE. Use Tailoring Option to
select between Navy and Army/Air Force testing
protocols.
**************************************************************************
The Contractor will not be entitled to any extension of time or additional
payment due to any delays caused by the testing, evaluation, or personnel
requirements. [The size of the coarse aggregate sample shall be at least
200 pounds for the 3/4 inch and larger maximum size and 25 pounds for the
No. 4 to 3/4 inch coarse aggregate and 10 pounds for the fine aggregate.
Provide facilities for the ready procurement of representative test
samples. The testing procedure on each sample of coarse aggregate for
compliance with limits on deleterious materials shall be as follows:]
[
Step 1: Wash each full sample of coarse aggregate for material finer
than the No. 200 sieve. Discard material finer than the No. 200 sieve.
Step 2: Test remaining full sample for clay lumps and friable
particles and remove.
Step 3: Test remaining full sample for lightweight particles (Sp. Gr.
2.0) and remove.
Step 4. Test remaining full sample for chert and/or cherty stone with
SSD density of less than 2.40 specific gravity. Remove lightweight
chert and/or cherty stone. Restore other materials less than 2.40 to
the sample.
Step 5: Test remaining sample for clay-ironstone, shale, claystone,
mudstone, siltstone, shaly and/or argillaceous limestone, and remove.
Step 6: Test approximately one-fifth of remaining full sample for
other soft particles.]
2.2.2.6
Deleterious Material - Road Pavements
**************************************************************************
NOTE: Use this paragraph only for heavy-duty
pavements, roads, streets, and parking lots for
vehicular and tracked traffic. Otherwise, delete.
**************************************************************************
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The amount of deleterious material in each size group of coarse aggregate
shall not exceed the limits in the following table when tested as indicated.
LIMITS OF DELETERIOUS MATERIALS IN COARSE AGGREGATE FOR ROAD PAVEMENTS
Percentage by Mass
Clay lumps and friable particles (ASTM C142/C142M)
2.0
Material finer than No. 200 sieve (ASTM C117)
1.0
Lightweight particles (ASTM C123/C123M)
1.0
Other soft particles (COE CRD-C 130)
2.0
Total of all deleterious substances, exclusive of
material finer than No. 200 sieve
5.0
The limit for material finer than the No. 200 sieve will be increased to
1.5 percent for crushed aggregates consisting of crusher dust that is
essentially free from clay or shale. The separation medium for lightweight
particles shall have a density of 2.0 specific gravity. This limit does
not apply to coarse aggregate manufactured from blast-furnace slag unless
contamination is evident.
2.2.3
2.2.3.1
Fine Aggregate
Composition
Fine aggregate shall consist of natural sand, manufactured sand, or a
combination of the two, and shall be composed of clean, hard, durable
particles meeting the requirements of ASTM C33/C33M. [Aggregate used for
paving compass calibration hardstands shall be free of materials having
undesirable magnetic properties, including magnetite in granite, high-iron
minerals in traprock, and pyrite in limestone.]Each type of fine aggregate
shall be stockpiled and batched separately. Particles of the fine
aggregate shall be generally spherical or cubical in shape.
2.2.3.2
Grading
Grading of the fine aggregate, as delivered to the mixer, shall conform to
the requirements of ASTM C33/C33M and shall have a fineness modulus of not
less than 2.50 nor more than 3.40.
2.2.3.3
Deleterious Material
[Sample size for fine aggregate proposed for use in airfield paving shall be
10 pounds. ]The amount of deleterious material in the fine aggregate
shall not exceed the following limits by mass:
Material
Percentage by Mass
Clay lumps and friable particles ASTM C142/C142M
1.0
Material finer than No. 200 sieve ASTM C117
3.0
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Material
Percentage by Mass
Lightweight particles ASTM C123/C123M using a medium
with a density of Sp. Gr. of 2.0
Total of all above
2.3
2.3.1
0.5
3.0
CHEMICAL ADMIXTURES
General Requirements
Chemical admixtures may only be used when the specific admixture type and
manufacturer is the same material used in the mixture proportioning
studies. The air-entraining admixture shall conform to ASTM C260/C260M.
An accelerator conforming to ASTM C494/C494M, Type C, may be used only when
specified in paragraph: SPECIFIED CONCRETE STRENGTH AND OTHER PROPERTIES
below and shall not be used to reduce the amount of cementitious material
used. Calcium chloride and admixtures containing calcium chloride shall
not be used. Retarding or water-reducing admixture shall meet the
requirements of ASTM C494/C494M, Type A, B, or D, except that the 6-month
and 1-year compressive strength tests are waived. ASTM C494/C494M, Type F
and G high range water reducing admixtures and ASTM C1017/C1017M flowable
admixtures shall not be used.
Lithium Nitrate
The lithium admixture shall be a nominal 30 percent aqueous solution of
Lithium Nitrate, with a density of 10 pounds/gallon, and shall have the
approximate chemical form as shown below:
Constituent
Limit (Percent by Mass)
LiNo3 (Lithium Nitrate)
30 +/- 0.5
SO4-2 (Sulfate Ion)
0.1
(max)
Cl- (Chloride Ion)
0.2
(max)
Na+ (Sodium Ion)
0.1
(max)
K+ (Potassium Ion)
0.1
(max)
Provide a trained representative to supervise the lithium nitrate admixture
dispensing and mixing operations.
[2.3.2
High Range Water Reducing Admixture (HRWRA)
**************************************************************************
NOTE: High Range Water Reducing Admixtures are
permitted only when using Silica Fume. Delete for
all other projects
**************************************************************************
A high-range water-reducing admixture shall meet the requirements of
ASTM C494/C494M, Type F or G. The HRWRA shall be free from chlorides,
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alkalis, and shall be of the synthesized, sulfonated complex polymer type.
The HRWRA shall be added to the concrete as a single component at the batch
plant. The admixture shall be added to the concrete mixture only when its
use is approved or directed, and only when it has been used in mixture
proportioning studies to arrive at approved mixture proportions. Submit
certified copies of the independent laboratory test results required for
compliance with ASTM C494/C494M.
]2.4
MEMBRANE FORMING CURING COMPOUND
**************************************************************************
NOTE: ASTM C309 may be used for roads and streets.
Use CRD-C 300 for Army or Air Force airfield
pavement projects.
**************************************************************************
Membrane forming curing compound shall [be a white pigmented compound
conforming to COE CRD-C 300.] [conform to ASTM C309, white-pigmented Type
2, Class B].
2.5
WATER
Water for
injurious
water, or
meets the
2.6
mixing and curing shall be fresh, clean, potable, and free of
amounts of oil, acid, salt, or alkali, except that non-potable
water from concrete production operations, may be used if it
requirements of ASTM C1602/C1602M.
JOINT MATERIALS
**************************************************************************
NOTE: Edit as appropriate for project
requirements. Coordinate with Section 32 01 19 for
Army projects and 32 13 73 for all other projects.
**************************************************************************
2.6.1
Expansion Joint Material
Expansion joint filler shall be a preformed material conforming to [
ASTM D1751] [or] [ASTM D1752 Type [II] [III].] Expansion joint filler
shall be 3/4 inch thick, unless otherwise indicated, and shall be furnished
in a single full depth piece.
2.6.2
Slip Joint Material
Slip joint material shall be 1/4 inch thick expansion joint filler, unless
otherwise indicated, conforming to paragraph: Expansion Joint Material.
2.7
REINFORCING
**************************************************************************
NOTE: Edit these paragraphs to conform to project
requirements. Delete those not needed. Add
epoxy-coated bars (ASTM A775/A775M) or low-alloy
bars (ASTM A706/A706M) when required by design.
**************************************************************************
All reinforcement shall be free from loose, flaky rust, loose scale, oil,
grease, mud, or other coatings that might reduce the bond with concrete.
Removal of thin powdery rust and tight rust is not required. However,
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reinforcing steel which is rusted to the extent that it does not conform to
the required dimensions or mechanical properties shall not be used.
2.7.1
Reinforcing Bars and Bar Mats
Reinforcing bars shall conform to [ASTM A615/A615M, billet-steel] [
ASTM A996/A996M, or rail and axle steel], Grade 60[_____]. Bar mats shall
conform to ASTM A184/A184M. The bar members may be billet rail or axle
steel.
2.7.2
Welded Wire Reinforcement
Welded Wire Reinforcement shall be deformed or smooth, conforming to
ASTM A1064/A1064M, and shall be furnished in flat sheets.
2.8
DOWELS[ AND TIE BARS]
**************************************************************************
NOTE: Retain paragraph on dowels. Even if not
required, design should normally allow dowels as an
option. Edit tie bars as required by design.
**************************************************************************
2.8.1
Dowels
Dowels shall be single piece bars fabricated or cut to length at the shop
or mill before delivery to the site. Dowels shall be free of loose, flaky
rust and loose scale and shall be clean and straight. Dowels may be
sheared to length provided that the deformation from true shape caused by
shearing does not exceed 0.04 inch on the diameter of the dowel and does
not extend more than 0.04 inch from the end of the dowel. Dowels shall be
plain (non-deformed) steel bars conforming to ASTM A615/A615M, Grade 40 or
60; ASTM A996/A996M, Grade 50 or 60. Dowel bars shall be epoxy coated in
conformance with ASTM A775/A775M. Grout retention rings shall be fully
circular metal or plastic devices capable of supporting the dowel until the
epoxy hardens. Dowel sleeves or inserts are not permitted.
2.8.2
Dowel Bar Assemblies
Dowel bar assemblies shall consist of a framework of metal bars or wires
arranged to provide rigid support for the dowels throughout the paving
operation, with a minimum of four continuous bars or wires extending along
the joint line. The dowels shall be welded to the assembly or held firmly
by mechanical locking arrangements that will prevent them from rising,
sliding out, or becoming distorted during paving operations.
[2.8.3
Tie Bars
Tie bars shall be deformed steel bars conforming to ASTM A615/A615M, or
ASTM A996/A996M, Grade 60 [_____], and of the sizes and dimensions
indicated. Deformed rail steel bars and high-strength billet or axle steel
bars, Grade 50 or higher, shall not be used for bars that are bent and
straightened during construction.
]2.9
EPOXY RESIN
All epoxy-resin materials shall be two-component materials conforming to
the requirements of ASTM C881/C881M, Class as appropriate for each
application temperature to be encountered, except that in addition, the
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materials shall meet the following requirements:
a.
Material for use for embedding dowels and anchor bolts shall be Type
IV, Grade 3.
b.
Material for use as patching materials for complete filling of spalls
and other voids and for use in preparing epoxy resin mortar shall be
Type III, Grade as approved.
c.
Material for use for injecting cracks shall be Type IV, Grade 1.
d.
Material for bonding freshly mixed portland cement concrete or mortar
or freshly mixed epoxy resin concrete or mortar to hardened concrete
shall be Type V, Grade as approved.
2.10
EQUIPMENT
All plant, equipment, tools, and machines used in the work shall be
maintained in satisfactory working conditions at all times. Submit the
following:
a.
Details and data on the batching and mixing plant prior to plant
assembly including manufacturer's literature showing that the equipment
meets all requirements specified herein.
**************************************************************************
NOTE:For OCONUS projects, contact NRMCA
(http://www.nrmca.org) concerning approved engineers
available in the geographic area.
**************************************************************************
b.
Obtain National Ready Mixed Concrete Association (NRMCA) certification
of the concrete plant. The concrete plant shall be inspected by an
engineer approved by the NRMCA. A list of NRMCA approved engineers is
available on the NRMCA website at http://www.nrmca.org. All fees and
costs associated with this inspection shall be paid by the Contractor.
Submit a copy of the NRMCA QC Manual Section 3 Concrete Plant
Certification Checklist, NRMCA Certificate of Conformance, and
Calibration documentation on all measuring and weighing devices prior
to uniformity testing.
c.
A description of the equipment proposed for transporting concrete
mixture from the central mixing plant to the paving equipment.
d.
A description of the equipment proposed for the machine and hand
placing, consolidating and curing of the concrete mixture.
Manufacturer's literature on the paver and finisher, together with the
manufacturer's written instructions on adjustments and operating
procedures necessary to assure a tight, smooth surface on the concrete
pavement. The literature shall show that the equipment meets all
details of these specifications. [Detailed information on automatic
laser controlled systems shall be submitted if proposed for use.]
2.10.1
Batching and Mixing Plant
**************************************************************************
NOTE: The batching and mixing plant should be on
the construction site or as close as possible, but
should be no farther than 15 minutes haul time from
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the placing site during all periods of the work
day. Verify the availability of water and
electrical power for sites on Government land. On
Navy projects, specify an off-site batch plant.
Edit bracketed items as appropriate.
Plant capacity should be governed by the laydown
pattern or the size of the job to prevent delay of
paving operations.
**************************************************************************
a.
Location: The batching and mixing plant shall be located [on project
site as indicated on the drawings] [off Government premises no more
than 15 minutes haul time from the placing site]. [Water and
electrical power [are] [are not] available on the project site.] There
shall be operable telephonic or radio communication between the plant
and the placing site at all times concreting is taking place.
b.
Type and Capacity: The batching and mixing plant shall be a
stationary-type central mix plant, including permanent installations or
portable/relocatable plants installed on stable foundations. The plant
shall be designed and operated to produce concrete within the specified
tolerances, and shall have a capacity of at least 250 cubic yards
[_____] per hour. The batching and mixing plant shall conform to the
requirements of NRMCA QC 3 including provisions addressing:
1.
2.
3.
4.
5.
c.
Material Storage and Handling
Batching Equipment
Central Mixer
Ticketing System
Delivery System
Tolerances: The following tolerances shall apply.
Materials
Percentage of Required Mass
Cementitious Materials
plus or minus 1
Aggregate
plus or minus 2
Water
plus or minus 1
Admixture
plus or minus 3
For volumetric batching equipment for water and admixtures, the above
numeric tolerances shall apply to the required volume of material being
batched. Concentrated admixtures shall be uniformly diluted, if
necessary, to provide sufficient volume per batch to ensure that the
batchers will consistently operate within the above tolerance.
**************************************************************************
NOTE: Edit as appropriate for project. Electric
moisture meters should be required for large paving
jobs.
**************************************************************************
d. Moisture Control: The plant shall be capable of ready adjustment
to compensate for the varying moisture contents of the aggregates and
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to change the quantities of the materials being batched. [An electric
moisture meter complying with the provisions of COE CRD-C 143 shall be
provided for measuring of moisture in the fine aggregate. The sensing
element shall be arranged so that measurement is made near the batcher
charging gate of the fine aggregate bin or in the fine aggregate
batcher.]
2.10.2
Concrete Mixers
a.
General: Mixers shall be stationary or truck mixers. Mixers shall be
capable of combining the materials into a uniform mixture and of
discharging this mixture without segregation. The mixers shall not be
charged in excess of the capacity recommended by the manufacturer. The
mixers shall be operated at the drum or mixing blade speed designated
by the manufacturer. The mixers shall be maintained in satisfactory
operating condition, and the mixer drums shall be kept free of hardened
concrete. Mixer blades or paddles shall be replaced when worn down
more than 10 percent of their depth when compared with the
manufacturer's dimension for new blades or paddles.
b.
Stationary: Stationary mixers shall be drum or pan mixers. Mixers
shall be provided with an acceptable device to lock the discharge
mechanism until the required mixing time has elapsed.
c.
Mixing Time and Uniformity for Stationary Mixers: For stationary
mixers, before uniformity data are available, the mixing time for each
batch after all solid materials are in the mixer, provided that all of
the mixing water is introduced before one-fourth of the mixing time has
elapsed, shall be 1 minute for mixers having a capacity of 1 cubic yard.
For mixers of greater capacity, this minimum time shall be increased 20
seconds for each additional 1.33 cubic yard or fraction thereof. After
results of uniformity tests are available, the mixing time may be
reduced to the minimum time required to meet uniformity requirements;
but if uniformity requirements are not being met, the mixing time shall
be increased as directed. The mixing time for full batch production
shall be a minimum of 75 seconds. Mixer performance tests at new
mixing times shall be performed immediately after any change in mixing
time. The Regular Test sequence shall be conducted for initial
determination of the mixing time or as directed. When regular testing
is performed, the concrete shall meet the limits of any five of the six
uniformity requirements listed in Table 1 below.
d.
The Abbreviated Test sequence shall be conducted for production
concrete verification at the frequency specified in Table 6. When
abbreviated testing is performed, the concrete shall meet only those
requirements listed for abbreviated testing. The concrete proportions
used for uniformity tests shall be as used on the project. Regular
testing shall consist of performing all six tests on three batches of
concrete. The range for regular testing shall be the average of the
ranges of the three batches. Abbreviated testing shall consist of
performing the three required tests on a single batch of concrete. The
range for abbreviated testing shall be the range for one batch. If
more than one mixer is used and all are identical in terms of make,
type, capacity, condition, speed of rotation, etc., the results of
tests on one of the mixers shall apply to the others, subject to the
approval of the Contracting Officer. All mixer performance
(uniformity) testing shall be performed in accordance with COE CRD-C 55
and with paragraph titled TESTING AND INSPECTION FOR CONTRACTOR QUALITY
CONTROL in PART 3.
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TABLE 1 UNIFORMITY REQUIREMENTS--STATIONARY MIXERS
e.
2.10.3
Parameter
Regular Tests
Allowable Maximum
Range for Average of 3
Batches
Abbreviated Tests
Allowable Maximum
Range for 1 Batch
Unit weight of
air-free mortar
Air content
2.0 lbs/cubic ft
2.0 lbs/cubic ft
1.0 percent
--
Slump
1.0 inch
1.0 inch
Coarse aggregate
6.0 percent
6.0 percent
Compressive strength
at 7 days
Water content
10.0 percent
10.0 percent
1.5 percent
Truck:
Truck mixers shall not be used for mixing or transporting
slipformed paving concrete. The only truck mixers used for mixing or
transporting paving concrete shall be those designed with extra large
blading and rear opening specifically for low-slump paving concrete.
Truck mixers, the mixing of concrete therein, and concrete uniformity
and testing thereof shall conform to the requirements of ASTM C94/C94M.
The number of revolutions between 70 to 100 for truck-mixed concrete
and the number of revolutions for shrink-mixed concrete shall be
determined by uniformity tests as specified in ASTM C94/C94M and in
requirements for mixer performance stated in paragraph TESTING AND
INSPECTION FOR CONTRACTOR QUALITY CONTROL in PART 3. If requirements
for the uniformity of concrete are not met with 100 revolutions of
mixing after all ingredients including water are in the truck mixer
drum, the mixer shall not be used until the condition is corrected.
Water shall not be added after the initial introduction of mixing water
except, when on arrival at the job site, the slump is less than
specified and the water-cement ratio is less than that given as a
maximum in the approved mixture. Additional water may be added to
bring the slump within the specified range provided the approved
water-cement ratio is not exceeded. Water shall be injected into the
head of the mixer (end opposite the discharge opening) drum under
pressure, and the drum or blades shall be turned a minimum of 30
additional revolutions at mixing speed. Water shall not be added to
the batch at any later time.[ Mixer performance (uniformity) tests for
truck mixers shall be made in accordance with ASTM C94/C94M.]
Transporting Equipment
Slipform concrete shall be transported to the paving site in nonagitating
equipment conforming to ASTM C94/C94M or in approved agitators. Fixed form
concrete shall be transported in approved truck mixers designed with extra
large blading and rear opening specifically for low slump concrete. All
transporting equipment shall be designed and operated to deliver and
discharge the required concrete mixture completely without segregation.
2.10.4
Transfer and Spreading Equipment
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NOTE: A transfer spreader is required for all Army
and Air Force airfield paving projects. Delete this
paragraph for Navy projects. Coordinate with Part 3
requirements in sub-paragraph: Traffic on Underlying
Material.
**************************************************************************
Equipment for transferring concrete from the transporting equipment to the
paving lane in front of the paver shall be specially manufactured,
self-propelled transfer equipment which will accept the concrete outside
the paving lane and will transfer and spread it evenly across the paving
lane in front of the paver and strike off the surface evenly to a depth
which permits the paver to operate efficiently.
2.10.5
Paver-Finisher
The following items a through e apply to both fixed-form and slip-form
paver-finishers. Item f is applicable to fixed-form paver-finishers and
item g is applicable to slip-form paver-finishers.
a.
General: The paver-finisher shall be a heavy-duty, self-propelled
machine designed specifically for paving and finishing high quality
pavement. The paver-finisher shall weigh at least 2200 lb/foot of lane
width, and shall be powered by an engine having at least 6.0
horsepower/foot of lane width. The paver-finisher shall spread,
consolidate, and shape the plastic concrete to the desired cross
section in one pass. The mechanisms for forming the pavement shall be
easily adjustable in width and thickness and for required crown. In
addition to other spreaders required by paragraph above, the
paver-finisher shall be equipped with a full width knock-down auger or
paddle mechanism, capable of operating in both directions, which will
evenly spread the fresh concrete in front of the screed or extrusion
plate.
b.
Vibrators: Immersion vibrators shall be gang mounted at the front of
the paver on a frame equipped with suitable controls so that all
vibrators can be operated at any desired depth within the slab or
completely withdrawn from the concrete, as required. The vibrators
shall be automatically controlled so that they will be immediately
stopped as forward motion of the paver ceases. [The paver-finisher
shall be equipped with an electronic vibrator monitoring device
displaying the operating frequency of each individual internal
vibrator. The monitoring device shall have a readout display visible
to the paver operator. It shall operate continuously while paving, and
shall display all vibrator frequencies with manual or automatic
sequencing among all individual vibrators.] The spacing of the
immersion vibrators across the paving lane shall be as necessary to
properly consolidate the concrete, but the clear distance between
vibrators shall not exceed 30 inches. The outside vibrators shall not
be more than 12 inches from the lane edge. Spud vibrators shall
operate at a frequency of not less than 8000 impulses/minute and an
amplitude of not less than 0.03 inch, as determined by COE CRD-C 521.
c.
Screed or Extrusion Plate: The paver-finisher shall be equipped with a
transversely oscillating screed or an extrusion plate to shape,
compact, and smooth the surface and shall so finish the surface that no
significant amount of hand finishing, except use of cutting
straightedges, is required. The screed or extrusion plate shall be
constructed to provide adjustment for crown in the pavement. The
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entire machine shall provide adjustment for variation in lane width or
thickness and to prevent more than 8 inches of the screed or extrusion
plate extending over previously placed concrete on either end when
paving fill-in lanes. Machines that cause displacement of properly
installed forms or cause ruts or indentations in the prepared
underlying materials and machines that cause frequent delays due to
mechanical failures shall be replaced as directed.
d.
Longitudinal Mechanical Float: A longitudinal mechanical float may be
used. If used, the float shall be specially designed and manufactured
to smooth and finish the pavement surface without working excess paste
to the surface. It shall be rigidly attached to the rear of the
paver-finisher or to a separate self-propelled frame spanning the
paving lane. The float plate shall be at least 5 feet long by 8 inches
wide and shall automatically be oscillated in the longitudinal
direction while slowly moving from edge to edge of the paving lane,
with the float plate in contact with the surface at all times.
e.
Other Types of Finishing Equipment: Clary screeds, other rotating tube
floats, or bridge deck finishers are not allowed on mainline paving,
but may be allowed on irregular or odd-shaped slabs, and near buildings
or trench drains, subject to the Contracting Officer's approval.
Bridge deck finishers shall have a minimum operating weight of 7500
pounds and shall have a transversely operating carriage containing a
knock-down auger and a minimum of two immersion vibrators. Vibrating
screeds or pans shall be used only for isolated slabs where hand
finishing is permitted as specified, and only where specifically
approved.
f.
Fixed Forms: The paver-finisher shall be equipped with wheels designed
to ride the forms, keep it aligned with the forms, and spread the load
so as to prevent deformation of the forms. Paver-finishers traveling
on guide rails located outside the paving lane shall be equipped with
wheels when traveling on new or existing concrete to remain.
g.
Slipform: The slipform paver-finisher shall be automatically controlled
and crawler mounted with padded tracks so as to be completely stable
under all operating conditions. The paver-finisher shall finish the
surface and edges so that no edge slump beyond allowable tolerance
occurs. Suitable moving side forms shall be provided that are
adjustable and will produce smooth, even edges, perpendicular to the
top surface and meeting specification requirements for alignment and
freedom from edge slump.
2.10.6
Curing Equipment
Equipment for applying membrane-forming curing compound shall be mounted on
a self-propelled frame that spans the paving lane. The reservoir for
curing compound shall be constantly mechanically (not air) agitated during
operation and shall contain means for completely draining the reservoir.
The spraying system shall consist of a mechanically powered pump which will
maintain constant pressure during operation, an operable pressure gauge,
and either a series of spray nozzles evenly spaced across the lane to give
uniformly overlapping coverage or a single spray nozzle which is mounted on
a carriage which automatically traverses the lane width at a speed
correlated with the forward movement of the overall frame. All spray
nozzles shall be protected with wind screens. Calibrate the spraying
system in accordance with ASTM D2995, Method A, for the rate of application
required in paragraph: Membrane Curing. Any hand-operated sprayers allowed
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by that paragraph shall be compressed air supplied by a mechanical air
compressor. If the curing equipment fails to apply an even coating of
compound at the specified rate, it shall immediately be replaced.
2.10.7
Texturing Equipment
**************************************************************************
NOTE: Designer must select type of texturing
desired, retain that subparagraph, and delete the
others. A genuine effort should be made to
determine the type of texturing, if any, desired by
the using service. If no guidance is given, the
usual default method should be burlap drag. If
other than a burlap drag textured finish is
required, edit the appropriate paragraph(s) as shown
below.
For Air Force airfield paving projects, do not
specify artificial turf, wire comb, or surface
grooving textures. For Navy airfield paving
projects, do not specify wire comb or surface
grooving textures. Use Section 32 01 26.71 GROOVING
FOR AIRFIELD PAVEMENTS, to specify saw-cut grooves.
Spring tine grooving is limited to use on roads and
streets only.
**************************************************************************
a.
General: Texturing equipment shall be as specified below. Before use,
the texturing equipment shall be demonstrated on a test section, and
the equipment shall be modified as necessary to produce the texture
directed.
b.
Burlap Drag: A burlap drag shall be securely attached to a separate
wheel mounted frame spanning the paving lane or to one of the other
similar pieces of equipment. Length of the material shall provide 24
to 36 inches dragging flat on the pavement surface. Width shall be at
least equal to the width of the slab. The material shall be clean,
reasonably new burlap, completely saturated with water before
attachment to the frame, always resaturated before start of use, and
kept clean and saturated during use. Burlap shall conform to
AASHTO M 182, Class 3 or 4.
[ c.
Broom: Surface texture shall be applied using an approved mechanical
stiff bristle broom drag of a type that will uniformly score the
surface transverse to the pavement center line. The broom shall be
capable of traversing the full width of the pavement in a single pass
at a uniform speed and with a uniform pressure. The scores shall be
uniform in appearance and approximately 1/16 inch in depth but not more
than 1/8 inch in depth.]
[ d.
Artificial Turf: The artificial turf drag shall be full-width and the
leading transverse edge shall be securely fastened to a lightweight
pole on a traveling bridge. At least 2 feet of the artificial turf
shall be in contact with the concrete surface during texturing
operations. The corrugations shall be uniform in appearance and
approximately 1/16 inch in depth. A variety of different types of
artificial turf are available and approval of any one type will be done
only after it has been demonstrated by the Contractor to provide a
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satisfactory texture. One type that has provided satisfactory texture
consists of 7,200 approximately 0.85-inches-long polyethylene turf
blades per square foot.]
[ e.
2.10.8
Deep Texturing Equipment: Texturing equipment shall consist of [a stiff
bristled broom] [a comb with spring wire tines] [spring strips which
will produce true, even grooves] forming a drag at least 4 feet long.
This drag shall be mounted in a wheeled frame spanning the paving lane
and so constructed that the drag is mechanically pulled in a straight
line across the paving lane perpendicular to the centerline.]
Sawing Equipment
**************************************************************************
NOTE: Retain bracketed sentence as necessary to
correlate with paragraph Removal of Existing
Pavement Slab in PART 3. Otherwise delete. Also
delete wheel saw option on Navy projects.
**************************************************************************
Equipment for sawing joints and for other similar sawing of concrete shall
be standard diamond-type concrete saws mounted on a wheeled chassis which
can be easily guided to follow the required alignment. Blades shall be
diamond tipped. If demonstrated to operate properly, abrasive blades may
be used. Provide spares as required to maintain the required sawing rate.
[Wheel saws used in the removal of concrete shall be saws with large
diameter tungsten carbide tipped blades mounted on a heavy-duty chassis
which will produce a saw kerf at least 1-1/2 inch wide.] All saws shall be
capable of sawing to the full depth required. Early-entry saws may be
used, subject to demonstration and approval of the Contracting Officer. No
change to the initial sawcut depth shall be permitted.
2.10.9
Straightedge
Furnish and maintain at the job site, in good condition, one 12 foot
straightedge for each paving train for testing the hardened portland cement
concrete surfaces. These straightedges shall be constructed of aluminum or
magnesium alloy and shall have blades of box or box-girder cross section
with flat bottom, adequately reinforced to insure rigidity and accuracy.
Straightedges shall have handles for operation on the pavement.
2.11
SPECIFIED CONCRETE STRENGTH AND OTHER PROPERTIES
**************************************************************************
NOTE: Fill in blanks as appropriate. Specified
strength must be the flexural strength used in the
structural design of the pavement and should not
exceed 650 psi (4.5 MPa) at 90 days of age.
Designer must also ensure that this strength is
attainable with the available aggregates. Air
content should be specified as 6 percent where
freezing and thawing is a concern and 4 percent
where it is not a concern. Specify strength at 90
days. However, modify to 28-days in line 2 if
28-day strength is used in paragraphs: Flexural
Strength and Thickness. Be sure this and succeeding
paragraphs correlate.
**************************************************************************
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Specified Flexural Strength
**************************************************************************
NOTE: Use the Tailoring Option "Beams" or
"Cylinders/Beams" to specify flexural strength for
concrete.
**************************************************************************
Specified flexural strength, R, for concrete is 650[_____] psi at [28] [90]
days, as determined by [tests made in accordance with ASTM C78/C78M of
beams fabricated and cured in accordance with ASTM C192/C192M] Maximum
allowable water-cementitious material ratio is 0.45. The
water-cementitious material ratio will be the equivalent water-cement ratio
as determined by conversion from the weight ratio of water to cement plus
SCM by the mass equivalency method described in ACI 211.1. The concrete
shall be air-entrained with a total air content of [4] [6] plus or minus
1.5 percentage points, at the point of placement. Air content shall be
determined in accordance with ASTM C231/C231M. The maximum allowable slump
of the concrete at the point of placement shall be 2 inches for pavement
constructed with fixed forms. For slipformed pavement, at the start of the
project, select a maximum allowable slump which will produce in-place
pavement meeting the specified tolerances for control of edge slump. The
selected slump shall be applicable to both pilot and fill-in lanes.
2.11.2
Concrete Temperature
The temperature of the concrete as delivered shall conform to the
requirements of paragraphs, Paving in Hot Weather and Paving in Cold
Weather, in PART 3. Temperature of concrete shall be determined in
accordance with ASTM C1064/C1064M.
2.11.3
Concrete Strength for Final Acceptance
**************************************************************************
NOTE: Use the Tailoring Option to specify concrete
strength by using "Cylinders/Beams" or "Beams".
**************************************************************************
, [The strength of the concrete will be considered acceptable when the
equivalent [90-day] [28-day] flexural strengths for each lot are above the
'Specified Flexural Strength' as determined by correlation with 14-day
flexural strength tests specified in paragraph: "Mixture Proportioning for
Flexural Strength" below, ]and no individual set (2 specimens per sublot)
in the lot are 25 psi or more below the equivalent 'Specified Flexural
Strength'. If any lot or sublot, respectively, fails to meet the above
criteria, the lot or sublot shall be removed and replaced at no additional
cost to the Government. This is in addition to and does not replace the
average strength required for day-to-day CQC operations as specified in
paragraph: Average CQC Flexural Strength Required for Mixtures, below.
2.12
MIXTURE PROPORTIONS
**************************************************************************
NOTE: Edit bracketed items as appropriate.
Normally, permit accelerator only with fast-track
paving. If approval has been obtained and airfield
pavement has been designed and specified for 28-day
flexural strength in paragraph: Specified Flexural
Strength, modify the following subparagraphs
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accordingly. Do the same if this is road pavement
designed for 28-day strength. Use the higher
bracketed cement content if pozzolan is used.
**************************************************************************
2.12.1
Composition
Concrete shall be composed of cementitious material, water, fine and coarse
aggregates, and admixtures. Supplementary Cementitious Materials (SCM)
choice and usage shall be in accordance with paragraph: Supplementary
Cementitious Materials (SCM) Content. The total cementitious material
content shall be at least [ 470 lb./cu. yd.] [ 517 lb./cu. yd.].
Admixtures shall consist of air entraining admixture and may also include,
as approved, [accelerator] [retarder] [and water-reducing admixture].
2.12.2
Proportioning Studies
Trial design batches, mixture proportioning studies, and testing
requirements are the responsibility of the Contractor. Submit the results
of the mixture proportioning studies signed and stamped by the registered
professional engineer having technical responsibility for the mix design
study, and submitted at least 30 days prior to commencing concrete placing
operations. The results shall include a statement giving the maximum
nominal coarse aggregate size and the weights and volumes of each
ingredient proportioned on a one cubic yard basis. Aggregate quantities
shall be based on the mass in a saturated surface dry condition. The
recommended mixture proportions shall be accompanied by test results
demonstrating that the proportions selected will produce concrete of the
qualities indicated. Trial mixtures having proportions, slumps, and air
content suitable for the work shall be based on methodology described in
ACI 211.1, modified as necessary to accommodate flexural strength. Submit
test results including:
a. Coarse and fine aggregate gradations and plots.
b. Combined aggregate gradation [and coarseness/workability] plots.
c. Coarse aggregate quality test results, include deleterious materials.
d. Fine aggregate quality test results.
e. Mill certificates for cement and supplemental cementitious materials.
f. Certified test results for air entraining, water reducing,
retarding, non-chloride accelerating[, and Lithium Nitrate] admixtures.
g. Specified flexural strength, slump, and air content.
h. Documentation of required average CQC flexural strength, Ra.
i. Recommended proportions/volumes for proposed mixture and each of
three trial water-cementitious materials ratios.
j. Individual beam breaks.
k. Flexural strength summaries and plots.
l. Correlation ratios for acceptance testing and CQC testing.
m. Historical record of test results, documenting production standard
deviation (if available).
2.12.2.1
Water-Cement Ratio
At least three different water-cement ratios, which will produce a range of
strength encompassing that required on the project, shall be used. The
maximum allowable water-cement ratio required in paragraph: Specified
Flexural Strength, above will be the equivalent water-cement ratio.
Laboratory trial mixtures shall be proportioned for maximum permitted slump
and air content.
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Trial Mixture Studies
Separate sets of trial mixture studies shall be made for each combination
of cementitious materials and each combination of admixtures proposed for
use. No combination of either shall be used until proven by such studies,
except that, if approved in writing and otherwise permitted by these
specifications, an accelerator or a retarder may be used without separate
trial mixture study. Separate trial mixture studies shall also be made for
concrete for each placing method (slip form, fixed form, or hand placement)
proposed. The temperature of concrete in each trial batch shall be
reported. Each mixture shall be designed to promote easy and suitable
concrete placement, consolidation and finishing, and to prevent segregation
and excessive bleeding.
2.12.2.3
Mixture Proportioning for Flexural Strength
**************************************************************************
NOTE: The first Tailoring Option, "Beams", includes
items a through j; the second option
"Cylinders/Beams" includes the second listing of
items 1 through 10.
**************************************************************************
The following step by step procedure shall be followed:
[ a.
Fabricate all beams for each mixture from the same batch or blend of
batches. Fabricate and cure all beams in accordance with
ASTM C192/C192M, using 6 x 6 inch steel beam forms.
b.
Cure test beams from each mixture for 3, 7, 14, and [28][90]-day
flexural tests; 6 beams to be tested per age.
c.
Test beams in accordance with ASTM C78/C78M.
d.
Using the average strength for each w/c at each age, plot all results
from each of the three mixtures on separate graphs for w/c versus:
3-day flexural strength
7-day flexural strength
14-day flexural strength
[28-day flexural strength]
[90-day flexural strength]
e.
From these graphs select a w/c that will produce a mixture giving a [28]
[90]-day flexural strength equal to the required strength determined in
accordance with the next paragraph.
f.
Using the above selected w/c, select from the graphs the expected 3, 7
and 14-day flexural strengths.
g.
From the above expected strengths for the selected mixture, determine
the Ratio of the 7-day flexural strength of the selected mixture to the
[28][90]-day flexural strength of the mixture (for CQC control).
h.
From the above expected strengths for the selected mixture, determine
the Ratio of the 14-day flexural strength of the selected mixture to
the [28][90]-day flexural strength of the mixture (for acceptance).
i.
If there is a change in materials, additional mixture design studies
shall be made using the new materials and new Correlation Ratios shall
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be determined.
j.
2.12.3
No concrete pavement shall be placed until the Contracting Officer has
approved the Contractor's mixture proportions. The approved
water-cementitious materials ratio shall not exceed the maximum value
specified in paragraph: Specified Flexural Strength, above and shall
not be increased without the Contracting Officer's written approval.]
Average CQC Flexural Strength Required for Mixtures
In order to ensure meeting the strength requirements specified in
paragraph: SPECIFIED CONCRETE STRENGTH AND OTHER PROPERTIES above, during
production, the mixture proportions selected during mixture proportioning
studies and used during construction shall produce a required average CQC
flexural strength exceeding the specified strength, R, by the amount
indicated below. This required average CQC flexural strength, Ra, will be
used only for CQC operations as specified in paragraph: TESTING AND
INSPECTION FOR CONTRACTOR QUALITY CONTROL in PART 3 and as specified in the
previous paragraph. During production, the required Ra shall be adjusted ,
as appropriate and as approved, based on the standard deviation of [average
[28] [90]]-day strengths being attained during paving.
a.
From Previous Test Records: Where a concrete production facility has
previous test records current to within 18 months, a standard deviation
shall be established in accordance with the applicable provisions of
ACI 214R. Test records from which a standard deviation is calculated
shall represent materials, quality control procedures, and conditions
similar to those expected, shall represent concrete produced to meet a
specified flexural strength or strengths within 150 psi of the [28] [90]
-day flexural strength specified for the proposed work, and shall
consist of at least 30 consecutive tests. Perform verification
testing, as directed by the Contracting Officer, to document the
current strength. A strength test shall be the average of the
strengths of two specimens made from the same sample of concrete and
tested at [28] [90] days. Required average CQC flexural strength, Ra,
used as the basis for selection of concrete proportions shall be the
value from the equation that follows, using the standard deviation as
determined above:
Ra = R + 1.34S
Where: S = standard deviation
R = specified flexural strength
Ra = required average flexural strength
Where a concrete production facility does not have test records
meeting the requirements above but does have a record based on 15
to 29 consecutive tests, a standard deviation shall be established
as the product of the calculated standard deviation and a
modification factor from the following table:
NUMBER OF TESTS
15
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MODIFICATION FACTOR FOR
STANDARD DEVIATION
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NUMBER OF TESTS
b.
PART 3
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20
MODIFICATION FACTOR FOR
STANDARD DEVIATION
1.08
25
1.03
30 or more
1.00
Without Previous Test Records: When a concrete production facility
does not have sufficient field strength test records for calculation of
the standard deviation, the required average strength, Ra, shall be
determined by adding 15 percent to the specified flexural strength, R.
EXECUTION
PREPARATION FOR PAVING
Before commencing paving, perform the following. If used, forms shall be
in place, cleaned, coated, and adequately supported. Any reinforcing steel
needed shall be at the paving site. All transporting and transfer
equipment shall be ready for use, clean, and free of hardened concrete and
foreign material. Equipment for spreading, consolidating, screeding,
finishing, and texturing concrete shall be at the paving site, clean and in
proper working order. All equipment and material for curing and for
protecting concrete from weather or mechanical damage shall be at the
paving site, in proper working condition, and in sufficient amount for the
entire placement.
3.1.1
Weather Precaution
When windy conditions during paving appear probable, equipment and material
shall be at the paving site to provide windbreaks, shading, fogging, or
other action to prevent plastic shrinkage cracking or other damaging drying
of the concrete.
3.1.2
Proposed Techniques
**************************************************************************
NOTE: Include joint layout and typical detail of
joint/dowel bar spacing in drawings and coordinate
with paragraph: Placing Dowels and Tie Bars.
Insert office title for approval of joint plan
changes.
**************************************************************************
Submit placing and protection methods; paving sequence; jointing pattern;
data on curing equipment and profilographs; demolition of existing
pavements, as specified; pavement diamond grinding equipment and
procedures. Submit for approval the following items:
a.
A description of the placing and protection methods proposed when
concrete is to be placed in or exposed to hot, cold, or rainy weather
conditions.
b.
A detailed paving sequence plan and proposed paving pattern showing all
planned construction joints; transverse and longitudinal dowel bar
spacing; and identifying pilot lanes and hand placement areas. No
deviation from the jointing pattern shown on the drawings shall be made
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without written approval of the [design engineer] [_____].
c.
Plan and equipment proposed to control alignment of sawn joints within
the specified tolerances.
d.
Data on the curing equipment, media and methods to be used.
e.
Data on profilograph and methods to measure pavement smoothness.
f. Pavement demolition work plan, presenting the proposed methods and
equipment to remove existing pavement and protect pavement to remain in place.
3.2
3.2.1
CONDITIONING OF UNDERLYING MATERIAL
General Procedures
Underlying material, upon which concrete is to be placed shall be clean,
damp, and free from debris, waste concrete or cement, frost, ice, and
standing or running water. Prior to setting forms or placement of
concrete, the underlying material shall be well drained and shall have been
satisfactorily graded by string-line controlled, automated, trimmer/fine
grader and uniformly compacted in accordance with the applicable Section of
these specifications. The surface of the underlying material shall be
tested as to crown, elevation, and density in advance of setting forms or
of concrete placement using slip-form techniques. High areas shall be
trimmed to proper elevation. Low areas shall be filled and compacted to a
condition similar to that of surrounding grade, or filled with concrete
monolithically with the pavement. Low areas filled with concrete shall not
be cored for thickness to avoid biasing the average thickness used for
evaluation and payment adjustment. Any underlying material disturbed by
construction operations shall be reworked and recompacted to specified
density immediately in front of the paver. If a slipform paver is used,
the same underlying material under the paving lane shall be continued
beyond the edge of the lane a sufficient distance and shall be thoroughly
compacted and true to grade to provide a suitable trackline for the
slipform paver and firm support for the edge of the paving lane.
3.2.2
Traffic on Underlying Material
**************************************************************************
NOTE: Transporting equipment should not be allowed
to operate on the prepared underlying material for
airfield paving. Operating hauling equipment in the
paving lane will cause the paver to stop frequently,
producing a discontinuity in the pavement surface.
Edit bracketed items as appropriate and coordinate
with Part 2, subparagraph: Transfer and Spreading
Equipment.
**************************************************************************
After the underlying material has been prepared for concrete placement, no
equipment shall be permitted thereon. Subject to specific approval,
crossing of the prepared underlying material at specified intervals for
construction purposes may be permitted, provided rutting or indentations do
not occur. The surface shall be reworked and reprepared to the
satisfaction of the Contracting Officer before concrete is placed. [No
transporting equipment shall be allowed to operate on the prepared and
compacted underlying material in front of the paver-finisher.] [Equipment
shall be allowed to operate on the underlying material only if approved by
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the Contracting Officer and only if no damage is done to the underlying
material and its degree of compaction. Any disturbance to the underlying
material that does occur shall be corrected, as approved, before the
paver-finisher or the deposited concrete reaches the location of the
disturbance and the equipment shall be replaced or procedures changed to
prevent any future damage.]
3.3
WEATHER LIMITATIONS
3.3.1
Placement and Protection During Inclement Weather
Do not commence placing operations when heavy rain or other damaging
weather conditions appear imminent. At all times when placing concrete,
maintain on-site sufficient waterproof cover and means to rapidly place it
over all unhardened concrete or concrete that might be damaged by rain.
Suspend placement of concrete whenever rain, high winds, or other damaging
weather commences to damage the surface or texture of the placed unhardened
concrete, washes cement out of the concrete, or changes the water content
of the surface concrete. All unhardened concrete shall be immediately
covered and protected from the rain or other damaging weather. Any slab
damaged by rain or other weather shall be completely removed full depth, by
full slab width, to the nearest original joint, and replaced at the
Contractor's expense as specified in paragraph: REPAIR, REMOVAL AND
REPLACEMENT OF NEWLY CONSTRUCTED SLABS below.
3.3.2
Paving in Hot Weather
**************************************************************************
NOTE: Additional information concerning hot weather
concreting may be obtained from ACI 305R. Do not
delete this paragraph or the next paragraphs dealing
with weather.
**************************************************************************
When the ambient temperature during paving is expected to exceed 90 degrees
F, the concrete shall be properly placed and finished in accordance with
procedures previously submitted, approved, and as specified herein. The
concrete temperature at time of delivery to the forms shall not exceed the
temperature shown in the table below when measured in accordance with
ASTM C1064/C1064M. Cooling of the mixing water or aggregates or placing in
the cooler part of the day may be required to obtain an adequate placing
temperature. Steel forms and reinforcing shall be cooled as needed to
maintain steel temperatures below 120 degrees F. Transporting and placing
equipment shall be cooled or protected if necessary to maintain proper
concrete placing temperature. The finished surfaces of the newly laid
pavement shall be kept damp by applying a fog spray (mist) with approved
spraying equipment until the pavement is covered by the curing medium.
Maximum Allowable Concrete Placing Temperature
Relative Humidity, Percent,
During Time of Concrete
Greater than 60
Maximum Allowable Concrete
Temperature in Degrees F
95
40-60
85
Less than 40
80
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Prevention of Plastic Shrinkage Cracking
During weather with low humidity, and particularly with high temperature
and appreciable wind, develop and institute measures to prevent plastic
shrinkage cracks from developing. If plastic shrinkage cracking occurs,
halt further placement of concrete until protective measures are in place
to prevent further cracking. Periods of high potential for plastic
shrinkage cracking can be anticipated by use of Fig. 4.2 of ACI 305R. In
addition to the protective measures specified in the previous paragraph,
the concrete placement shall be further protected by erecting shades and
windbreaks and by applying fog sprays of water, the addition of
monomolecular films, or wet covering. Apply monomolecular films after
finishing is complete, do not use in the finishing process. When such
water treatment is stopped, curing procedures shall be immediately
commenced. Plastic shrinkage cracks that occur shall be repaired in
accordance with paragraph: REPAIR, REMOVAL, REPLACEMENT OF NEWLY
CONSTRUCTED SLABS. Plastic shrinkage cracks shall never be troweled over
or filled with slurry.
3.3.4
Paving in Cold Weather
Cold weather paving shall conform to ACI 306R. Special protection
measures, as specified herein, shall be used if freezing temperatures are
anticipated before the expiration of the specified curing period.
Placement of concrete shall not begin unless the ambient temperature is at
least 35 degrees F and rising. Thereafter, placement of concrete shall be
halted whenever the ambient temperature drops below 40 degrees F. When the
ambient temperature is less than 50 degrees F, the temperature of the
concrete when placed shall be not less than 50 degrees F nor more than 75
degrees F. Heating of the mixing water or aggregates will be required to
regulate the concrete placing temperature. Materials entering the mixer
shall be free from ice, snow, or frozen lumps. Salt, chemicals or other
materials shall not be incorporated in the concrete to prevent freezing.
If allowed under paragraph: MIXTURE PROPORTIONS in PART 2, an accelerating
admixture may be used when the ambient temperature is below 50 degrees F.
Covering and other means shall be provided for maintaining the concrete at
a temperature of at least 50 degrees F for not less than 72 hours after
placing, and at a temperature above freezing for the remainder of the
curing period. Remove pavement slabs damaged by freezing or falling below
freezing temperature to full depth, by full slab width, to the nearest
original joint, and replace at the Contractor's expense as specified in
paragraph REPAIR, REMOVAL, REPLACEMENT OF NEWLY CONSTRUCTED SLABS.
3.4
CONCRETE PRODUCTION
**************************************************************************
NOTE: Designer must correlate these paragraphs with
paragraph EQUIPMENT. Delete item in brackets if
truck mixers are not permitted.
**************************************************************************
Batching, mixing, and transporting equipment shall have a capacity
sufficient to maintain a continuous, uniform forward movement of the paver
of not less than 2.5 feet per minute. Concrete transported in
non-agitating equipment shall be deposited in front of the paver within 45
minutes from the time cement has been charged into the mixing drum, except
that if the ambient temperature is above 90 degrees F, the time shall be
reduced to 30 minutes. Concrete transported in truck mixers shall be
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deposited in front of the paver within 90 minutes from the time cement has
been charged into the mixer drum of the plant or truck mixer. If the
ambient temperature is above 90 degrees F, the time shall be reduced to 60
minutes. Every load of concrete delivered to the paving site shall be
accompanied by a batch ticket from the operator of the batching plant.
Tickets shall be on approved forms and shall show at least the mass, or
volume, of all ingredients in each batch delivered, [the water meter and
revolution meter reading on truck mixers] and the time of day. Tickets
shall be delivered to the placing foreman who shall keep them on file and
deliver them to the Government weekly, or as directed by the Contracting
Officer.
3.4.1
Batching and Mixing Concrete
Scale pivots and bearings shall be kept clean and free of rust. Any
equipment which fails to perform as specified shall immediately be removed
from use until properly repaired and adjusted, or replaced.
3.4.2
Transporting and Transfer - Spreading Operations
Non-agitating equipment shall be used only on smooth roads and for haul
time less than 15 minutes. Concrete shall be deposited as close as
possible to its final position in the paving lane. All equipment shall be
operated to discharge and transfer concrete without segregation. In no
case shall dumping of concrete in discrete piles be permitted. No transfer
or spreading operation which requires the use of front-end loaders, dozers,
or similar equipment to distribute the concrete will be permitted.
3.5
PAVING
**************************************************************************
NOTE: Designer must correlate these paragraphs with
paragraph EQUIPMENT.
**************************************************************************
3.5.1
General Requirements
Pavement shall be constructed with paving and finishing equipment utilizing
rigid fixed forms or by use of slipform paving equipment. Paving and
finishing equipment and procedures shall be capable of constructing paving
lanes of the required width at a rate of at least 2.5 feet of paving lane
per minute on a routine basis. Paving equipment and its operation shall be
controlled, and coordinated with all other operations, such that the
paver-finisher has a continuous forward movement, at a reasonably uniform
speed, from beginning to end of each paving lane, except for inadvertent
equipment breakdown. Backing the paver and refinishing a lane is not
permitted. Remove and replace concrete refinished in this manner. Failure
to achieve a continuous forward motion requires halting operations,
regrouping, and modifying operations to achieve this requirement. Workmen
with foreign material on their footwear or construction equipment that
might deposit foreign material shall not be permitted to walk or operate in
the plastic concrete. Where an open-graded granular base is required under
the concrete, select paving equipment and procedures which will operate
properly on the base course without causing displacement or other damage.
3.5.2
Consolidation
Concrete shall be consolidated with the specified type of lane-spanning,
gang-mounted, mechanical, immersion type vibrating equipment mounted in
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front of the paver, supplemented, in rare instances as specified, by
hand-operated vibrators. The vibrators shall be inserted into the concrete
to a depth that will provide the best full-depth consolidation but not
closer to the underlying material than 2 inches. Excessive vibration shall
not be permitted. If the vibrators cause visible tracking in the paving
lane, the paving operation shall be stopped and equipment and operations
modified to prevent it. Concrete in small, odd-shaped slabs or in isolated
locations inaccessible to the gang-mounted vibration equipment shall be
vibrated with an approved hand-operated immersion vibrator operated from a
bridge spanning the area. Vibrators shall not be used to transport or
spread the concrete. Hand-operated vibrators shall not be operated in the
concrete at one location for more than 20 seconds. Insertion locations for
hand-operated vibrators shall be between 6 to 15 inches on centers. For
each paving train, at least one additional vibrator spud, or sufficient
parts for rapid replacement and repair of vibrators shall be maintained at
the paving site at all times. Any evidence of inadequate consolidation
(honeycomb along the edges, large air pockets, or any other evidence) shall
require the immediate stopping of the paving operation and approved
adjustment of the equipment or procedures.
3.5.3
Operation
When the paver approaches a header at the end of a paving lane, a
sufficient amount of concrete shall be maintained ahead of the paver to
provide a roll of concrete which will spill over the header. The amount of
extra concrete shall be sufficient to prevent any slurry that is formed and
carried along ahead of the paver from being deposited adjacent to the
header. The spud vibrators in front of the paver shall be brought as close
to the header as possible before they are lifted. Additional consolidation
shall be provided adjacent to the headers by hand-manipulated vibrators.
When the paver is operated between or adjacent to previously constructed
pavement (fill-in lanes), provisions shall be made to prevent damage to the
previously constructed pavement. Screeds or extrusion plates shall be
electronically controlled from the previously placed pavement so as to
prevent them from applying pressure to the existing pavement and to prevent
abrasion of the pavement surface. The overlapping area of existing
pavement surface shall at all times be kept completely free of any loose or
bonded foreign material as the paver-finisher operates across it. When the
paver travels on existing pavement, approved provisions shall be made to
prevent damage to the existing pavement. Pavers using transversely
oscillating screeds shall not be used to form fill-in lanes that have
widths less than a full width for which the paver was designed or adjusted.
3.5.4
Required Results
The paver-finisher, and its gang-mounted vibrators, together with its
operating procedures shall be adjusted and operated and coordinated with
the concrete mixture being used to produce a thoroughly consolidated slab
throughout, true to line and grade within specified tolerances. The
paver-finishing operation shall produce a surface finish free of
irregularities, tears, voids of any kind, and any other discontinuities.
The paver-finisher shall make only one pass across the pavement; multiple
passes will not be permitted. The equipment and its operation shall
produce a finished surface requiring no hand finishing other than the use
of cutting straightedges, except in very infrequent instances. If any
equipment or operation fails to produce the above results, the paving shall
be stopped, the equipment shall be replaced or properly adjusted, the
operation shall be appropriately modified, or the mixture proportions
modified, in order to produce the required results before recommencing
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paving. No water, other than fog sprays (mist) as specified in paragraph:
Prevention of Plastic Shrinkage Cracking above, shall be applied to the
concrete or the concrete surface during paving and finishing.
3.5.5
Fixed Form Paving
**************************************************************************
NOTE: Fixed-form paving should always be included
as an option or mandatory item as appropriate. Edit
bracketed items in subparagraph a. Keys are only
permitted for roads and streets with a thickness of
230 mm (9 inches) or greater. Do not permit keys
for airfield pavements.
**************************************************************************
Paving equipment for fixed-form paving and the operation thereof shall
conform to the requirements of paragraph EQUIPMENT, and all requirements
specified herein.
3.5.5.1
Forms for Fixed-Form Paving
**************************************************************************
NOTE: Delete subparagraph e. when overlay pavements
are not required.
**************************************************************************
a.
Straight forms shall be made of steel and shall be furnished in
sections not less than 10 feet in length. Flexible or curved forms of
proper radius shall be used for curves of 100-foot radius or less.
Wood forms for curves and fillets shall be made of well-seasoned,
surfaced plank or plywood, straight, and free from warp or bend. Wood
forms shall be adequate in strength and rigidly braced. Forms shall
have a depth equal to the pavement thickness at the edge. Where the
project requires several different slab thicknesses, forms may be built
up by bolting or welding a tubular metal section or by bolting wood
planks to the bottom of the form to completely cover the underside of
the base of the form and provide an increase in depth of not more than
25 percent. The base width of the one-piece or built-up form shall be
not less than eight-tenths of the vertical height of the form, except
than forms 8 inches or less in vertical height shall have a base width
not less than the vertical height of the form. Maximum vertical
deviation of top of any side form, including joints, shall not vary
from a true plane more than 1/8 inch in 10 feet, and the upstanding leg
shall not vary more than 1/4 inch. [Where keyway forms are required,
they shall be rigidly attached to the main form so no displacement can
take place. Metal keyway forms shall be tack-welded to steel forms.
Keyway forms shall be so aligned that there is no variation over 1/4
inch either vertically or horizontally, when tested with a 12 foot
template after forms are set, including tests across form joints.]
b.
Form sections shall be tightly locked and shall be free from play or
movement in any direction. Forms shall be provided with adequate
devices for secure settings so that when in place they will withstand,
without visible spring or settlement, the impact and vibration of the
consolidating and finishing equipment.
c.
Set forms for full bearing on foundation for entire length and width
and in alignment with edge of finished pavement. Support forms during
entire operation of placing, compaction, and finishing so that forms
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will not deviate vertically more than 0.01 foot from required grade and
elevations indicated. Conformity to the alignment and grade elevations
shown on the drawings shall be checked and necessary corrections shall
be made immediately prior to placing the concrete. The forms shall be
cleaned and oiled each time before concrete is placed. No concrete
shall be placed until setting of forms has been checked and approved by
the CQC team.
d.
[ e.
Do not anchor guide rails for fixed form pavers into new concrete or
existing concrete to remain.
Forms for overlay pavements and for other locations where forms must be
set on existing pavements shall be held securely in place with stakes
or by other approved methods. Holes in existing pavements for form
stakes shall be carefully drilled by methods which will not crack or
spall the existing pavement. After use, the holes shall be filled
flush with the surrounding surface using approved material, prior to
overlying materials being placed. Any method which does not hold the
form securely or which damages the existing pavement shall be
immediately discontinued. Prior to setting forms for paving
operations, demonstrate the proposed form setting procedures at an
approved location without proceeding further until the proposed method
is approved by the Contracting Officer.]
3.5.5.2
Form Removal
Keep forms in place at least 12 hours after the concrete has been placed.
When conditions are such that the early strength gain of the concrete is
delayed, leave the forms in place for a longer time, as directed. Remove
forms by procedures that do not injure the concrete. Bars or heavy metal
tools shall not be used directly against the concrete in removing the
forms. Any concrete found to be defective after form removal shall be
repaired promptly, using procedures specified or as directed.
3.5.6
Slipform Paving
**************************************************************************
NOTE: Retain slipform paving as an option unless
there are specific, valid reasons for deleting it.
Be sure all other paragraphs correlate with choice
made here.
**************************************************************************
3.5.6.1
General
Paving equipment for slipform paving and the operation thereof shall
conform to the requirement of paragraph EQUIPMENT, and all requirements
specified herein. The slipform paver shall shape the concrete to the
specified and indicated cross section, meeting all tolerances, in one
pass. The slipform paver shall finish the surface and edges so that only a
very minimum isolated amount of hand finishing is required. If the paving
operation does not meet the above requirements and the specified
tolerances, immediately stop the operation, and regroup and replace or
modify any equipment as necessary, modify paving procedures or modify the
concrete mix, in order to resolve the problem. The slipform paver shall be
automatically electronically controlled from a taut wire guideline for
horizontal alignment and on both sides from a taut wire guideline for
vertical alignment, except that electronic control from a ski operating on
a previously constructed adjoining lane shall be used where applicable for
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either or both sides. Automatic, electronic controls for vertical
alignment shall always be used on both sides of the lane. Control from a
slope-adjustment control or control operating from the underlying material
shall never be used. Side forms on slipform pavers shall be properly
adjusted so that the finished edge of the paving lane meets all specified
tolerances. Dowels in longitudinal construction joints shall be installed
as specified below. The installation of these dowels by dowel inserters
attached to the paver or by any other means of inserting the dowels into
the plastic concrete shall not be permitted. [If a keyway is required, a
26 gauge thick metal keyway liner shall be installed as the keyway is
extruded. Keyway forms shall not vary more than plus or minus 1/8 inch
from the dimensions indicated and shall not deviate more than plus or minus
1/4 inch from the mid-depth of the pavement. There shall be no abrupt
offset either horizontally or vertically in the completed keyway. The
keyway liner shall be protected and shall remain in place and become part
of the joint.]
3.5.6.2
Guideline for Slipform Paving
Accurately and securely install guidelines well in advance of concrete
placement. Provide supports at necessary intervals to eliminate all sag in
the guideline when properly tightened. The guideline shall be high
strength wire set with sufficient tension to remove all sag between
supports. Supports shall be securely staked to the underlying material or
other provisions made to ensure that the supports will not be displaced
when the guideline is tightened or when the guideline or supports are
accidentally touched by workmen or equipment during construction. The
appliances for attaching the guideline to the supports shall be capable of
easy adjustment in both the horizontal and vertical directions. When it is
necessary to leave gaps in the guideline to permit equipment to use or
cross underlying material, provisions shall be made for quickly and
accurately replacing the guideline without any delay to the forward
progress of the paver. Supports on either side of the gap shall be secured
in such a manner as to avoid disturbing the remainder of the guideline when
the portion across the gap is positioned and tightened. The guideline
across the gap and adjacent to the gap for a distance of 200 feet shall be
checked for horizontal and vertical alignment after the guideline across
the gap is tightened. Vertical and horizontal positioning of the guideline
shall be such that the finished pavement shall conform to the alignment and
grade elevations shown on the drawings within the specified tolerances for
grade and smoothness. The specified tolerances are intended to cover only
the normal deviations in the finished pavement that may occur under good
supervision and do not apply to setting of the guideline. The guideline
shall be set true to line and grade.
3.5.6.3
Laser Controls
If the Contractor proposes to use any type of automatic laser controls,
submit a detailed description of the system and perform a trial field
demonstration in the presence of the Contracting Officer at least one week
prior to start of paving. Approval of the control system will be based on
the results of the demonstration and on continuing satisfactory operation
during paving.
3.5.7
Placing Reinforcing Steel
**************************************************************************
NOTE: Delete bracketed item if CRCP is not being
constructed.
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**************************************************************************
The type and amount of steel reinforcement shall be as shown on the
drawings.
3.5.7.1
Pavement Thickness Greater Than 12 Inches
For pavement thickness of 12 inches or more, the reinforcement steel shall
be installed by the strike-off method wherein a layer of concrete is
deposited on the underlying material, consolidated, and struck to the
indicated elevation of the steel reinforcement. The reinforcement shall be
laid upon the prestruck surface, and the remaining concrete shall then be
placed and finished in the required manner. When placement of the second
lift causes the steel to be displaced horizontally from its original
position, provisions shall be made for increasing the thickness of the
first lift and depressing the reinforcement into the unhardened concrete to
the required elevation. The increase in thickness shall be only as
necessary to permit correct horizontal alignment to be maintained. Any
portions of the bottom layer of concrete that have been placed more than 30
minutes without being covered with the top layer shall be removed and
replaced with newly mixed concrete without additional cost to the
Government.
3.5.7.2
Pavement Thickness Less Than 12 Inches
For pavements less than 12 inches thick, the reinforcement shall be
positioned on suitable chairs or continuous mesh support devices securely
fastened to the subgrade prior to concrete placement. Concrete shall be
vibrated after the steel has been placed. Regardless of placement
procedure, the reinforcing steel shall be free from coatings which could
impair bond between the steel and concrete, and laps in the reinforcement
shall be as indicated. Regardless of the equipment or procedures used for
installing reinforcement, ensure that the entire depth of concrete is
adequately consolidated. [If reinforcing for Continuously Reinforced
Concrete Pavement (CRCP) is required, the entire operating procedure and
equipment proposed shall be submitted for approval at least 30 days prior
to proposed start of paving.]
3.5.8
Placing Dowels[ and Tie Bars]
**************************************************************************
NOTE: Delete references to slipform paving
installation of dowels and tie bars if slipform
paving is not allowed. Delete references to
installation in contraction joints if not required.
Delete bracketed references to tie bars, if tie bars
are not used. Tie bars are not permitted in
airfield pavements. Use tie bars only for roads and
streets projects.
**************************************************************************
The method used in installing and holding dowels in position shall ensure
that the error in alignment of any dowel from its required horizontal and
vertical alignment after the pavement has been completed will not be
greater than 1/8 in. per ft. Except as otherwise specified below,
horizontal spacing of dowels shall be within a tolerance of plus or minus
5/8 inch. The vertical location on the face of the slab shall be within a
tolerance of plus or minus 1/2 inch). The vertical alignment of the dowels
shall be measured parallel to the designated top surface of the pavement,
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except for those across the crown or other grade change joints. Dowels
across crowns and other joints at grade changes shall be measured to a
level surface. Horizontal alignment shall be checked perpendicular to the
joint edge. The horizontal alignment shall be checked with a framing
square. Dowels [and tie bars] shall not be placed closer than 0.6 times
the dowel bar [tie bar] length to the planned joint line. If the last
regularly spaced longitudinal dowel[tie bar] is closer than that dimension,
it shall be moved away from the joint to a location 0.6 times the dowel bar
[tie bar]length, but not closer than 6 inches to its nearest neighbor.
Dowel (tie bar) interference at a transverse joint-longitudinal joint
intersection shall be resolved by deleting the closest transverse dowel
(tie bar). Dowels shall be installed as specified in the following
subparagraphs.
3.5.8.1
Contraction Joints
Dowels [and tie bars] in longitudinal and transverse contraction joints
within the paving lane shall be held securely in place, as indicated, by
means of rigid metal frames or basket assemblies of an approved type. The
basket assemblies shall be held securely in the proper location by means of
suitable pins or anchors. Do not cut or crimp the dowel basket tie wires.
At the Contractor's option, in lieu of the above, dowels [and tie bars] in
contraction joints shall be installed near the front of the paver by
insertion into the plastic concrete using approved equipment and
procedures. Approval will be based on the results of a preconstruction
demonstration, showing that the dowels [and tie bars] are installed within
specified tolerances.
3.5.8.2
Construction Joints-Fixed Form Paving
Install dowels [and tie bars] by the bonded-in-place method or the
drill-and-dowel method. Installation by removing and replacing in
preformed holes will not be permitted. Dowels [and tie bars] shall be
prepared and placed across joints where indicated, correctly aligned, and
securely held in the proper horizontal and vertical position during placing
and finishing operations, by means of devices fastened to the forms. The
spacing of dowels [and tie bars] in construction joints shall be as
indicated, except that, where the planned spacing cannot be maintained
because of form length or interference with form braces, closer spacing
with additional dowels [or tie bars] shall be used.
3.5.8.3
Dowels Installed in Hardened Concrete
**************************************************************************
NOTE: The first Tailoring Option is for
"Cylinders/Beams" and the second option is for
"Beams".
**************************************************************************
Install dowels in hardened concrete by bonding the dowels into holes
drilled into the hardened concrete. The concrete shall have cured for 7
days or reached a minimum [flexural strength of 450 psi] before drilling
commences. Holes 1/8 inch greater in diameter than the dowels shall be
drilled into the hardened concrete using rotary-core drills.
Rotary-percussion drills may be used, provided that excessive spalling does
not occur to the concrete joint face. Continuing damage shall require
modification of the equipment and operation. Depth of dowel hole shall be
within a tolerance of plus/minus 1/2 inch of the dimension shown on the
drawings. Upon completion of the drilling operation, the dowel hole shall
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be blown out with oil-free, compressed air. Dowels shall be bonded in the
drilled holes using epoxy resin. Epoxy resin shall be injected at the back
of the hole before installing the dowel and extruded to the collar during
insertion of the dowel so as to completely fill the void around the dowel.
Application by buttering the dowel will not be permitted. The dowels shall
be held in alignment at the collar of the hole, after insertion and before
the grout hardens, by means of a suitable metal or plastic grout retention
ring fitted around the dowel. Dowels required to be installed in any
joints between new and existing concrete shall be grouted in holes drilled
in the existing concrete, all as specified above. [Where tie bars are
required in longitudinal construction joints of slipform pavement, bent tie
bars shall be installed at the paver, in front of the transverse screed or
extrusion plate. Tie bars shall not be installed in preformed holes. A
standard keyway shall be constructed, and the bent tie bars shall be
inserted into the plastic concrete through a 26 gauge thick metal keyway
liner. The keyway liner shall be protected and shall remain in place and
become part of the joint. When bending tie bars, the radius of bend shall
not be less than the minimum recommended for the particular grade of steel
in the appropriate material standard. Before placement of the adjoining
paving lane, the tie bars shall be straightened, using procedures which
will not spall the concrete around the bar.]
3.5.8.4
Lubricating Dowel Bars
The portion of each dowel intended to move within the concrete or expansion
cap shall be wiped clean and coated with a thin, even film of lubricating
oil or light grease before the concrete is placed.
3.6
FINISHING
**************************************************************************
NOTE: Edit bracketed items as appropriate. Retain
slipform paving subparagraph except when it is
prohibited elsewhere. Delete Other Types of
Finishing Equipment here and in PART 2, if not
wanted. Hand finishing is to be allowed only for
isolated, small, odd-shaped slabs or places
inaccessible to the paver.
**************************************************************************
Finishing operations shall be a continuing part of placing operations
starting immediately behind the strike-off of the paver. Initial finishing
shall be provided by the transverse screed or extrusion plate. The
sequence of operations shall be transverse finishing, longitudinal machine
floating if used, straightedge finishing, texturing, and then edging of
joints. Finishing shall be by the machine method. The hand method shall
be used only on isolated areas of odd slab widths or shapes and in the
event of a breakdown of the mechanical finishing equipment. Supplemental
hand finishing for machine finished pavement shall be kept to an absolute
minimum. Any machine finishing operation which requires appreciable hand
finishing, other than a moderate amount of straightedge finishing, shall be
immediately stopped and proper adjustments made or the equipment replaced.
Any operations which produce more than 1/8 inch of mortar-rich surface
(defined as deficient in plus U.S. No. 4 sieve size aggregate) shall be
halted immediately and the equipment, mixture, or procedures modified as
necessary. Compensation shall be made for surging behind the screeds or
extrusion plate and settlement during hardening and care shall be taken to
ensure that paving and finishing machines are properly adjusted so that the
finished surface of the concrete (not just the cutting edges of the
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screeds) will be at the required line and grade. Finishing equipment and
tools shall be maintained clean and in an approved condition. At no time
shall water be added to the surface of the slab with the finishing
equipment or tools, or in any other way, except for fog (mist) sprays
specified to prevent plastic shrinkage cracking.
3.6.1
Machine Finishing With Fixed Forms
The machine shall be designed to straddle the forms and shall be operated
to screed and consolidate the concrete. Machines that cause displacement
of the forms shall be replaced. The machine shall make only one pass over
each area of pavement. If the equipment and procedures do not produce a
surface of uniform texture, true to grade, in one pass, the operation shall
be immediately stopped and the equipment, mixture, and procedures adjusted
as necessary.
3.6.2
Machine Finishing with Slipform Pavers
The slipform paver shall be operated so that only a very minimum of
additional finishing work is required to produce pavement surfaces and
edges meeting the specified tolerances. Any equipment or procedure that
fails to meet these specified requirements shall immediately be replaced or
modified as necessary. A self-propelled nonrotating pipe float may be used
while the concrete is still plastic, to remove minor irregularities and
score marks. Only one pass of the pipe float shall be allowed. If there
is concrete slurry or fluid paste on the surface that runs over the edge of
the pavement, the paving operation shall be immediately stopped and the
equipment, mixture, or operation modified to prevent formation of such
slurry. Any slurry which does run down the vertical edges shall be
immediately removed by hand, using stiff brushes or scrapers. No slurry,
concrete or concrete mortar shall be used to build up along the edges of
the pavement to compensate for excessive edge slump, either while the
concrete is plastic or after it hardens.
3.6.3
Surface Correction and Testing
After all other finishing is completed but while the concrete is still
plastic, minor irregularities and score marks in the pavement surface shall
be eliminated by means of cutting straightedges. Such straightedges shall
be 12 feet in length and shall be operated from the sides of the pavement
and from bridges. A straightedge operated from the side of the pavement
shall be equipped with a handle 3 feet longer than one-half the width of
the pavement. The surface shall then be tested for trueness with a
straightedge held in successive positions parallel and at right angles to
the center line of the pavement, and the whole area covered as necessary to
detect variations. The straightedge shall be advanced along the pavement
in successive stages of not more than one-half the length of the
straightedge. Depressions shall be immediately filled with freshly mixed
concrete, struck off, consolidated with an internal vibrator, and
refinished. Projections above the required elevation shall also be struck
off and refinished. The straightedge testing and finishing shall continue
until the entire surface of the concrete is free from observable departure
from the straightedge and conforms to the surface requirements specified in
paragraph: ACCEPTABILITY OF WORK in PART 1. This straightedging shall not
be used as a replacement for the straightedge testing of paragraph: Surface
Smoothness in PART 1. Long-handled, flat bull floats shall be used very
sparingly and only as necessary to correct minor, scattered surface
defects. If frequent use of bull floats is necessary, the paving operation
shall be stopped and the equipment, mixture or procedures adjusted to
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eliminate the surface defects. Finishing with hand floats and trowels
shall be held to the absolute minimum necessary. Extreme care shall be
taken to prevent overfinishing joints and edges. The surface finish of the
pavement shall be produced essentially by the finishing machine and not by
subsequent hand finishing operations. All hand finishing operations shall
be subject to approval and shall be modified when directed.
3.6.4
Hand Finishing
Use hand finishing operations only as specified below.
3.6.4.1
Equipment and Template
In addition to approved mechanical internal vibrators for consolidating the
concrete, provide a strike-off and tamping template and a longitudinal
float for hand finishing. The template shall be at least 1 foot longer
than the width of pavement being finished, of an approved design, and
sufficiently rigid to retain its shape, and shall be constructed of metal
or other suitable material shod with metal. The longitudinal float shall
be at least 10 feet long, of approved design, and rigid and substantially
braced, and shall maintain a plane surface on the bottom. Grate tampers
(jitterbugs) shall not be used.
3.6.4.2
Finishing and Floating
As soon as placed and vibrated, the concrete shall be struck off and
screeded to the crown and cross section and to such elevation above grade
that when consolidated and finished, the surface of the pavement will be at
the required elevation. In addition to previously specified complete
coverage with handheld immersion vibrators, the entire surface shall be
tamped with the strike-off and tamping template, and the tamping operation
continued until the required compaction and reduction of internal and
surface voids are accomplished. Immediately following the final tamping of
the surface, the pavement shall be floated longitudinally from bridges
resting on the side forms and spanning but not touching the concrete. If
necessary, additional concrete shall be placed, consolidated and screeded,
and the float operated until a satisfactory surface has been produced. The
floating operation shall be advanced not more than half the length of the
float and then continued over the new and previously floated surfaces.
3.6.5
Texturing
**************************************************************************
NOTE: Designer must select type of texturing
desired, retain that subparagraph, and delete the
others. A genuine effort should be made to
determine the type of texturing, if any, desired by
the using service. If no guidance is given, the
usual default method should be burlap drag. If other
than a burlap drag textured finish is required, edit
the appropriate paragraph(s) as shown below.
For Air Force airfield paving projects, do not
specify artificial turf, wire comb, or surface
grooving textures. For Navy airfield paving
projects, do not specify wire comb or surface
grooving textures. Use Section 32 01 26.71 GROOVING
FOR AIRFIELD PAVEMENTS, to specify saw-cut grooves.
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Spring tine grooving is limited to use on roads and
streets only.
**************************************************************************
Before the surface sheen has disappeared and before the concrete hardens or
curing compound is applied, the surface of the pavement shall be given a
texture as described herein. After curing is complete, all textured
surfaces shall be thoroughly power broomed to remove all debris.
3.6.5.1
Burlap Drag Surface
Surface texture shall be applied by dragging the surface of the pavement,
in the direction of the concrete placement, with an approved burlap drag.
The drag shall be operated with the fabric moist, and the fabric shall be
cleaned or changed as required to keep clean. The dragging shall be done
so as to produce a uniform finished surface having a fine sandy texture
without disfiguring marks.
3.6.5.2
Artificial Turf Drag Surface
Artificial turf texture shall be applied by dragging the surface of the
pavement in the direction of concrete placement with an approved full-width
drag made with artificial turf.
3.6.5.3
Broom Texturing
Brooming should be completed before the concrete has hardened to the point
where the surface will be unduly torn or roughened, but after hardening has
progressed enough so that the mortar will not flow and reduce the sharpness
of the scores. Successive passes of the broom shall be overlapped the
minimum necessary to obtain a uniformly textured surface. Brooms shall be
washed thoroughly at frequent intervals during use. Worn or damaged brooms
shall be removed from the job site. Hand brooming will be permitted only
on isolated odd shaped slabs or slabs where hand finishing is permitted.
For hand brooming, the brooms shall have handles longer than half the width
of slab to be finished. The hand brooms shall be drawn transversely across
the surface from the center line to each edge with slight overlapping
strokes.
3.6.5.4
Wire-Comb Texturing
Surface texture shall be applied using an approved mechanical wire comb
drag operated to comb the surface transverse to the pavement center line.
The comb shall be capable of traversing the full width of the pavement in a
single pass at a uniform speed and with a uniform pressure. Successive
passes of the comb shall be overlapped the minimum necessary to obtain a
continuous and uniformly textured surface. Texturing shall be completed
before the concrete has hardened to the point where the surface and edges
will be unduly torn, but after hardening has progressed to the point where
the serrations will not close up. The serrations shall be 1/16 to 3/16 inch
deep, 1/16 to 1/8 inch wide, and spaced 3/8 inch apart. Transverse
texturing shall produce grooves in straight lines across each lane within a
tolerance of plus or minus 1/2 inch of a true line.
Surface Grooving
The areas indicated on the drawings shall be grooved with a spring tine
drag producing individual grooves 1/4 inch deep and 1/4 inch wide at a
spacing between groove centerlines of 1-1/2 inches. These grooves shall be
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cut perpendicular to the centerline. Before grooving begins, the concrete
shall be allowed to attain sufficient strength to prevent aggregate
spalling. Grooves shall not be cut within 6 inches of a runway centerline,
transverse joint, or crack; and they shall not be cut through neoprene
compression seals. Transverse texturing shall produce grooves in straight
lines across each lane within a tolerance of plus or minus 1/2 inch of a
true line.
3.6.6
Edging
After texturing has been completed, the edge of the slabs along the forms,
along the edges of slipformed lanes, and at the joints shall be carefully
finished with an edging tool to form a smooth rounded surface of 1/8 inch
radius. Tool marks shall be eliminated, and the edges shall be smooth and
true to line. No water shall be added to the surface during edging.
Extreme care shall be taken to prevent overworking the concrete.
3.6.7
Outlets in Pavement
Recesses for the tie-down anchors, lighting fixtures, and other
the pavement shall be constructed to conform to the details and
shown. The concrete in these areas shall be carefully finished
a surface of the same texture as the surrounding area that will
the requirements for plan grade and surface smoothness.
3.7
outlets in
dimensions
to provide
be within
CURING
**************************************************************************
NOTE: Retain bracketed item at end of first
paragraph mandating 24 hour moist cure only where
locally required and only where approved by the
using service. Membrane curing should be the first
choice of curing methods.
**************************************************************************
3.7.1
Protection of Concrete
Concrete shall be continuously protected against loss of moisture and rapid
temperature changes for at least 7 days from the completion of finishing
operations. All equipment needed for adequate curing and protection of the
concrete shall be on hand and ready for use before actual concrete
placement begins. If any selected method of curing does not afford the
proper curing and protection against concrete cracking, the damaged
pavement shall be removed and replaced, and another method of curing shall
be employed as directed. Curing shall be accomplished by one of the
following methods [except that only moist curing shall be used for the
first 24 hours].
3.7.2
Membrane Curing
**************************************************************************
NOTE: The first Tailoring Option is for Army and
Air Force jobs; the second option is for Navy
projects only.
**************************************************************************
A uniform coating of white-pigmented, membrane-forming, curing compound
shall be applied to the entire exposed surface of the concrete as soon as
the free water has disappeared from the surface after [finishing] [moist
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curing ceases]. Along the formed edge faces, it shall be applied
immediately after the forms are removed. Concrete shall not be allowed to
dry before the application of the membrane. If any drying has occurred,
the surface of the concrete shall be moistened with a fine spray of water,
and the curing compound applied as soon as the free water disappears. The
curing compound shall be applied to the finished surfaces by means of an
approved automatic spraying machine. [ The curing compound shall be applied
with an overlapping coverage that will give a two-coat application at a
coverage of 400 square feet per gallon, plus or minus 5.0 percent for each
coat. A one-coat application may be applied provided a uniform application
and coverage of 200 square feet per gallon, plus or minus 5.0 percent is
obtained.] The application of curing compound by hand-operated, mechanical
powered pressure sprayers will be permitted only on odd widths or shapes of
slabs and on concrete surfaces exposed by the removal of forms. When the
application is made by hand-operated sprayers, a second coat shall be
applied in a direction approximately at right angles to the direction of
the first coat. If pinholes, abrasions, or other discontinuities exist, an
additional coat shall be applied to the affected areas within 30 minutes.
Concrete surfaces that are subjected to heavy rainfall within 3 hours after
the curing compound has been applied shall be resprayed by the method and
at the coverage specified above. Areas where the curing compound is
damaged by subsequent construction operations within the curing period
shall be immediately resprayed. Concrete surfaces to which membrane-curing
compounds have been applied shall be adequately protected during the entire
curing period from pedestrian and vehicular traffic, except as required for
joint-sawing operations and surface tests, and from any other possible
damage to the continuity of the membrane.
3.7.3
Moist Curing
**************************************************************************
NOTE: For OCONUS projects using Silica Fume,
specify a minimum 24-hour moist cure before applying
membrane curing compound.
**************************************************************************
Concrete to be moist-cured shall be maintained continuously wet for the
entire curing period, or until curing compound is applied, commencing
immediately after finishing. If forms are removed before the end of the
curing period, curing shall be carried out as on unformed surfaces, using
suitable materials. Surfaces shall be cured by ponding, by continuous
sprinkling, by continuously saturated burlap or cotton mats, or by
continuously saturated plastic coated burlap. Burlap and mats shall be
clean and free from any contamination and shall be completely saturated
before being placed on the concrete. Lap sheets to provide full coverage.
Provide an approved work system to ensure that moist curing is continuous
24 hours per day and that the entire surface is wet.
3.8
JOINTS
**************************************************************************
NOTE: Edit bracketed items in following
subparagraphs to conform to design requirements.
Even if not required, dowels should be permitted for
construction joints. The effect of tie bars on the
pavement action and potential cracking should be
analyzed before requiring or permitting their use.
Remove joint types not required in the project.
**************************************************************************
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General Requirements for Joints
Joints shall conform to the locations and details indicated and shall be
perpendicular to the finished grade of the pavement. All joints shall be
straight and continuous from edge to edge or end to end of the pavement
with no abrupt offset and no gradual deviation greater than 1/2 inch.
Where any joint fails to meet these tolerances, the slabs adjacent to the
joint shall be removed and replaced at no additional cost to the
Government. No change from the jointing pattern shown on the drawings
shall be made without written approval of the Contracting Officer. Joints
shall be sealed immediately following curing of the concrete or as soon
thereafter as weather conditions permit. Joints shall be sealed as
specified in Section [32 01 19 FIELD MOLDED SEALANTS FOR SEALING JOINTS IN
RIGID PAVEMENTS] [32 13 73 COMPRESSION JOINT SEALS FOR CONCRETE PAVEMENTS].
3.8.2
Longitudinal Construction Joints
Dowels [or keys] [or tie bars] shall be installed in the longitudinal
construction joints, or the edges shall be thickened as indicated. [Dowels]
[Tie bars] shall be installed as specified above. [If any length of
completed keyway of 5 feet or more fails to meet the previously specified
tolerances, dowels shall be installed in that part of the joint by drilling
holes in the hardened concrete and grouting the dowels in place with epoxy
resin.]After the end of the curing period, longitudinal construction joints
shall be sawed to provide a groove at the top for sealant conforming to the
details and dimensions indicated.
3.8.3
Transverse Construction Joints
Transverse construction joints shall be installed at the end of each day's
placing operations and at any other points within a paving lane when
concrete placement is interrupted for 30 minutes or longer. The transverse
construction joint shall be installed at a planned transverse joint.
Transverse construction joints shall be constructed by utilizing headers or
by paving through the joint, then full-depth sawcutting the excess
concrete. Pavement shall be constructed with the paver as close to the
header as possible, and the paver shall be run out completely past the
header. Transverse construction joints installed at a planned transverse
joint shall be constructed as shown or, if not shown otherwise, shall be
dowelled in accordance with paragraph: Dowels Installed in Hardened
Concrete, or paragraph: Fixed Form Paving above.
3.8.4
Expansion Joints
Expansion joints shall be formed where indicated, and about any structures
and features that project through or into the pavement, using joint filler
of the type, thickness, and width indicated, and shall be installed to form
a complete, uniform separation between the structure and the pavement. The
filler shall be attached to the original concrete placement with adhesive
or other fasteners and shall extend the full slab depth. After placement
and curing of the adjacent slab, sawcut the sealant reservior depth from
the filler. Adjacent sections of filler shall be fitted tightly together,
and the filler shall extend across the full width of the paving lane or
other complete distance in order to prevent entrance of concrete into the
expansion space. Edges of the concrete at the joint face shall be finished
with an edger with a radius of 1/8 inch.
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Slip Joints
Slip joints shall be installed where indicated using the specified
materials. Preformed joint filler material shall be attached to the face
of the original concrete placement with adhesive or other fasteners. A 3/4
inch deep reservoir for joint sealant shall be constructed at the top of
the joint. Edges of the joint face shall be finished with an edger with a
radius of 1/8 inch.
3.8.6
Contraction Joints
Construct transverse and longitudinal contraction joints by sawing an
initial groove in the concrete with a 1/8 inch blade to the indicated
depth. During sawing of joints, and again 24 hours later, the CQC team
shall inspect all exposed lane edges for development of cracks below the
saw cut, and shall immediately report results to the Contracting Officer.
If the Contracting Officer determines that there are more uncracked joints
than desired, the Contractor will be directed to saw succeeding joints 25
percent deeper than originally indicated at no additional cost to the
Government. The time of initial sawing shall vary depending on existing
and anticipated weather conditions and shall be such as to prevent
uncontrolled cracking of the pavement. Sawing of the joints shall commence
as soon as the concrete has hardened sufficiently to permit cutting the
concrete without chipping, spalling, or tearing. The sawed faces of joints
will be inspected for undercutting or washing of the concrete due to the
early sawing, and sawing shall be delayed if undercutting is sufficiently
deep to cause structural weakness or excessive roughness in the joint. The
sawing operation shall be carried on as required during both day and night
regardless of weather conditions. The joints shall be sawed at the
required spacing consecutively in the sequence of the concrete placement.
Adequate lighting shall be provided for night work. Illumination using
vehicle headlights will not be permitted. A chalk line or other suitable
guide shall be used to mark the alignment of the joint. Before sawing a
joint, the concrete shall be examined closely for cracks, and the joint
shall not be sawed if a crack has occurred near the planned joint
location. Sawing shall be discontinued when a crack develops ahead of the
saw cut. Immediately after the joint is sawed, the saw cut and adjacent
concrete surface shall be thoroughly flushed with water and vacuumed until
all waste from sawing is removed from the joint and adjacent concrete
surface. The surface shall be resprayed with curing compound as soon as
free water disappears. Necessary precautions shall be taken to insure that
the concrete is properly protected from damage and cured at sawed joints.
The top of the joint opening and the joint groove at exposed edges shall be
tightly sealed with cord backer rod before the concrete in the region of
the joint is resprayed with curing compound, and shall be maintained until
removed immediately before sawing the joint sealant reservoir. The exposed
saw cuts on the faces of pilot lanes shall be sealed with bituminous mastic
or masking tape. After expiration of the curing period, the upper portion
of the groove shall be widened by sawing with ganged diamond saw blades to
the width and depth indicated for the joint sealer. The reservoir shall be
centered over the initial sawcut.
3.8.7
Thickened Edge Joints
Construct thickened edge joints as indicated on the drawings. Underlying
material in the transition area shall be graded as shown and shall meet the
requirements for smoothness and compaction specified for all other areas of
the underlying material.
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REPAIR, REMOVAL AND REPLACEMENT OF NEWLY CONSTRUCTED SLABS
General Criteria
New pavement slabs that are broken, have spalled edges, or contain cracks
shall be removed and replaced or repaired, as specified at no cost to the
Government. Removal of partial slabs is not permitted. Not more than 15.0
percent of each slab's longitudinal joint edge shall be spalled. Prior to
fill-in lane placement, pilot lane slabs with spalls exceeding this
quantity, regardless of spall size, shall be sawn full depth to remove the
spalled face. All other slabs shall be removed, as directed. The
Contracting Officer will determine whether cracks extend full depth of the
pavement and may require cores to be drilled on the crack to determine
depth of cracking. Such cores shall be at least 6 inch diameter, and shall
be drilled and backfilled with an approved non-shrink concrete. Perform
drilling of cores and refilling holes at no expense to the Government.
3.9.2
Slabs with Cracks
Clean cracks that do not exceed 2 inches in depth; then pressure injected
full depth with epoxy resin, Type IV, Grade 1. Remove slabs containing
cracks deeper than 2 inches.
3.9.3
Removal and Replacement of Full Slabs
Where it is necessary to remove full slabs, removal shall be in accordance
with paragraph: Removal of Existing Pavement Slab below. Removal and
replacement shall be full depth, by full width of the slab, and the limit
of removal shall be normal to the paving lane and extend to each original
joint. Dowels of the size and spacing as specified for other joints in
similar pavement shall be installed by epoxy grouting them into holes
drilled into the existing concrete using procedures as specified in
paragraph PLACING DOWELS[ AND TIE BARS], above. Original damaged dowels[
or tie bars] shall be cut off flush with the joint face. Protruding
portions of dowels shall be painted and lightly oiled. All four edges of
the new slab shall thus contain dowels. Placement of concrete shall be as
specified for original construction. Prior to placement of new concrete,
the underlying material shall be recompacted and shaped as specified in the
appropriate section of these specifications, and the surfaces of all four
joint faces shall be cleaned of all loose material and contaminants and
coated with a double application of membrane forming curing compound as
bond breaker. Care shall be taken to prevent any curing compound from
contacting dowels[ or tie bars]. The resulting joints around the new slab
shall be prepared and sealed as specified for original construction.
3.9.4
Repairing Spalls Along Joints
Where directed, spalls along joints of new slabs, along edges of adjacent
existing concrete, and along parallel cracks shall be repaired by first
making a vertical saw cut at least 1 inch outside the spalled area and to a
depth of at least 2 inches. Saw cuts shall be straight lines forming
rectangular areas. The concrete between the saw cut and the joint, or
crack, shall be chipped out to remove all unsound concrete and into at least
1/2 inch of visually sound concrete. Spalls along joints to be sealed with
compression seals shall be sawn, chipped out, and repaired to a depth to
restore the full joint-face support. The cavity thus formed shall be
thoroughly cleaned with high pressure water jets supplemented with oil-free
compressed air to remove all loose material. Immediately before filling
the cavity, a prime coat shall be applied to the dry cleaned surface of all
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sides and bottom of the cavity, except any joint face. The prime coat
shall be applied in a thin coating and scrubbed into the surface with a
stiff-bristle brush. Prime coat for portland cement repairs shall be a
neat cement grout and for epoxy resin repairs shall be epoxy resin, Type
III, Grade 1. The prepared cavity shall be filled with: Portland cement
concrete or latex modified mortar for larger cavities, those more than 1/3
cu. ft. in size after removal operations; Portland cement mortar for
cavities between 0.03 cu. ft. and 1/3 cu. ft.; and epoxy resin mortar or
epoxy resin or latex modified mortar for those cavities less than 0.03 cu.
ft. in size. Portland cement concretes and mortars shall be very low slump
mixtures, 1/2 inch slump or less, proportioned, mixed, placed, consolidated
by tamping, and cured, all as directed. Epoxy resin mortars shall be made
with Type III, Grade 1, epoxy resin, using proportions and mixing and
placing procedures as recommended by the manufacturer and approved by the
Contracting Officer. Proprietary patching materials may be used, subject
to approval by the Contracting Officer. The epoxy resin materials shall be
placed in the cavity in layers not over 2 inches thick. The time interval
between placement of additional layers shall be such that the temperature
of the epoxy resin material does not exceed 140 degrees F at any time
during hardening. Mechanical vibrators and hand tampers shall be used to
consolidate the concrete or mortar. Any repair material on the surrounding
surfaces of the existing concrete shall be removed before it hardens.
Where the spalled area abuts a joint, an insert or other bond-breaking
medium shall be used to prevent bond at the joint face. A reservoir for
the joint sealant shall be sawed to the dimensions required for other
joints. The reservoir shall be thoroughly cleaned and then sealed with the
sealer specified for the joints. [In lieu of sawing, spalls not adjacent
to joints and popouts, both less than 6 inches in maximum dimension, may be
prepared by drilling a core 2 inches in diameter greater than the size of
the defect, centered over the defect, and 2 inches deep or 1/2 inch into
sound concrete, whichever is greater. The core hole shall be repaired as
specified above for other spalls.]
3.9.5
Repair of Weak Surfaces
Weak surfaces are defined as mortar-rich, rain-damaged, uncured, or
containing exposed voids or deleterious materials. Diamond grind slabs
containing weak surfaces less than 1/4 inch thick to remove the weak
surface. Diamond grinding shall be in accordance with paragraph DIAMOND
GRINDING OF PCC SURFACES in PART 1. All ground areas shall meet the
thickness, smoothness and grade criteria of paragraph ACCEPTANCE
REQUIREMENTS in PART 1. Remove and replace slabs containing weak surfaces
greater than 1/4 inch thick.
3.9.6
Repair of Pilot Lane Vertical Faces
Excessive edge slump and joint face deformation shall be repaired in
accordance with paragraph EDGE SLUMP AND JOINT FACE DEFORMATION in PART 1.
Inadequate consolidation (honeycombing or air voids) shall be repaired by
saw cutting the face full depth along the entire lane length with a diamond
blade. Obtain cores, as directed, to determine the depth of removal.
3.10
EXISTING CONCRETE PAVEMENT REMOVAL AND REPAIR
**************************************************************************
NOTE: It is imperative that sufficient exploration
be made (not just reference to as-built drawings)
for the designer to know exactly what the in-place
existing pavement thickness and load-transfer are at
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the jointing area--dowels, keys, tie bars, etc--and
its condition. Normally, the joint between the new
pavement and existing pavement should be made at an
existing joint in the old pavement. Coordinate with
Section 02 41 00 DEMOLITION.
**************************************************************************
Existing concrete pavement shall be removed at locations indicated on the
drawings. Prior to commencing pavement removal operations, inventory the
pavement distresses (cracks, spalls, and corner breaks) along the pavement
edge to remain. After pavement removal, the remaining edge shall again be
surveyed to quantify any damage caused by Contractor's removal operations.
Perform both surveys in the presence of the Contracting Officer. Repairs
shall be made as indicated and as specified herein. All operations shall
be carefully controlled to prevent damage to the concrete pavement and to
the underlying material to remain in place. All saw cuts shall be made
perpendicular to the slab surface, forming rectangular areas.
3.10.1
Removal of Existing Pavement Slab
**************************************************************************
NOTE: The saw cut at a distance from the joint
should be sawed with a wheel saw which produces a 38
mm (1-1/2 inch) or wider kerf and better prevents
stress from propagating across the saw cut. Specify
wheel saw for Army and Air Force projects. Specify
diamond saw for Navy projects.
**************************************************************************
When existing concrete pavement is to be removed and adjacent concrete is
to be left in place, the joint between the removal area and adjoining
pavement to stay in place shall first be cut full depth with a standard
diamond-type concrete saw. Next, a full depth saw cut shall be made
parallel to the joint at least 24 inches from the joint and at least 6
inches from the end of any dowels. This saw cut shall be made with a [
wheel saw] [diamond saw] as specified in paragraph: Sawing Equipment. All
pavement to be removed beyond this last saw cut shall be removed in
accordance with the approved demolition work plan. All pavement between
this last saw cut and the joint line shall be removed by carefully pulling
pieces and blocks away from the joint face with suitable equipment and then
picking them up for removal. In lieu of this method, this strip of
concrete may be carefully broken up and removed using hand-held
jackhammers, 30 lb or less, or other approved light-duty equipment which
will not cause stress to propagate across the joint saw cut and cause
distress in the pavement which is to remain in place. In lieu of the above
specified removal method, the slab may be sawcut full depth to divide it
into several pieces and each piece lifted out and removed. Suitable
equipment shall be used to provide a truly vertical lift, and safe lifting
devices used for attachment to the slab.
3.10.2
Edge Repair
The edge of existing concrete pavement against which new pavement abuts
shall be protected from damage at all times. Slabs which are damaged
during construction shall be removed and replaced as directed by the
Contracting Officer at no cost to the Government. Repair of previously
existing damage areas will be considered a subsidiary part of concrete
pavement construction. All exposed keys and keyways shall be sawn off full
depth.
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Spall Repair
Not more than 15.0 percent of each slab's edge shall be spalled as a result
of the Contractor's actions. Unless otherwise directed by the Contracting
Officer, damaged slabs with spalls exceeding this quantity, regardless of
spall size, shall be sawn full depth on the exposed face to remove the
spalled face. Repair materials and procedures shall be as previously
specified in paragraph: Repairing Spalls Along Joints.
3.10.2.2
Underbreak and Underlying Material
All underbreak shall be repaired by removal and replacement of the damaged
slabs in accordance with paragraph: Removal and Replacement of Full Slabs
above. The underlying material adjacent to the edge of and under the
existing pavement which is to remain in place shall be protected from
damage or disturbance during removal operations and until placement of new
concrete, and shall be shaped as shown on the drawings or as directed.
Sufficient underlying material shall be kept in place outside the joint
line to completely prevent disturbance of material under the pavement which
is to remain in place. Any material under the portion of the concrete
pavement to remain in place which is disturbed or loses its compaction
shall be carefully removed and replaced with concrete.
3.11
PAVEMENT PROTECTION
Protect the pavement against all damage prior to final acceptance of the
work by the Government. Aggregates, rubble, or other similar construction
materials shall not be placed on airfield pavements. Traffic shall be
excluded from the new pavement by erecting and maintaining barricades and
signs until the concrete is at least 14 days old, or for a longer period if
so directed. As a construction expedient in paving intermediate lanes
between newly paved pilot lanes, operation of the hauling and paving
equipment will be permitted on the new pavement after the pavement has been
cured for 7 days and the joints have been sealed or otherwise protected,
the concrete has attained a minimum field cured flexural strength of 550 psi.
and approved means are furnished to prevent damage to the slab edge. All
new and existing pavement carrying construction traffic or equipment shall
be continuously kept completely clean, and spillage of concrete or other
materials shall be cleaned up immediately upon occurrence. Special care
shall be used where Contractor's traffic uses or crosses active airfield
pavement. Power broom other existing pavements at least daily when traffic
operates. For fill-in lanes, equipment shall be used that will not damage
or spall the edges or joints of the previously constructed pavement.
3.12
3.12.1
TESTING AND INSPECTION FOR CONTRACTOR QUALITY CONTROL
Testing and Inspection by Contractor
During construction, the Contractor is responsible for sampling and testing
aggregates, cementitious materials (cement, GGBF and pozzolan), and
concrete to determine compliance with the specifications. Provide
facilities and labor as may be necessary for procurement of representative
test samples. Furnish sampling platforms and belt templates to obtain
representative samples of aggregates from charging belts at the concrete
plant. Samples of concrete shall be obtained at the point of delivery to
the paver. Testing by the Government will in no way relieve the Contractor
of the specified testing requirements. Perform the inspection and tests
described below, and based upon the results of these inspections and tests,
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take the action required and submit reports as required. This testing
shall be performed regardless of any other testing performed by the
Government, either for pay adjustment purposes or for any other reason.
3.12.2
Testing and Inspection Requirements
Contractor CQC sampling, testing, inspection and reporting shall be in
accordance with the following Table.
Frequency
TABLE 6
CONTRACTOR TESTING AND INSPECTION REQUIREMENTS
Test Method
Control Limit
Corrective Action
Fine Aggregate Gradation and Fineness Modulus
2 per lot
ASTM C136
sample at belt
9 of 10 tests vary
<0.15 from average
Outside limits on any
sieve
2nd failure
Retest
Stop, repair, retest
Coarse Aggregate Gradation
2 per lot
ASTM C136
sample at belt
Outside limits on any
sieve
2nd failure
Retest
2 consecutive avgs of
5 tests out
report to COR, stop
ops, repair, retest
report to COR, correct
Workability Factor and Coarseness Factor Computation
Same as
C.A. and
F.A.
see paragraph
AGGREGATES
Use individual C.A.
and F.A. gradations.
Combine using batch
ticket percentages.
Tolerances: +/- 3
points on WF;
+/- 5 points on CF
from approved mix
design values
Check batching
tolerances,
recalibrate scales
Aggregate Deleterious, Quality, and ASR Tests
Every [30
][60] days
see paragraph
AGGREGATES
Stop production,
retest, replace
aggregate.
Increase testing
interval to 90 days
if previous 2 tests
pass
Plant - Scales, Weighing Accuracy
Monthly
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Stop plant ops,
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Frequency
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TABLE 6
CONTRACTOR TESTING AND INSPECTION REQUIREMENTS
Test Method
Control Limit
Corrective Action
Plant - Batching and Recording Accuracy
Weekly
Record/Report
Record
Stop plant ops,
required/recorded/actuarepair, recalibrate
batch mass
Plant - Batch Plant Control
Every lot
Record/Report
Record type/amt of
each material per lot
Plant - Mixer Uniformity - Stationary Mixers
Every 4
months
during
paving
COE CRD-C 55
After initial
approval, use
abbreviated method
Increase mixing time,
change batching
sequence, reduce batch
size to bring into
compliance. Retest
Plant - Mixer Uniformity - Truck Mixers
Every 4
months
during
paving
ASTM C94/C94M
Random selection of
truck.
Increase mixing time,
change batching
sequence, reduce batch
size to bring into
compliance. Retest
Concrete Mixture - Air Content
When test
specimens
prepared +
2 random
ASTM C231/C231M Individual test
sample at
control chart:
paving site
Warning +/-1.0
Individual test
control chart: Action
+/-1.5
Range between 2
consecutive tests:
Warning +2.0
Range between 2
consecutive tests:
Action +3.0
Concrete Mixture - Unit Weight and Yield
Adjust AEA, retest
Same as
ASTM C138/C138M Individual test
Air Content sample at
basis: Warning Yield
paving site
-0/+1 percent
Individual test
basis: Action Yield
-0/+5 percent
Concrete Mixture - Slump
Check batching
tolerances
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Halt operations,
repair, retest
Recalibrate AEA
dispenser
Halt operations,
repair, retest
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Frequency
TABLE 6
CONTRACTOR TESTING AND INSPECTION REQUIREMENTS
Test Method
Control Limit
Corrective Action
When test
specimens
prepared +
4 random
ASTM C143/C143M Individual test
sample at
control chart: Upper
paving site
Warning - 1/2 inch
below max
Individual test
control chart: Upper
Action - maximum
allowable slump
Range between each
consecutive test:
1-1/2 inches
Concrete Mixture - Temperature
Adjust batch masses
within max W/C ratio
Stop operations,
adjust, retest
Stop operations,
repair, retest
When test
ASTM C1064/C1064See paragraph WEATHER LIMITATIONS
specimens
sample at
prepared
paving site
Concrete Mixture - Strength
8 per lot
ASTM C31/C31M
See paragraph CONCRETE STRENGTH TESTING for
sample at
CQC
paving station
Paving - Inspection Before Paving
Prior to
each
paving
operation
Report
Inspect underlying
materials,
construction joint
faces, forms,
reinforcing, dowels,
and embedded items
Paving - Inspection During Paving
During
paving
operation
Monitor and control
paving operation,
including placement,
consolidation,
finishing, texturing,
curing, and joint
sawing.
Paving - Vibrators
Weekly
during
paving
COE CRD-C 521
Test frequency (in
concrete), and
amplitude (in air),
measure at tip/head
and average.
Repair or replace
defective vibrators.
Moist Curing
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TABLE 6
CONTRACTOR TESTING AND INSPECTION REQUIREMENTS
Test Method
Control Limit
Corrective Action
2 per lot, Visual
min 4 per
day
Membrane Compound Curing
Daily
Visual
Repair defects,
extend curing by 1 day
Calculate coverage
Respray areas where
based on quantity/area coverage defective.
Recalibrate equipment
Cold Weather Protection
Once per
day
3.12.3
Visual
Repair defects,
report conditions to
COR
Concrete Strength Testing for Contractor CQC
**************************************************************************
NOTE: If paragraph: Flexural Strength and Thickness
is based on 28-day flexural strength for acceptance,
modify this subparagraph to match it. The first
option "Cylinders/Beams" includes items a through g;
the second option "Beams" includes listing a through
f.
**************************************************************************
Contractor Quality Control operations for concrete strength shall consist
of the following steps:
[ a.
Take samples for strength tests at the paving site. Fabricate and cure
test beams in accordance with ASTM C31/C31M; test them in accordance
with ASTM C78/C78M.
b.
Fabricate and cure 2 test beams per sublot from the same batch or
truckload and at the same time acceptance beams are fabricated and test
them for flexural strength at 7-day age.
c.
Average all 8 flexural tests per lot. Convert this average 7-day
flexural strength per lot to equivalent [28][90]-day flexural strength
using the Correlation Ratio determined during mixture proportioning
studies.
d.
Compare the equivalent [28][90]-day flexural strength from the
conversion to the Average Flexural Strength Required for Mixtures from
paragraph of same title.
e.
If the equivalent average [28][90]-day strength for the lot is below
the Average Flexural Strength Required for Mixtures by 69 psi flexural
strength or more, at any time, adjust the mixture to increase the
strength, as approved.
f.
The Contractor's CQC testing agency shall maintain up-to-date control
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charts for strength, showing the 7-day CQC flexural strength and the [28
][90]-day flexural strength (from acceptance tests) of each of these
for each lot.]
3.12.4
Reports
All results of tests or inspections conducted shall be reported informally
as they are completed and in writing daily. Prepare a weekly report for
the updating of control charts covering the entire period from the start of
the construction season through the current week. During periods of
cold-weather protection, make daily reports of pertinent temperatures.
These requirements do not relieve the Contractor of the obligation to
report certain failures immediately as required in preceding paragraphs.
Such reports of failures and the action taken shall be confirmed in writing
in the routine reports. The Contracting Officer has the right to examine
all Contractor quality control records.
-- End of Section --
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**************************************************************************
USACE / NAVFAC / AFCEC / NASA
UFGS-32 17 24.00 10 (April 2008)
-------------------------------Preparing Activity: USACE
Superseding
UFGS-32 17 24.00 10 (April 2006)
UNIFIED FACILITIES GUIDE SPECIFICATIONS
References are in agreement with UMRL dated October 2014
**************************************************************************
SECTION 32 17 24.00 10
PAVEMENT MARKINGS
**************************************************************************
NOTE: This guide specification covers the
requirements for marking and remarking airport and
heliport pavements primarily, but may also be used
for marking roads, streets and parking areas; this
section also includes removal of paint or tape
markings from pavement surfaces.
Adhere to UFC 1-300-02 Unified Facilities Guide
Specifications (UFGS) Format Standard when editing
this guide specification or preparing new project
specification sections. Edit this guide
specification for project specific requirements by
adding, deleting, or revising text. For bracketed
items, choose applicable items(s) or insert
appropriate information.
Remove information and requirements not required in
respective project, whether or not brackets are
present.
Comments, suggestions and recommended changes for
this guide specification are welcome and should be
submitted as a Criteria Change Request (CCR).
**************************************************************************
PART 1
GENERAL
**************************************************************************
NOTE: Pavement markings are usually removed by
water blasting; few chemical methods are effective.
Sand or shotblasting may be prohibited by local air
pollution regulations. Drawings will show the
extent of pavement to have markings removed.
Removal of raised or recessed markers or reflectors
is not covered in this section.
**************************************************************************
1.1
UNIT PRICES
**************************************************************************
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NOTE: This paragraph should be deleted when
pavement marking is included in a lump sum project.
**************************************************************************
1.1.1
Measurement
1.1.1.1
Surface Preparation
The unit of measurement for surface preparation will be the number of square
feet of pavement surface prepared for marking and accepted by the
Contracting Officer.
1.1.1.2
Pavement Striping and Markings
The unit of measurement for pavement striping and markings will be the
number of square feet of reflective and nonreflective striping or marking
actually completed and accepted by the Contracting Officer.
Raised Pavement Markers
The unit of measurement for raised pavement markers will be the number of
square feet of each specific color required. Payment will be for the total
number actually placed and approved by the Contracting Officer.
1.1.1.3
Removal of Pavement Markings
The unit of measurement for removal of pavement markings shall be the
number of square feet of pavement markings actually removed and accepted by
the Contracting Officer.
1.1.2
Payment
The quantities of surface preparation, pavement striping or markings,
raised pavement markers, and removal of pavement markings determined as
specified in paragraph Measurement, will be paid for at the contract unit
price. The payment will constitute full compensation for furnishing all
labor, materials, tools, equipment, appliances, and doing all work involved
in marking pavements. Any striping or markings which are placed without
reflective media, when reflective media is required, shall be removed and
replaced at no cost to the Government. Striping or markings which do not
conform to the alignment and/or location required shall be removed and
replaced at no cost to the Government.
1.2
REFERENCES
**************************************************************************
NOTE: This paragraph is used to list the
publications cited in the text of the guide
specification. The publications are referred to in
the text by basic designation only and listed in
this paragraph by organization, designation, date,
and title.
Use the Reference Wizard's Check Reference feature
when you add a RID outside of the Section's
Reference Article to automatically place the
reference in the Reference Article. Also use the
Reference Wizard's Check Reference feature to update
the issue dates.
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References not used in the text will automatically
be deleted from this section of the project
specification when you choose to reconcile
references in the publish print process.
**************************************************************************
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by the
basic designation only.
U.S. GENERAL SERVICES ADMINISTRATION (GSA)
FS TT-B-1325
(Rev D; Notice 1) Beads (Glass Spheres)
Retro-Reflective (Metric)
FS TT-P-1952
(Rev E) Paint, Traffic and Airfield
Markings, Waterborne
1.3
SYSTEM DESCRIPTION
All machines, tools and equipment used in the performance of the work shall
be approved and maintained in satisfactory operating condition. Submit
lists of proposed equipment, including descriptive data, and notifications
of proposed Contractor actions as specified in this section. List of
removal equipment shall include descriptive data indicating area of
coverage per pass, pressure adjustment range, tank and flow capacities, and
safety precautions required for the equipment operation. Equipment
operating on roads and runways shall display low speed traffic markings and
traffic warning lights.
1.3.1
1.3.1.1
Paint Application Equipment
Self-Propelled or Mobile-Drawn Pneumatic Spraying Machines
The equipment to apply paint to pavements shall be a self-propelled or
mobile-drawn pneumatic spraying machine with suitable arrangements of
atomizing nozzles and controls to obtain the specified results. The
machine shall have a speed during application not less than 5 mph, and
shall be capable of applying the stripe widths indicated, at the paint
coverage rate specified in paragraph APPLICATION, and of even uniform
thickness with clear-cut edges. [Equipment used for marking streets and
highways shall be capable of placing the prescribed number of lines at a
single pass as solid lines, intermittent lines or a combination of solid
and intermittent lines using a maximum of two different colors of paint as
specified.] [The equipment used to apply the paint binder to airfield
pavements shall be a self-propelled or mobile-drawn pneumatic spraying
machine with an arrangement of atomizing nozzles capable of applying a line
width at any one time in multiples of 6 inches, from 6 inches to 36 inches].
The paint applicator shall have paint reservoirs or tanks of sufficient
capacity and suitable gauges to apply paint in accordance with requirements
specified. Tanks shall be equipped with suitable air-driven mechanical
agitators. The spray mechanism shall be equipped with quick-action valves
conveniently located, and shall include necessary pressure regulators and
gauges in full view and reach of the operator. Paint strainers shall be
installed in paint supply lines to ensure freedom from residue and foreign
matter that may cause malfunction of the spray guns. The paint applicator
shall be readily adaptable for attachment of an air-actuated dispenser for
the reflective media approved for use. Pneumatic spray guns shall be
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provided for hand application of paint in areas where the mobile paint
applicator cannot be used.
1.3.1.2
Hand-Operated, Push-Type Machines
**************************************************************************
NOTE: Where pavement marking is limited to small
street and parking areas, hand-operated push-type
machines may be specified in lieu of detailed
equipment requirements.
**************************************************************************
All machines, tools, and equipment used in performance of the work shall be
approved and maintained in satisfactory operating condition. Hand-operated
push-type machines of a type commonly used for application of paint to
pavement surfaces will be acceptable for marking small streets and parking
areas. Applicator machine shall be equipped with the necessary paint tanks
and spraying nozzles, and shall be capable of applying paint uniformly at
coverage specified. Sandblasting equipment shall be provided as required
for cleaning surfaces to be painted. Hand-operated spray guns shall be
provided for use in areas where push-type machines cannot be used.
1.3.2
Reflective Media Dispenser
The dispenser for applying the reflective media shall be attached to the
paint dispenser and shall operate automatically and simultaneously with the
applicator through the same control mechanism. The dispenser shall be
capable of adjustment and designed to provide uniform flow of reflective
media over the full length and width of the stripe at the rate of coverage
specified in paragraph APPLICATION, at all operating speeds of the
applicator to which it is attached.
1.3.3
Surface Preparation Equipment
Sandblasting Equipment
Sandblasting equipment shall include an air compressor, hoses, and nozzles
of proper size and capacity as required for cleaning surfaces to be
painted. The compressor shall be capable of furnishing not less than 150
cfm of air at a pressure of not less than 90 psi at each nozzle used, and
shall be equipped with traps that will maintain the compressed air free of
oil and water.
1.3.3.1
Waterblast Equipment
The water pressure shall be specified at 2600 psi at 140 degrees F in order
to adequately clean the surfaces to be marked.
1.3.4
Marking Removal Equipment
Equipment shall be mounted on rubber tires and shall be capable of removing
markings from the pavement without damaging the pavement surface or joint
sealant. Waterblasting equipment shall be capable of producing an
adjustable, pressurized stream of water. Sandblasting equipment shall
include an air compressor, hoses, and nozzles. The compressor shall be
equipped with traps to maintain the air free of oil and water.
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Shotblasting Equipment
Shotblasting equipment shall be capable of producing an adjustable depth of
removal of marking and pavement. Each unit shall be self-cleaning and
self-contained, shall be able to confine dust and debris from the
operation, and shall be capable of recycling the abrasive for reuse.
Chemical Equipment
Chemical equipment shall be capable of application and removal of chemicals
from the pavement surface, and shall leave only non-toxic biodegradable
residue.
1.4
SUBMITTALS
**************************************************************************
NOTE: Review submittal description (SD) definitions
in Section 01 33 00 SUBMITTAL PROCEDURES and edit
the following list to reflect only the submittals
required for the project.
The Guide Specification technical editors have
designated those items that require Government
approval, due to their complexity or criticality,
with a "G." Generally, other submittal items can be
reviewed by the Contractor's Quality Control
System. Only add a “G” to an item, if the submittal
is sufficiently important or complex in context of
the project.
For submittals requiring Government approval on Army
projects, a code of up to three characters within
the submittal tags may be used following the "G"
designation to indicate the approving authority.
Codes for Army projects using the Resident
Management System (RMS) are: "AE" for
Architect-Engineer; "DO" for District Office
(Engineering Division or other organization in the
District Office); "AO" for Area Office; "RO" for
Resident Office; and "PO" for Project Office. Codes
following the "G" typically are not used for Navy,
Air Force, and NASA projects.
An "S" following a submittal item indicates that the
submittal is required for the Sustainability
Notebook to fulfill federally mandated sustainable
requirements in accordance with Section 01 33 29
SUSTAINABILITY REQUIREMENTS.
Choose the first bracketed item for Navy, Air Force
and NASA projects, or choose the second bracketed
item for Army projects.
**************************************************************************
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for [Contractor Quality Control
approval.][information only. When used, a designation following the "G"
designation identifies the office that will review the submittal for the
Government.]
Submit the following in accordance with Section 01 33 00
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SUBMITTAL PROCEDURES:
SD-03 Product Data
Equipment[; G][; G, [_____]]
Composition Requirements
Qualifications
SD-06 Test Reports
Sampling and Testing
SD-07 Certificates
Volatile Organic Compound (VOC)
1.5
QUALITY ASSURANCE
1.5.1
Qualifications
Submit documentation certifying that pertinent personnel are qualified for
equipment operation and handling of chemicals.
Traffic Controls
**************************************************************************
NOTE: Guidance for traffic control procedures can
be obtained from the Manual on Uniform Traffic
Control Devices (MUTCD) for Streets and Highways.
**************************************************************************
Suitable warning signs shall be placed near the beginning of the worksite
and well ahead of the worksite for alerting approaching traffic from both
directions. Small markers shall be placed along newly painted lines or
freshly placed raised markers to control traffic and prevent damage to
newly painted surfaces or displacement of raised pavement markers.
Painting equipment shall be marked with large warning signs indicating
slow-moving painting equipment in operation.
1.5.2
1.5.2.1
Maintenance of Traffic
Airfield
The performance of work in the controlled zones of airfields shall be
coordinated with the Contracting Officer and with the Flight Operations
Officer. Verbal communications shall be maintained with the control tower
before and during work in the controlled zones of the airfield. The
control tower shall be advised when the work is completed. A radio for
this purpose [will be provided by the Government] [shall be provided by the
Contractor and approved by the Contracting Officer].
Roads, Streets, and Parking Areas
When traffic must be rerouted or controlled to accomplish the work, the
necessary warning signs, flagpersons, and related equipment for the safe
passage of vehicles shall be provided.
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DELIVERY, STORAGE, AND HANDLING
All materials shall be delivered and stored in sealed containers that
plainly show the designated name, formula or specification number, batch
number, color, date of manufacture, manufacturer's name, and directions,
all of which shall be plainly legible at time of use.
1.7
ENVIRONMENTAL REQUIREMENTS
Pavement surface shall be free of snow, ice, or slush. Surface temperature
shall be at least 40 degrees F and rising at the beginning of operations,
except those involving shot or sand blasting. Operation shall cease during
thunderstorms. Operation shall cease during rainfall, except for
waterblasting and removal of previously applied chemicals. Waterblasting
shall cease where surface water accumulation alters the effectiveness of
material removal.
PART 2
2.1
PRODUCTS
PAINT
The paint shall be homogeneous, easily stirred to smooth consistency, and
shall show no hard settlement or other objectionable characteristics during
a storage period of 6 months. Paints for airfields, roads, parking areas,
and streets shall conform to FS TT-P-1952, color as [indicated] [selected].
Pavement marking paints shall comply with applicable state and local laws
enacted to ensure compliance with Federal Clean Air Standards. Paint
materials shall conform to the restrictions of the local Air Pollution
Control District.
RAISED REFLECTIVE MARKERS
**************************************************************************
NOTE: Line marker segments having a 1 to 3 ratio of
stripe to gap are standard. Line segments of 3
meters (10 feet) with gaps of 9 meters (30 feet) are
recommended. When raised pavement markers are used
in lieu of striping, the line marker segments shall
have a 3 to 5 ratio of stripe to gap with line
segments of 5 meters (15 feet) with gaps of 8 meters
(25 feet) recommended.
**************************************************************************
Either metallic or nonmetallic markers of the button or prismatic reflector
type may be used. Markers shall be of permanent colors, as specified for
pavement marking, and shall retain the color and brightness under the
action of traffic. Button markers shall have a diameter of not less than 4
inches, and shall be spaced not more than 40 feet apart on solid
longitudinal lines. Broken centerline marker spacings shall be in segments
[of [_____]] [indicated] with gaps [of [_____]] [indicated] between
segments. Markers shall have rounded surfaces presenting a smooth contour
to traffic and shall not project more than 3/4 inch above level of
pavement. Pavement markers and adhesive epoxy shall conform to ASTM D4280.
2.2
REFLECTIVE MEDIA
Reflective media for airfields shall conform to FS TT-B-1325, Type I,
Gradation A. Reflective media for roads and streets shall conform to
FS TT-B-1325, Type I, Gradation A or AASHTO M 247, Type I.
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SAMPLING AND TESTING
**************************************************************************
NOTE: Although provision is made for obtaining test
reports, importance of Government testing of each
batch of paint and reflective media is emphasized
where quantities of 200 or more liters (50 or more
gallons) are involved. For 200 (50) or less, the
factor of time and value of material versus cost of
testing may justify acceptance on the basis of test
reports furnished. In such cases acceptability will
be determined by persons within division or district
offices technically qualified and specifically
designated by division engineers. Requirements in
this paragraph for Contractor testing may be
modified to exempt materials that definitely will be
Government tested. If all batches will be
Government tested, requirements for Contractor
testing will be deleted.
**************************************************************************
Materials proposed for use shall be stored on the project site in sealed
and labeled containers, or segregated at source of supply, sufficiently in
advance of needs to allow 60 days for testing. Submit certified copies of
the test reports, prior to the use of the materials at the jobsite.
Testing shall be performed in an approved independent laboratory. Upon
notification by the Contractor that the material is at the site or source
of supply, a sample shall be taken by random selection from sealed
containers in the presence of the Contracting Officer. Samples shall be
clearly identified by designated name, specification number, batch number,
manufacturer's formulation number, project contract number, intended use,
and quantity involved. [Materials will be sampled and tested by the
Government. No material shall be used at the project prior to receipt by
the Contractor of written notice that the materials meet the laboratory
requirements. The cost of initial testing of samples from each lot of
materials will be borne by the Government. If the sample fails to meet
specification requirements, the material represented by the sample shall be
replaced and the new material will be tested. Cost of sampling and testing
the new material will be borne by the Contractor.] [Testing shall be
performed in an approved independent laboratory. If materials are approved
based on reports furnished by the Contractor, samples will be retained by
the Government for possible future testing should the material appear
defective during or after application.]
PART 3
3.1
EXECUTION
SURFACE PREPARATION
**************************************************************************
NOTE: Newly laid flexible and rigid pavements
require aging prior to painting in order to obtain
satisfactory paint performance. If practicable, all
new pavement surfaces should be at least 30 days old
before applying paint. When earlier application of
paint is necessary because of operations
requirements, the maximum period practicable should
be specified.
**************************************************************************
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Thoroughly clean surfaces to be marked before application of the pavement
marking material. Dust, dirt, and other granular surface deposits shall be
removed by sweeping, blowing with compressed air, rinsing with water or a
combination of these methods as required. Rubber deposits, surface
laitance, existing paint markings, and other coatings adhering to the
pavement shall be completely removed with scrapers, wire brushes,
sandblasting, approved chemicals, or mechanical abrasion as directed.
Areas of old pavement affected with oil or grease shall be scrubbed with
several applications of trisodium phosphate solution or other approved
detergent or degreaser, and rinsed thoroughly after each application.
After cleaning, oil-soaked areas shall be sealed with cut shellac to
prevent bleeding through the new paint. Pavement surfaces shall be allowed
to dry, when water is used for cleaning, prior to striping or marking.
Surfaces shall be recleaned, when work has been stopped due to rain.
3.1.1
Pretreatment for Early Painting
**************************************************************************
NOTE: For new rigid pavements which require early
painting, the following paragraph will be added.
**************************************************************************
Where early painting is required on rigid pavements, apply a pretreatment
with an aqueous solution, containing 3 percent phosphoric acid and 2
percent zinc chloride, to prepared pavement areas prior to painting.
3.1.2
Cleaning Existing Pavement Markings
In general, markings shall not be placed over existing pavement marking
patterns. Remove existing pavement markings, which are in good condition
but interfere or conflict with the newly applied marking patterns.
Deteriorated or obscured markings that are not misleading or confusing or
interfere with the adhesion of the new marking material do not require
removal. New preformed and thermoplastic pavement markings shall not be
applied over existing preformed or thermoplastic markings. Whenever
grinding, scraping, sandblasting or other operations are performed the work
must be conducted in such a manner that the finished pavement surface is
not damaged or left in a pattern that is misleading or confusing. When
these operations are completed the pavement surface shall be blown off with
compressed air to remove residue and debris resulting from the cleaning
work.
3.1.3
Cleaning Concrete Curing Compounds
On new portland cement concrete pavements, cleaning operations shall not
begin until a minimum of 30 days after the placement of concrete. All new
concrete pavements shall be cleaned by either sandblasting or water
blasting. When water blasting is performed, thermoplastic and preformed
markings shall be applied no sooner than 24 hours after the blasting has
been completed. The extent of the blasting work shall be to clean and
prepare the concrete surface as follows:
a.
There is no visible evidence of curing compound on the peaks of the
textured concrete surface.
b.
There are no heavy puddled deposits of curing compound in the valleys
of the textured concrete surface.
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c.
All remaining curing compound is intact; all loose and flaking material
is removed.
d.
The peaks of the textured pavement surface are rounded in profile and
free of sharp edges and irregularities.
e.
The surface to be marked is dry.
3.2
APPLICATION
All pavement markings and patterns shall be placed as shown on the plans.
3.2.1
Paint
Paint shall be applied to clean, dry surfaces, and only when air and
pavement temperatures are above 40 degrees F and less than 95 degrees F.
Paint temperature shall be maintained within these same limits. New
asphalt pavement surfaces and new Portland concrete cement shall be allowed
to cure for a period of not less than 30 days before applications of
paint. Paint shall be applied pneumatically with approved equipment at
rate of coverage specified. Provide guide lines and templates as necessary
to control paint application. Special precautions shall be taken in
marking numbers, letters, and symbols. Edges of markings shall be sharply
outlined.
3.2.1.1
Rate of Application
a.
Reflective Markings: Pigmented binder shall be applied evenly to the
pavement area to be coated at a rate of 105 plus or minus 5 square
feet/gallon. Glass spheres shall be applied uniformly to the wet paint
[on airfield pavement at a rate of 8] [on road and street pavement at a
rate of 6] plus or minus 0.5 pounds of glass spheres per gallon of
paint.
b.
Nonreflective Markings: Paint shall be applied evenly to the pavement
surface to be coated at a rate of 105 plus or minus 5 square feet/gallon.
3.2.1.2
Drying
The maximum drying time requirements of the paint specifications will be
strictly enforced to prevent undue softening of bitumen, and pickup,
displacement, or discoloration by tires of traffic. If there is a delay in
drying of the markings, painting operations shall be discontinued until
cause of the slow drying is determined and corrected.
Raised Reflective Markers
Prefabricated markers shall be aligned carefully at the required spacing
and permanently fixed in place by means of epoxy resin adhesives. To
insure good bond, pavement in areas where markers will be set shall be
thoroughly cleaned by sandblasting and use of compressed air prior to
applying adhesive.
3.2.2
Reflective Media
Application of reflective media shall immediately follow application of
pigmented binder. Drop-on application of glass spheres shall be
accomplished to insure that reflective media is evenly distributed at the
specified rate of coverage. Should there be malfunction of either paint
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applicator or reflective media dispenser, operations shall be discontinued
immediately until deficiency is corrected.
3.3
MARKING REMOVAL
Pavement marking, shall be removed in the areas shown on the drawings.
Removal of marking shall be as complete as possible without damage to the
surface. Aggregate shall not be exposed by the removal process. After the
markings are removed, the cleaned pavement surfaces shall exhibit adequate
texture for remarking as specified in paragraph SURFACE PREPARATION.
Demonstrate removal of pavement marking in an area designated by the
Contracting Officer. The demonstration area will become the standard for
the remainder of the work.
3.3.1
Equipment Operation
Equipment shall be controlled and operated to remove markings from the
pavement surface, prevent dilution or removal of binder from underlying
pavement, and prevent emission of blue smoke from asphalt or tar surfaces.
3.3.2
Cleanup and Waste Disposal
The worksite shall be kept clean of debris and waste from the removal
operations. Cleanup shall immediately follow removal operations in areas
subject to air traffic. Debris shall be disposed of at approved sites.
-- End of Section --
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**************************************************************************
USACE / NAVFAC / AFCEC / NASA
UFGS-32 92 19 (October 2006)
---------------------------Preparing Activity: NAVFAC
Replacing without change
UFGS-02921 (April 2006)
UNIFIED FACILITIES GUIDE SPECIFICATIONS
References are in agreement with UMRL dated October 2014
**************************************************************************
SECTION 32 92 19
SEEDING
**************************************************************************
NOTE: This guide specification covers the
requirements for seeding.
Adhere to UFC 1-300-02 Unified Facilities Guide
Specifications (UFGS) Format Standard when editing
this guide specification or preparing new project
specification sections. Edit this guide
specification for project specific requirements by
adding, deleting, or revising text. For bracketed
items, choose applicable items(s) or insert
appropriate information.
Remove information and requirements not required in
respective project, whether or not brackets are
present.
Comments, suggestions and recommended changes for
this guide specification are welcome and should be
submitted as a Criteria Change Request (CCR).
**************************************************************************
**************************************************************************
NOTE: The following information shall be shown on
the project drawings:
1. Clearly indicate all areas to be turfed and if
more than one type of turf is specified, delineate
areas for each type.
2. All draft turf specifications shall be submitted
to the cognizant Landscape Architect/Natural
Resources Specialist for review to ensure that the
specifications are in accordance with environmental
conditions peculiar to the project areas.
**************************************************************************
PART 1
1.1
GENERAL
REFERENCES
**************************************************************************
NOTE: This paragraph is used to list the
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publications cited in the text of the guide
specification. The publications are referred to in
the text by basic designation only and listed in
this paragraph by organization, designation, date,
and title.
Use the Reference Wizard's Check Reference feature
when you add a RID outside of the Section's
Reference Article to automatically place the
reference in the Reference Article. Also use the
Reference Wizard's Check Reference feature to update
the issue dates.
References not used in the text will automatically
be deleted from this section of the project
specification when you choose to reconcile
references in the publish print process.
**************************************************************************
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by the
basic designation only.
ASTM INTERNATIONAL (ASTM)
ASTM D4972
(2013) pH of Soils
U.S. DEPARTMENT OF AGRICULTURE (USDA)
AMS Seed Act
(1940; R 1988; R 1998) Federal Seed Act
DOA SSIR 42
(1996) Soil Survey Investigation Report
No. 42, Soil Survey Laboratory Methods
Manual, Version 3.0
1.2
1.2.1
DEFINITIONS
Stand of [Turf][_____]
95 percent ground cover of the established species.
1.3
RELATED REQUIREMENTS
[Section 31 00 00 EARTHWORK], [Section 32 84 24 IRRIGATION SPRINKLER
SYSTEMS], [Section 32 96 00 TRANSPLANTING EXTERIOR PLANTS], [Section
32 92 23 SODDING], [Section 32 92 26 SPRIGGING], [Section 32 93 00 EXTERIOR
PLANTS], and Section 32 05 33 LANDSCAPE ESTABLISHMENT applies to this
section for pesticide use and plant establishment requirements, with
additions and modifications herein.
1.4
SUBMITTALS
**************************************************************************
NOTE: Review Submittal Description (SD) definitions
in Section 01 33 00 SUBMITTAL PROCEDURES and edit
the following list to reflect only the submittals
required for the project.
The Guide Specification technical editors have
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designated those items that require Government
approval, due to their complexity or criticality,
with a "G". Generally, other submittal items can be
reviewed by the Contractor's Quality Control
System.
Only add a “G” to an item, if the
submittal is sufficiently important or complex in
context of the project.
For submittals requiring Government approval on Army
projects, a code of up to three characters within
the submittal tags may be used following the "G"
designation to indicate the approving authority.
Codes for Army projects using the Resident
Management System (RMS) are: "AE" for
Architect-Engineer; "DO" for District Office
(Engineering Division or other organization in the
District Office); "AO" for Area Office; "RO" for
Resident Office; and "PO" for Project Office. Codes
following the "G" typically are not used for Navy,
Air Force, and NASA projects.
An "S" following a submittal item indicates that the
submittal is required for the Sustainability
Notebook to fulfill federally mandated sustainable
requirements in accordance with Section 01 33 29
SUSTAINABILITY REQUIREMENTS.
Choose the first bracketed item for Navy, Air Force
and NASA projects, or choose the second bracketed
item for Army projects.
**************************************************************************
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are [for Contractor Quality Control
approval.][for information only. When used, a designation following the
"G" designation identifies the office that will review the submittal for
the Government.]
Submit the following in accordance with Section 01 33 00
SUBMITTAL PROCEDURES:
SD-03 Product Data
Wood cellulose fiber mulch
Fertilizer
Include physical characteristics, and recommendations.
SD-06 Test Reports
**************************************************************************
NOTE: In states that require certification, adjust
testing requirements to suit local conditions.
**************************************************************************
Topsoil composition tests (reports and recommendations).
SD-07 Certificates
State certification and approval for seed
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SD-08 Manufacturer's Instructions
Erosion Control Materials
1.5
DELIVERY, STORAGE, AND HANDLING
1.5.1
Delivery
1.5.1.1
Seed Protection
Protect from drying out and from contamination during delivery, on-site
storage, and handling.
1.5.1.2
[Fertilizer] [Gypsum] [Sulfur] [Iron] [and] [Lime] Delivery
Deliver to the site in original, unopened containers bearing manufacturer's
chemical analysis, name, trade name, trademark, and indication of
conformance to state and federal laws. Instead of containers, [fertilizer]
[gypsum] [sulphur] [iron] [and] [lime] may be furnished in bulk with
certificate indicating the above information.
1.5.2
Storage
1.5.2.1
Seed, [Fertilizer] [Gypsum] [Sulfur] [Iron] [and] [Lime] Storage
Store in cool, dry locations away from contaminants.
1.5.2.2
Topsoil
Prior to stockpiling topsoil, treat growing vegetation with application of
appropriate specified non-selective herbicide. Clear and grub existing
vegetation three to four weeks prior to stockpiling topsoil.
1.5.2.3
Handling
Do not drop or dump materials from vehicles.
1.6
TIME RESTRICTIONS AND PLANTING CONDITIONS
**************************************************************************
NOTE: Check with the local Agriculture County
Extension Service to determine proper planting
seasons for specie specified, for the optimum cover
depth, and for the proper rate of application for
sowing and drilling seed as this rate varies with
the specie of seed used and local conditions. Allow
for planting period in the construction completion
time. Delete time restrictions for continuous
growing conditions.
**************************************************************************
1.6.1
Restrictions
Do not plant when the ground is [frozen,] [snow covered,] muddy, or when
air temperature exceeds [90] [_____] degrees Fahrenheit.
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TIME LIMITATIONS
1.7.1
Seed
Apply seed within twenty four hours after seed bed preparation.
PART 2
2.1
PRODUCTS
SEED
**************************************************************************
NOTE: The specific species and varieties used
should be based on recommendations of the local
Agriculture County Extension Service Office.
**************************************************************************
2.1.1
Classification
Provide [State-certified] [State-approved] [Endophyte-enhanced] seed of the
latest season's crop delivered in original sealed packages, bearing
producer's guaranteed analysis for percentages of mixtures, purity,
germination, weedseed content, and inert material. Label in conformance
with AMS Seed Act and applicable state seed laws. Wet, moldy, or otherwise
damaged seed will be rejected. Field mixes will be acceptable when field
mix is performed on site in the presence of the [Contracting Officer]
[_____].
2.1.2
Planting Dates
Planting Season
Planting Dates
[Season 1]
[_____]
[Season 2]
[_____]
[Temporary Seeding]
[_____]
2.1.3
Seed Purity
Botanical Common
Name
Name
Minimum
Percent
Pure Seed
Minimum
Maximum
Percent
Percent
Germination
Weed Seed
and Hard Seed
[_____]
[_____]
[_____]
[_____]
[_____]
[_____]
[_____]
[_____]
[_____]
[_____]
[_____]
[_____]
[_____]
[_____]
[_____]
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Seed Mixture by Weight
Planting Season Variety
Percent (by
Weight)
[Season 1]
[_____]
[_____]
[Season 2]
[_____]
[_____]
[Temporary
Seeding]
[_____]
[_____]
Proportion seed mixtures by weight. Temporary seeding must later be
replaced by [Season 1][Season 2] plantings for a permanent stand of grass.
The same requirements of turf establishment for [Season 1][Season 2] apply
for temporary seeding.
2.2
TOPSOIL
**************************************************************************
NOTE: If topsoil properties are included in another
section of Division 2, delete this paragraph and
include a cross-reference to the appropriate
section. Otherwise, select appropriate paragraphs
on topsoil. Check with the local Agriculture County
Extension Service Office for soil properties
appropriate for the plant materials to be planted.
Where suitable topsoil is available within limits of
the work area, stripping and stockpiling of topsoil
should be included in the applicable section of
Division 2 of the specification. If suitable
topsoil is not available within the limits of the
work area, it should generally be the Contractor's
option to either treat the soil of the graded areas
with fertilizer and supplements so as to be
conducive to turf establishment and maintenance, or
to transport topsoil to the project site. Modify pH
range for specified turf and geographical
requirements.
**************************************************************************
2.2.1
On-Site Topsoil
Surface soil stripped and stockpiled on site and modified as necessary to
meet the requirements specified for topsoil in paragraph entitled
"Composition." When available topsoil shall be existing surface soil
stripped and stockpiled on-site in accordance with Section [31 00 00
EARTHWORK][31 23 00.00 20 EXCAVATION AND FILL].
2.2.2
Off-Site Topsoil
Conform to requirements specified in paragraph entitled "Composition."
Additional topsoil shall be [furnished by the Contractor] [obtained from
topsoil borrow areas indicated].
2.2.3
Composition
Containing from 5 to 10 percent organic matter as determined by the topsoil
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composition tests of the Organic Carbon, 6A, Chemical Analysis Method
described in DOA SSIR 42. Maximum particle size, 3/4 inch, with maximum 3
percent retained on 1/4 inch screen. The pH shall be tested in accordance
with ASTM D4972. Topsoil shall be free of sticks, stones, roots, and other
debris and objectionable materials. Other components shall conform to the
following limits:
Silt
[25-50][7 to 17][_____] percent
Clay
[10-30][4 to 12][_____] percent
Sand
[20-35][70 to 82][_____] percent
pH
[5.5 to 7.0][_____]
Soluble Salts
[600] [_____] ppm maximum
2.3
SOIL CONDITIONERS
**************************************************************************
NOTE: Prior to including these provisions in
project specifications, perform tests of on-site
topsoil to determine its suitability and the
possible need of pH adjusters or soil conditioners.
Delete these requirements in developed areas and on
small projects where planting is minimal.
**************************************************************************
Add conditioners to topsoil as required to bring into compliance with
"composition" standard for topsoil as specified herein.
2.3.1
Lime
**************************************************************************
NOTE: Use ASTM C602 calcium carbonate equivalent
(C.C.E.) as specified in Table 1: for burnt lime,
C.C.E. shall not be less than 140 percent; for
hydrated lime, C.C.E. shall not be less than 110
percent; and for limestone, C.C.E. shall not be less
than 80 percent.
**************************************************************************
Commercial grade [hydrate] [or] [burnt] limestone containing a calcium
carbonate equivalent (C.C.E.) as specified in ASTM C602 of not less than
[_____] percent.
2.3.2
Aluminum Sulfate
Commercial grade.
2.3.3
Sulfur
100 percent elemental
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Iron
100 percent elemental
2.3.5
Peat
Natural product of [peat moss] derived from a freshwater site and
conforming to [ASTM D4427] [as modified herein]. Shred and granulate peat
to pass a 1/2 inch mesh screen and condition in storage pile for minimum 6
months after excavation.
2.3.6
Sand
Clean and free of materials harmful to plants.
2.3.7
Perlite
Horticultural grade.
2.3.8
Composted Derivatives
Ground bark, nitrolized sawdust, humus or other green wood waste material
free of stones, sticks, and soil stabilized with nitrogen and having the
following properties:
2.3.8.1
Particle Size
Minimum percent by weight passing:
No. 4 mesh screen
No. 8 mesh screen
2.3.8.2
95
80
Nitrogen Content
Minimum percent based on dry weight:
Fir Sawdust
Fir or Pine Bark
2.3.9
0.7
1.0
Gypsum
Coarsely ground gypsum comprised of calcium sulfate dihydrate 61 percent,
calcium 22 percent, sulfur 17 percent; minimum 96 percent passing through
20 mesh screen, 100 percent passing thru 16 mesh screen.
2.3.10
Calcined Clay
Calcined clay shall be granular particles produced from montmorillonite
clay calcined to a minimum temperature of 1200 degrees F. Gradation: A
minimum 90 percent shall pass a No. 8 sieve; a minimum 99 percent shall be
retained on a No. 60 sieve; and a maximum 2 percent shall pass a No. 100
sieve. Bulk density: A maximum 40 pounds per cubic foot.
FERTILIZER
**************************************************************************
NOTE: Check with the local Agriculture County
Extension Service Office for recommended fertilizer
mixture for local conditions.
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**************************************************************************
2.4
Granular Fertilizer
[Organic][synthetic], granular controlled release fertilizer containing the
following minimum percentages, by weight, of plant food nutrients:
[_____] percent available nitrogen
[_____] percent available phosphorus
[_____] percent available potassium
[_____] percent sulfur
[[_____] percent iron]
Hydroseeding Fertilizer
Controlled release fertilizer, to use with hydroseeding and composed of
pills coated with plastic resin to provide a continuous release of
nutrients for at least 6 months and containing the following minimum
percentages, by weight, of plant food nutrients.
[_____] percent available nitrogen
[_____] percent available phosphorus
[_____] percent available potassium
[[_____] percent sulfur]
[[_____] percent iron]
2.3
MULCH
**************************************************************************
NOTE: Check with the local Agriculture County
Extension Service Office to determine choice of
mulch most suitable for the project area. Specify
only one type of mulch.
**************************************************************************
Mulch shall be free from noxious weeds, mold, and other deleterious
materials.
2.3.1
Straw
Stalks from oats, wheat, rye, barley, or rice. Furnish in air-dry
condition and of proper consistency for placing with commercial mulch
blowing equipment. Straw shall contain no fertile seed.
Hay
Air-dry condition and of proper consistency for placing with commercial
mulch blowing equipment. Hay shall be sterile, containing no fertile seed.
2.3.1
Wood Cellulose Fiber Mulch
**************************************************************************
NOTE: Wood cellulose fiber mulches have been
successful on level areas or on slopes with slight
grades where sufficient moisture is present to
obtain a quick germination of grass seed. The
material should be hydraulically applied at the
following rates: Areas up to and including 3 to 1
slopes, at the rate of 1,000 pounds per acre; areas
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steeper than 3 to 1 at the rate of 1,400 pounds per
acre. It should not be specified for slopes 2 to 1
or greater in areas where drought may prevent
germination of the seed or where runoff from heavy
rains may cut gullies through the fiber mulch. In
these areas use erosion control materials such as
specified in paragraph entitled "Erosion Control
Material."
**************************************************************************
Use recovered materials of either paper-based (100 percent) or wood-based
(100 percent) hydraulic mulch. Processed to contain no growth or
germination-inhibiting factors and dyed an appropriate color to facilitate
visual metering of materials application. Composition on air-dry weight
basis: 9 to 15 percent moisture, pH range from 5.5 to 8.2[_____]. Use
with hydraulic application of grass seed and fertilizer.
2.4
WATER
**************************************************************************
NOTE: When water is Government furnished, locate
the source. Recycled or reclaimed irrigation water
may be available through a tertiary treatment plant
on or off site. It is preferred that this type of
water be used for irrigation whenever possible.
Check project specific conditions.
Unless otherwise directed, water shall be the
responsibility of the Contractor. Water source
shall be potable or non-potable. If non-potable
edit specification accordingly. Source of water
shall be approved by the Contracting Officer and
shall be of suitable quality for irrigation,
containing no elements toxic to plant life.
Coordinate information presented here with Section
01 50 00 TEMPORARY CONSTRUCTION FACILITIES AND
CONTROLS.
**************************************************************************
Source of water shall be approved by Contracting Officer and of suitable
quality for irrigation, containing no elements toxic to plant life.
[2.5
EROSION CONTROL MATERIALS
**************************************************************************
NOTE: The Contractor may propose other types of
erosion control material, based on site conditions.
**************************************************************************
Erosion control material shall conform to the following:
[2.5.1
Erosion Control Blanket
[100 percent agricultural straw][70 percent agricultural straw/30 percent
coconut fiber matrix] stitched with a degradable nettings, designed to
degrade within [12 months][18 months].
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Erosion Control Fabric
Fabric shall be knitted construction of polypropylene yarn with uniform
mesh openings 3/4 to 1 inch square with strips of biodegradable paper.
Filler paper strips shall have a minimum life of 6 months.
][2.5.3
Erosion Control Net
Net shall be heavy, twisted jute mesh, weighing approximately 1.22 pounds
per linear yard and 4 feet wide with mesh openings of approximately 1 inch
square.
][2.5.4
Hydrophilic Colloids
Hydrophilic colloids shall be physiologically harmless to plant and animal
life without phytotoxic agents. Colloids shall be naturally occurring,
silicate powder based, and shall form a water insoluble membrane after
curing. Colloids shall resist mold growth.
]2.5.5
Erosion Control Material Anchors
Erosion control anchors shall be as recommended by the manufacturer.
]PART 3
3.1
EXECUTION
PREPARATION
3.1.1
EXTENT OF WORK
Provide soil preparation (including soil conditioners as required),
fertilizing, seeding, and surface topdressing of all newly graded finished
earth surfaces, unless indicated otherwise, and at all areas inside or
outside the limits of construction that are disturbed by the Contractor's
operations.
3.1.1.1
Topsoil
Provide 4 inches of [off-site topsoil][on-site topsoil][existing soil] to
meet indicated finish grade. After areas have been brought to indicated
finish grade, incorporate [fertilizer] [pH adjusters] [soil conditioners]
into soil a minimum depth of [4] [_____] inches by disking, harrowing,
tilling or other method approved by the Contracting Officer. Remove debris
and stones larger than 3/4 inch in any dimension remaining on the surface
after finish grading. Correct irregularities in finish surfaces to
eliminate depressions. Protect finished topsoil areas from damage by
vehicular or pedestrian traffic.
3.1.1.2
[Soil Conditioner Application Rates
**************************************************************************
NOTE: Check with the local Agriculture County
Extension Service and specify amounts applicable for
the project area.
**************************************************************************
Apply soil conditioners at rates as determined by laboratory soil analysis
of the soils at the job site. For bidding purposes only apply at rates for
the following:
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[Lime [ [_____] pounds per acre] [ [_____] pounds per 1000 square feet.]]
[Sulfur [ [_____] pounds per acre] [ [_____] pounds per 1000 square
feet.]]
[Iron [ [_____] pounds per acre] [ [_____] pounds per 1000 square feet.]]
[Aluminum Sulfate [ [_____] pounds per acre] [ [_____] pounds per 1000
square feet.]]
[Peat [ [_____] cubic yard per acre] [ [_____] cubic yards per 1000
square feet.]]
[Sand [ [_____] cubic yard per acre] [ [_____] cubic yards per 1000
square feet.]]
[Perlite [ [_____] cubic yard per acre] [ [_____] cubic yards per 1000
square feet.]]
[Compost Derivatives [ [_____] cubic yard per acre] [ [_____] cubic
yards per 1000 square feet.]]
[Calcined Clay [ [_____] cubic yard per acre] [ [_____] cubic yards
per 1000 square feet.]]
[Gypsum [ [_____] cubic yard per acre] [ [_____] cubic yards per 1000
square feet.]]
]3.1.1.2
[Fertilizer Application Rates
**************************************************************************
NOTE: Check with the local Agriculture County
Extension Service and specify amounts applicable for
the project area. Two fertilizer applications may
be required when hydroseeding with wood fiber mulch.
**************************************************************************
Apply fertilizer at rates as determined by laboratory soil analysis of the
soils at the job site. For bidding purposes only apply at rates for the
following:
[Organic Granular Fertilizer [ [_____] pounds per acre] [ [_____]
pounds per 1000 square feet.]]
[Synthetic Fertilizer [ [_____] pounds per acre ] [ [_____] pounds per
1000 square feet.]]
[Hydroseeding Fertilizer: [500[_____] pounds per acre] [ [_____]
pounds per 1000 square feet.]]
]3.2
3.2.1
SEEDING
Seed Application Seasons and Conditions
**************************************************************************
NOTE: Check with the local Agriculture County
Extension Service to determine proper planting
seasons for specie specified, for the optimum cover
depth, and for the proper rate of application for
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sowing and drilling seed as this rate varies with
the specie of seed used and local conditions. Allow
for planting period in the construction completion
time. Delete time restrictions for continuous
growing conditions.
**************************************************************************
**************************************************************************
NOTE: Delete the last two lines of this paragraph
when hydroseeding is selected as the only seed
application method.
**************************************************************************
Immediately before seeding, restore soil to proper grade. Do not seed when
ground is muddy [frozen] [snow covered] or in an unsatisfactory condition
for seeding. If special conditions exist that may warrant a variance in
the above seeding dates or conditions, submit a written request to the
Contracting Officer stating the special conditions and proposed variance.
Apply seed within twenty four hours after seedbed preparation. Sow seed by
approved sowing equipment. Sow one-half the seed in one direction, and sow
remainder at right angles to the first sowing.
3.2.2
Seed Application Method
Seeding method shall be [broadcasted and drop seeding][drill seeding][
hydroseeding].
3.2.2.1
[Broadcast and Drop Seeding
Seed shall be uniformly broadcast at the rate of [_____] pounds per 1000
square feet. Use broadcast or drop seeders. Sow one-half the seed in one
direction, and sow remainder at right angles to the first sowing. Cover
seed uniformly to a maximum depth of 1/4 inch in clay soils and [1/2]
[_____] inch in sandy soils by means of spike-tooth harrow, cultipacker,
raking or other approved devices.
]3.2.2.2
[Drill Seeding
**************************************************************************
NOTE: Check with the local Agriculture County
Extension Service to determine proper planting
seasons for specie specified, for the optimum cover
depth, and for the proper rate of application for
sowing and drilling seed as this rate varies with
the specie of seed used and local conditions. Allow
for planting period in the construction completion
time. Delete time restrictions for continuous
growing conditions.
**************************************************************************
Seed shall be drilled at the rate of [_____] pounds per 1000 square feet.
Use [cultipacker seeders] [grass seed drills] [_____]. Drill seed
uniformly to average depth of [1/2] [_____] inch.
]3.2.2.1
[Hydroseeding
**************************************************************************
NOTE: Check with the local Agriculture County
Extension Service to determine rate of application.
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This rate will vary due to site requirements for
fertilizer, mulch material, and rates of seeding.
**************************************************************************
First, mix water and fiber. Wood cellulose fiber, paper fiber, or recycled
paper shall be applied as part of the hydroseeding operation. Fiber shall
be added at 1,000 pounds, dry weight, per acre. Then add and mix seed and
fertilizer to produce a homogeneous slurry. Seed shall be mixed to ensure
broadcasting at the rate of 120 pounds per acre.[_____] pounds per 1000
square feet.
When hydraulically sprayed on the ground, material shall
form a blotter like cover impregnated uniformly with grass seed. Spread
with one application with no second application of mulch.
]3.2.3
3.2.3.1
Mulching
[Hay or Straw Mulch
Hay or straw mulch shall be spread uniformly at the rate of 2 tons per acre.
Mulch shall be spread by hand, blower-type mulch spreader, or other
approved method. Mulching shall be started on the windward side of
relatively flat areas or on the upper part of steep slopes, and continued
uniformly until the area is covered. The mulch shall not be bunched or
clumped. Sunlight shall not be completely excluded from penetrating to the
ground surface. All areas installed with seed shall be mulched on the same
day as the seeding. Mulch shall be anchored immediately following
spreading.
]3.2.3.2
[Mechanical Anchor
Mechanical anchor shall be a V-type-wheel land packer; a scalloped-disk
land packer designed to force mulch into the soil surface; or other
suitable equipment.
]3.2.3.3
[Asphalt Adhesive Tackifier
Asphalt adhesive tackifier shall be sprayed at a rate between 10 to 13
gallons per 1000 square feet. Sunlight shall not be completely excluded
from penetrating to the ground surface.
]3.2.3.1
[Non-Asphaltic Tackifier
Hydrophilic colloid shall be applied at the rate recommended by the
manufacturer, using hydraulic equipment suitable for thoroughly mixing with
water. A uniform mixture shall be applied over the area.
]3.2.3.2
[Asphalt Adhesive Coated Mulch
Hay or straw mulch may be spread simultaneously with asphalt adhesive
applied at a rate between 10 to 13 gallons per 1000 square feet, using
power mulch equipment which shall be equipped with suitable asphalt pump
and nozzle. The adhesive-coated mulch shall be applied evenly over the
surface. Sunlight shall not be completely excluded from penetrating to the
ground surface.
][3.2.4
Rolling
**************************************************************************
NOTE: Normally the roller weight should not exceed
90 pounds per foot of roller width. Light rolling is
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needed on newly seeded and sprigged areas to firm
the seed or sprigs into contact with the soil for
optimum germination and growth. However, excessive
soil compaction beyond this firming action will
reduce the desirable percentages of air and water
spaces in good growing topsoil.
**************************************************************************
Immediately after seeding, firm entire area except for slopes in excess of
3 to 1 with a roller not exceeding [90] [_____] pounds for each foot of
roller width. [If seeding is performed with cultipacker-type seeder or by
hydroseeding, rolling may be eliminated.]
]3.2.4
Erosion Control Material
**************************************************************************
NOTE: Specify erosion control where water
concentrates and flows across areas at velocities
which create an erosion hazard. Allow Contractor
option for type of erosion control material, unless
project specific requirements dictate otherwise.
**************************************************************************
Install in accordance with manufacturer's instructions, where indicated or
as directed by the Contracting Officer.
3.2.5
Watering
Start watering areas seeded as required by temperature and wind
conditions.
Apply water at a rate sufficient to insure thorough wetting
of soil to a depth of [2] [_____] inches without run off. During the
germination process, seed is to be kept actively growing and not allowed to
dry out.
3.3
PROTECTION OF TURF AREAS
Immediately after turfing, protect area against traffic and other use.
3.4
3.4.1
[RENOVATION OF EXISTING TURF AREA
[Aeration
Upon completion of weed eradication operations and Contracting Officer's
approval to proceed, aerate turf areas indicated , by approved device.
Core, by pulling soil plugs, to a minimum depth of [_____] inches. [Leave
all soil plugs, that are produced, in the turf area.] [Remove all debris
generated during this operation off site.] [After aeration operations are
complete, topdress entire area [ 1/4 inch] [ 1/2 inch] depth with the
following mixture:
[[_____]
[[_____]
[[_____]
[[_____]
[[_____]
percent
percent
percent
percent
percent
sand]
humus]
gypsum]
organic fertilizer]
synthetic fertilizer]
Blend all parts of topdressing mixture to a uniform consistency
throughout.] Keep clean at all times at least one paved pedestrian access
route and one paved vehicular access route to each building. Clean all soil
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plugs off of other paving when work is complete.
]3.4.2
[Vertical Mowing
Upon completion of aerating operation and Contracting Officer's approval to
proceed, vertical mow turf areas indicated, by approved device, to a depth
of [ 1/4 inch] [ 1/2 inch] above existing soil level, to reduce thatch
build-up, grain, and surface compaction. Keep clean at all times at least
one paved pedestrian access route and one paved vehicular access route to
each building. Clean other paving when work is complete. Remove all debris
generated during this operation off site.
]3.4.3
[Dethatching
Upon completion of aerating operation and Contracting Officer's approval to
proceed, dethatch turf areas indicated, by approved device, to a depth of [
1/4 inch] [ 1/2 inch] below existing soil level, to reduce thatch build-up,
grain, and surface compaction. Keep clean at all times at least one paved
pedestrian access route and one paved vehicular access route to each
building. Clean other paving when work is complete. Remove all debris
generated during this operation off site.
]3.4.4
[Overseeding
**************************************************************************
NOTE: Drill seeding is the most viable method of
overseeding when significant vegetation remains.
Existing vegetative cover (live or dead) may prevent
desired soil contact when seeded by other methods.
**************************************************************************
Apply seed in accordance with applicable portions of paragraph entitled
"Seed Application Method" at rates in accordance with paragraph entitled
"Seed Composition."
]]3.4
RESTORATION
Restore to original condition existing turf areas which have been
during turf installation operations at the Contractor's expense.
clean at all times at least one paved pedestrian access route and
vehicular access route to each building. Clean other paving when
adjacent areas is complete.
damaged
Keep
one paved
work in
-- End of Section --
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**************************************************************************
USACE / NAVFAC / AFCEC / NASA
UFGS-33 40 00 (February 2010)
Change 4 - 11/14
----------------------------Preparing Activity: USACE
Superseding
UFGS-33 40 00 (August 2009)
UNIFIED FACILITIES GUIDE SPECIFICATIONS
References are in agreement with UMRL dated October 2014
**************************************************************************
SECTION 33 40 00
STORM DRAINAGE UTILITIES
**************************************************************************
NOTE: This guide specification covers the
requirements for storm drainage piping systems using
concrete, clay, steel, ductile iron, aluminum,
polyvinyl chloride (PVC), polyethylene (PE),
polypropylene (PP) pipe and steel reinforced
polyethylene (SRPE) pipe.
Adhere to UFC 1-300-02 Unified Facilities Guide
Specifications (UFGS) Format Standard when editing
this guide specification or preparing new project
specification sections. Edit this guide
specification for project specific requirements by
adding, deleting, or revising text. For bracketed
items, choose applicable items(s) or insert
appropriate information.
Remove information and requirements not required in
respective project, whether or not brackets are
present.
Comments, suggestions and recommended changes for
this guide specification are welcome and should be
submitted as a Criteria Change Request (CCR).
**************************************************************************
PART 1
GENERAL
**************************************************************************
NOTE: On the project drawing, show:
1. Plan and location of all new pipelines,
including type of service and size of pipe.
2. Location, size, and type of service of existing
connecting, intersecting, or adjacent pipelines and
other utilities.
3. Paved areas and railroads which pass over new
pipelines.
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4. Profile, where necessary to show unusual
conditions.
5. Invert elevations at beginning and end of
pipelines and at manholes or similar structures.
6. Class or strength of pipe and limits for same
where class or strength will be different for
different sections of pipeline. Provide shape
requirements if different shapes available.
7. Design details for pertinent manholes, catch
basins, curb inlets, and head walls.
8. Store drainage lines and culverts required to be
watertight.
9. Bedding conditions, where different from those
specified in the appropriate NAVFAC specifications
and location of cradle(s), when cradle is required
if not covered under the appropriate NAVFACENGCOM
specifications.
**************************************************************************
1.1
MEASUREMENT AND PAYMENT
**************************************************************************
NOTE: Delete this paragraph when the work specified
is included in a lump-sum contract price.
Separate bid may be required for each item for the
construction of the various sizes of pipe culverts
and storm drains and individual miscellaneous
drainage structures, including all excavation,
materials, backfilling, etc., for the completed work.
If separate bid items are used for the excavation,
this fact should be clearly stated in the
specifications and bid form, indicating that payment
is to be made separately for earth excavation, rock
excavation, borrow excavation, or other items that
otherwise might be construed as the basis for a
claim by the Contractor. Unit prices for rock
excavation should be independent of, and not in
addition to, the unit bid price for common
excavation, unless so specified and so stated in the
bid form.
**************************************************************************
1.1.1
Pipe Culverts and Storm Drains
The length of pipe installed will be measured along the centerlines of the
pipe from end to end of pipe without deductions for diameter of manholes.
Pipe will be paid for at the contract unit price for the number of linear
feet of culverts or storm drains placed in the accepted work.
1.1.2
Storm Drainage Structures
**************************************************************************
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NOTE: Fill brackets with depth requirements.
**************************************************************************
The quantity of manholes and inlets will be measured as the total number of
manholes and inlets of the various types of construction, complete with
frames and gratings or covers and, where indicated, with fixed side-rail
ladders, constructed to the depth of 12[_____] feet in the accepted work.
The depth of manholes and inlets will be measured from the top of grating
or cover to invert of outlet pipe. Manholes and inlets constructed to
depths greater than the depth specified above will be paid for as units at
the contract unit price for manholes and inlets, plus an additional amount
per linear foot for the measured depth beyond a depth of 12[_____] feet.
1.1.3
Walls and Headwalls
Walls and headwalls will be measured by the number of cubic yards of
reinforced concrete, plain concrete, or masonry used in the construction of
the walls and headwalls. Wall and headwalls will be paid for at the
contract unit price for the number of walls and headwalls constructed in
the completed work.
1.1.4
Flared End Sections
Flared end sections will be measured by the unit. Flared end sections will
be paid for at the contract unit price for the various sizes in the
accepted work.
1.1.5
Sheeting and Bracing
Payment will be made for that sheeting and bracing ordered to be left in
place, based on the number of square feet of sheeting and bracing remaining
below the surface of the ground.
1.1.6
Rock Excavation
**************************************************************************
NOTE: Reference should be made to other sections of
the project specifications, as applicable, or
pertinent requirements may be included in this
section.
**************************************************************************
Payment will be made for the number of cubic yards of material acceptably
excavated, as specified and defined as rock excavation in Section 31 00 00
EARTHWORK, measured in the original position, and computed by allowing
actual width of rock excavation with the following limitations: maximum
rock excavation width, 30 inches for pipe of 12 inch or less nominal
diameter; maximum rock excavation width, 16 inches greater than outside
diameter of pipe of more than 12 inch nominal diameter. Measurement will
include authorized overdepth excavation. Payment will also include all
necessary drilling and blasting, and all incidentals necessary for
satisfactory excavation and disposal of authorized rock excavation. No
separate payment will be made for backfill material required to replace
rock excavation; this cost shall be included in the Contractor's unit price
bid per cubic yard for rock excavation. In rock excavation for manholes
and other appurtenances, 1 foot will be allowed outside the wall lines of
the structures.
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Backfill Replacing Unstable Material
Payment will be made for the number of cubic yards of select granular
material required to replace unstable material for foundations under pipes
or drainage structures, which will constitute full compensation for this
backfill material, including removal and disposal of unstable material and
all excavating, hauling, placing, compacting, and all incidentals necessary
to complete the construction of the foundation satisfactorily.
Pipe Placed by Jacking
Payment will be made for the number of linear feet of jacked pipe accepted
in the completed work measured along the centerline of the pipe in place.
1.2
REFERENCES
**************************************************************************
NOTE: This paragraph is used to list the
publications cited in the text of the guide
specification. The publications are referred to in
the text by basic designation only and listed in
this paragraph by organization, designation, date,
and title.
Use the Reference Wizard's Check Reference feature
when you add a RID outside of the Section's
Reference Article to automatically place the
reference in the Reference Article. Also use the
Reference Wizard's Check Reference feature to update
the issue dates.
References not used in the text will automatically
be deleted from this section of the project
specification when you choose to reconcile
references in the publish print process.
**************************************************************************
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by the
basic designation only.
ASTM INTERNATIONAL (ASTM)
ASTM A123/A123M
(2013) Standard Specification for Zinc
(Hot-Dip Galvanized) Coatings on Iron and
Steel Products
ASTM A48/A48M
(2003; R 2012) Standard Specification for
Gray Iron Castings
ASTM A536
(1984; R 2009) Standard Specification for
Ductile Iron Castings
ASTM B26/B26M
(2012) Standard Specification for
Aluminum-Alloy Sand Castings
ASTM C1103
(2003; R 2009) Standard Practice for Joint
Acceptance Testing of Installed Precast
Concrete Pipe Sewer Lines
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ASTM C139
(2011) Standard Specification for Concrete
Masonry Units for Construction of Catch
Basins and Manholes
ASTM C1433
(2014) Standard Specification for Precast
Reinforced Concrete Box Sections for
Culverts, Storm Drains, and Sewers
ASTM C231/C231M
(2014) Standard Test Method for Air
Content of Freshly Mixed Concrete by the
Pressure Method
ASTM C270
(2014) Standard Specification for Mortar
for Unit Masonry
ASTM C32
(2013) Standard Specification for Sewer
and Manhole Brick (Made from Clay or Shale)
ASTM C425
(2004; R 2013) Standard Specification for
Compression Joints for Vitrified Clay Pipe
and Fittings
ASTM C443
(2011) Standard Specification for Joints
for Concrete Pipe and Manholes, Using
Rubber Gaskets
ASTM C478
(2013) Standard Specification for Precast
Reinforced Concrete Manhole Sections
ASTM C55
(2014) Concrete Brick
ASTM C62
(2013a) Building Brick (Solid Masonry
Units Made from Clay or Shale)
ASTM C655
(2014) Reinforced Concrete D-Load Culvert,
Storm Drain, and Sewer Pipe
ASTM C76
(2014) Standard Specification for
Reinforced Concrete Culvert, Storm Drain,
and Sewer Pipe
ASTM C923
(2008; R 2013) Standard Specification for
Resilient Connectors Between Reinforced
Concrete Manhole Structures, Pipes and
Laterals
ASTM C969
(2002; R 2009) Standard Practice for
Infiltration and Exfiltration Acceptance
Testing of Installed Precast Concrete Pipe
Sewer Lines
ASTM C990
(2009; R 2014) Standard Specification for
Joints for Concrete Pipe, Manholes and
Precast Box Sections Using Preformed
Flexible Joint Sealants
ASTM D1056
(2014) Standard Specification for Flexible
Cellular Materials - Sponge or Expanded
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Rubber
ASTM D1171
(1999; R 2007) Rubber Deterioration Surface Ozone Cracking Outdoors or Chamber
(Triangular Specimens)
ASTM D1557
(2012) Standard Test Methods for
Laboratory Compaction Characteristics of
Soil Using Modified Effort (56,000
ft-lbf/ft3) (2700 kN-m/m3)
ASTM D1751
(2004; E 2013; R 2013) Standard
Specification for Preformed Expansion
Joint Filler for Concrete Paving and
Structural Construction (Nonextruding and
Resilient Bituminous Types)
ASTM D1752
(2004a; R 2013) Standard Specification for
Preformed Sponge Rubber Cork and Recycled
PVC Expansion
ASTM D2167
(2008) Density and Unit Weight of Soil in
Place by the Rubber Balloon Method
ASTM D3212
(2007; R 2013) Standard Specification for
Joints for Drain and Sewer Plastic Pipes
Using Flexible Elastomeric Seals
ASTM D6938
(2010) Standard Test Method for In-Place
Density and Water Content of Soil and
Soil-Aggregate by Nuclear Methods (Shallow
Depth)
1.3
SUBMITTALS
**************************************************************************
NOTE: Review submittal description (SD) definitions
in Section 01 33 00 SUBMITTAL PROCEDURES and edit
the following list to reflect only the submittals
required for the project.
The Guide Specification technical editors have
designated those items that require Government
approval, due to their complexity or criticality,
with a "G." Generally, other submittal items can be
reviewed by the Contractor's Quality Control
System. Only add a “G” to an item, if the submittal
is sufficiently important or complex in context of
the project.
For submittals requiring Government approval on Army
projects, a code of up to three characters within
the submittal tags may be used following the "G"
designation to indicate the approving authority.
Codes for Army projects using the Resident
Management System (RMS) are: "AE" for
Architect-Engineer; "DO" for District Office
(Engineering Division or other organization in the
District Office); "AO" for Area Office; "RO" for
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Resident Office; and "PO" for Project Office. Codes
following the "G" typically are not used for Navy,
Air Force, and NASA projects.
An "S" following a submittal item indicates that the
submittal is required for the Sustainability
Notebook to fulfill federally mandated sustainable
requirements in accordance with Section 01 33 29
SUSTAINABILITY REQUIREMENTS.
Choose the first bracketed item for Navy, Air Force
and NASA projects, or choose the second bracketed
item for Army projects.
**************************************************************************
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for [Contractor Quality Control
approval.] Submit the following in accordance with Section 01 33 00
SUBMITTAL PROCEDURES:
SD-03 Product Data
Placing Pipe
Submit printed copies of the manufacturer's recommendations for
installation procedures of the material being placed, prior to
installation.
SD-04 Samples
Pipe for Culverts and Storm Drains
SD-07 Certificates
Resin Certification
Pipeline Testing
Hydrostatic Test on Watertight Joints
Determination of Density
Frame and Cover for Gratings
1.4
1.4.1
DELIVERY, STORAGE, AND HANDLING
Delivery and Storage
Materials delivered to site shall be inspected for damage, unloaded, and
stored with a minimum of handling. Materials shall not be stored directly
on the ground. The inside of pipes and fittings shall be kept free of dirt
and debris. Before, during, and after installation, plastic pipe and
fittings shall be protected from any environment that would result in
damage or deterioration to the material. Keep a copy of the manufacturer's
instructions available at the construction site at all times and follow
these instructions unless directed otherwise by the Contracting Officer.
Solvents, solvent compounds, lubricants, elastomeric gaskets, and any
similar materials required to install plastic pipe shall be stored in
accordance with the manufacturer's recommendations and shall be discarded
if the storage period exceeds the recommended shelf life. Solvents in use
shall be discarded when the recommended pot life is exceeded.
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Handling
Materials shall be handled in a manner that ensures delivery to the trench
in sound, undamaged condition. Pipe shall be carried to the trench, not
dragged.
PART 2
2.1
PRODUCTS
PIPE FOR CULVERTS AND STORM DRAINS
**************************************************************************
NOTE: Where the type of pipe is to be the
Contractor's option, the types (with size, class,
shape, strength, sheet thickness, or gauge) that are
acceptable should be listed. The inapplicable types
of pipe will be deleted. In specifying plastic,
clay, and concrete pipe or aluminum alloy and steel
pipe for culverts and storm drains, pipe of
comparable strength for the various sizes should be
specified.
Where economically feasible or required by special
conditions, cast iron soil pipe meeting the
requirements of ASTM A74 may be used for culverts
and storm drains. The pipe class, the type of
joint, and installation procedures should be as
specified in Section 33 30 00 SANITARY SEWERS and
Section 33 34 00 FORCE MAINS AND INVERTED SIPHONS;
SEWER.
Refer to the appropriate NAVFAC Design Manual on
storm drainage for general information on suitable
piping materials. Additional information may be
obtained from the "Life Cycle Cost for Drainage
Structures," Technical Report GL-882-2 by the U.S.
Army Corps of Engineers. Pipe materials which are
known to be unsuitable for local conditions (i.e.,
corrosion, root penetration, etc.) should not be
permitted for the project. However, consideration
should be given to use of more effective protective
coatings and jointing methods where economically
feasible.
In areas where problems with root penetration are
anticipated, specify pipe which has the kind of
joint which will successfully resist root
penetration. Generally speaking, the more
watertight the joint, the greater will be the
resistance to root penetration. Rubber-gasketed and
compression-type joints are considered to give the
best performance for this application.
American Society of Civil Engineers (ASCE) Manual
No. 37, "Design and Construction of Sanitary and
Storm Sewers," contains methods of calculation for
structural requirements of pipe; from these, the
required strengths for pipe of various materials may
determined. Investigate external loads, including
earth loads, truck loads, seismic loads, and impact,
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in the design stage of the project. Give special
attention, in the design stage of the project, to
plastic pipe materials, particularly with respect to
superimposed external loads which could cause
excessive deflection of the pipe. The degree of
sidefill compaction should be considered
realistically, particularly in marginal cases. See
also the appendices to ASTM D2321.
**************************************************************************
Pipe for culverts and storm drains shall be of the sizes indicated and
shall conform to the requirements specified.
2.1.1
Concrete Pipe
**************************************************************************
NOTE: The various classes designate different
D-loads. D-load is defined as the minimum required
three-edge test load on a pipe to produce a 0.01
inch crack and/or ultimate failure in pounds per
linear foot per foot (no metric definition) of
inside diameter.
Where sulfate-resistant pipe is required and
concrete pipe is to be an option, specify Type II or
Type V cement. Specify Type II (moderate sulfate
resisting) cement when water-soluble sulfates (as
S04) in the soil are in the range of 0.1 to 0.2
percent and, for water, are in the range of 150 to
1,000 parts per million. Specify Type V (sulfate
resisting) cement when soils contain in excess of
0.2 percent water-soluble sulfate and water samples
contain in excess of 1,000 parts per million. In
areas where reactive aggregates are known to occur,
specify low alkali cement.
The following are requirements for NAVFAC LANT
projects: Pipe sizes under 300 mm (12 inch)
diameter shall be nonreinforced concrete pipe. Pipe
sizes 300 mm (12 inch) diameter through 600 mm (24
inch) diameter may be either reinforced or
nonreinforced concrete pipe. Pipe sizes larger than
600 mm (24 inch) diameter shall be reinforced
concrete pipe.
**************************************************************************
Manufactured in accordance with and conforming to ASTM C76, Class [I] [II]
[III] [IV] [V], or ASTM C655, 1250[_____] D-Load.
2.1.1.1
Reinforced Arch Culvert and Storm Drainpipe
Manufactured in accordance with and conforming to ASTM C506, Class [A-II]
[A-III] [A-IV].
2.1.1.2
Reinforced Elliptical Culvert and Storm Drainpipe
Manufactured in accordance with and conforming to ASTM C507. Horizontal
elliptical pipe shall be Class [HE-A] [HE-I] [HE-II] [HE-III] [HE-IV].
Vertical elliptical pipe shall be Class [VE-II] [VE-III] [VE-IV] [VE-V]
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[VE-VI].
2.1.1.3
Nonreinforced Pipe
Manufactured in accordance with and conforming to ASTM C14, Class [1] [2]
[3].
2.1.1.4
Cast-In-Place Nonreinforced Conduit
**************************************************************************
NOTE: This type conduit should not be used beneath
structures, for drain crossings, adjacent to paved
areas, or under high fills.
**************************************************************************
ACI 346, except that testing shall be the responsibility of and at the
expense of the Contractor. In the case of other conflicts between ACI 346
and project specifications, requirements of ACI 346 shall govern.
2.1.2
Perforated Piping
2.1.2.1
Concrete Pipe
Manufactured in accordance with and conforming to ASTM C444, and
applicable requirements of ASTM C14, Class [_____].
Steel Reinforced Polyethylene (SRPE) Pipe
SRPE pipe will meet the requirements of ASTM F2562 8" - 120" diameter pipe
and AASHTO M 20 (12" - 60" diameter pipe).
2.2
DRAINAGE STRUCTURES
Flared End Sections
Sections shall be of a standard design fabricated from zinc coated steel
sheets meeting requirements of ASTM A929/A929M.
2.2.1
Precast Reinforced Concrete Box
**************************************************************************
NOTE: Where sulfate-resistant pipe is required and
concrete pipe is to be an option, the use of Type II
or Type V cement will be specified.
**************************************************************************
Manufactured in accordance with and conforming to ASTM C1433.
2.3
MISCELLANEOUS MATERIALS
**************************************************************************
NOTE: The shape, size, thickness of sections, kinds
of materials, and weights for frames, covers, and
gratings for inlets and manholes, as well as the
amount of waterway opening for inlets and gratings
should be indicated on the drawings. The covers and
gratings should be designed to have ample strength
for the traffic conditions to which they may be
subjected. Fixed, straight-type galvanized steel
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ladders should be provided for manholes over 3.66 m
(12 feet) deep measured form top of grate to invert
of outlet pipe.
**************************************************************************
2.3.1
Concrete
**************************************************************************
NOTE: Reference should be made to other sections of
the project specifications, as applicable, or
pertinent requirements may be included in this
section.
The air contents specified are for concrete that
will be subjected to freezing weather and the
possible action of deicing chemicals. In climates
where freezing is not a factor but where air
entrainment is used in local commercial practice to
improve the workability and placability of concrete,
concrete having air content of 4.5 plus or minus 1.5
percent may be specified as Contractor's option to
nonairentrained concrete.
**************************************************************************
Unless otherwise specified, concrete and reinforced concrete shall conform
to the requirements for 4000[_____] psi concrete under Section 03 30 53
MISCELLANEOUS CAST-IN-PLACE CONCRETE[03 30 00.00 10 CAST-IN-PLACE CONCRETE]
[03 30 00 CAST-IN-PLACE CONCRETE]. The concrete mixture shall have air
content by volume of concrete, based on measurements made immediately after
discharge from the mixer, of 5 to 7 percent when maximum size of coarse
aggregate exceeds 1-1/2 inches. Air content shall be determined in
accordance with ASTM C231/C231M. The concrete covering over steel
reinforcing shall not be less than 1 inch thick for covers and not less than
1-1/2 inches thick for walls and flooring. Concrete covering deposited
directly against the ground shall have a thickness of at least 3 inches
between steel and ground. Expansion-joint filler material shall conform to
ASTM D1751, or ASTM D1752, or shall be resin-impregnated fiberboard
conforming to the physical requirements of ASTM D1752.
2.3.2
Mortar
Mortar for pipe joints, connections to other drainage structures, and brick
or block construction shall conform to ASTM C270, Type M, except that the
maximum placement time shall be 1 hour. The quantity of water in the
mixture shall be sufficient to produce a stiff workable mortar but in no
case shall exceed 0.5[_____] gallons of water per sack of cement. Water
shall be clean and free of harmful acids, alkalis, and organic impurities.
The mortar shall be used within 30 minutes after the ingredients are mixed
with water. The inside of the joint shall be wiped clean and finished
smooth. The mortar head on the outside shall be protected from air and sun
with a proper covering until satisfactorily cured.
2.3.3
Precast Concrete Segmental Blocks
Precast concrete segmental block shall conform to ASTM C139, not more than
8 inches thick, not less than 8 inches long, and of such shape that joints
can be sealed effectively and bonded with cement mortar.
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Brick
Brick shall conform to ASTM C62, Grade SW; ASTM C55, Grade S-I or S-II; or
ASTM C32, Grade MS. Mortar for jointing and plastering shall consist of
one part portland cement and two parts fine sand. Lime may be added to the
mortar in a quantity not more than 25 percent of the volume of cement. The
joints shall be filled completely and shall be smooth and free from surplus
mortar on the inside of the structure. Brick structures shall be plastered
with 1/2 inch of mortar over the entire outside surface of the walls. For
square or rectangular structures, brick shall be laid in stretcher courses
with a header course every sixth course. For round structures, brick shall
be laid radially with every sixth course a stretcher course.
2.3.5
Precast Reinforced Concrete Manholes
**************************************************************************
NOTE: Rubber-type gasket joints should be specified
only where watertightness is essential.
**************************************************************************
Conform to ASTM C478. Joints between precast concrete risers and tops
shall be [full-bedded in cement mortar and shall be smoothed to a uniform
surface on both interior and exterior of the structure] [made with flexible
watertight, rubber-type gaskets meeting the requirements of paragraph JOINTS
].
Prefabricated Corrugated Metal Manholes
Manholes shall be of the type and design recommended by the manufacturer.
Manholes shall be complete with frames and cover, or frames and gratings.
2.3.6
Frame and Cover for Gratings
**************************************************************************
NOTE: The likelihood of bicycle traffic should be
considered in the selection of the type of inlet
cover configuration.
**************************************************************************
Submit certification on the ability of frame and cover or gratings to carry
the imposed live load. Frame and cover for gratings shall be cast gray
iron, ASTM A48/A48M, Class 35B; cast ductile iron, ASTM A536, Grade
65-45-12; or cast aluminum, ASTM B26/B26M, Alloy 356.OT6. Weight, shape,
size, and waterway openings for grates and curb inlets shall be as
indicated on the plans. The word "Storm Sewer" shall be stamped or cast
into covers so that it is plainly visible.
2.3.7
2.3.7.1
Joints
Flexible Watertight Joints
**************************************************************************
NOTE: This paragraph covers compression-type
rubber-gasketed joints. When pipe requiring a
pressure-type joint is specified, the requirements
of this paragraph may not apply and the joint should
be made in accordance with the specifications for
the pipe.
**************************************************************************
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a.
Materials: Flexible watertight joints shall be made with plastic or
rubber-type gaskets for concrete pipe and with factory-fabricated
resilient materials for clay pipe. The design of joints and the
physical requirements for preformed flexible joint sealants shall
conform to ASTM C990, and rubber-type gaskets shall conform to ASTM C443.
Factory-fabricated resilient joint materials shall conform to ASTM C425.
Gaskets shall have not more than one factory-fabricated splice, except
that two factory-fabricated splices of the rubber-type gasket are
permitted if the nominal diameter of the pipe being gasketed exceeds 54
inches.
b.
Test Requirements: Watertight joints shall be tested and shall meet
test requirements of paragraph HYDROSTATIC TEST ON WATERTIGHT JOINTS.
Rubber gaskets shall comply with the oil resistant gasket requirements
of ASTM C443. Certified copies of test results shall be delivered to
the Contracting Officer before gaskets or jointing materials are
installed. Alternate types of watertight joint may be furnished, if
specifically approved.
External Sealing Bands
Requirements for external sealing bands shall conform to ASTM C877.
2.3.7.2
Flexible Watertight, Gasketed Joints
**************************************************************************
NOTE: The inapplicable type of gasket material
should be deleted. Type 2A1 should be specified
where specific resistance to the action of petroleum
base oils is not required. Type 2B3 has specific
requirements for oil resistance with low swell.
Fill in blank for any other combination of Class and
Grade required.
**************************************************************************
a.
Gaskets: When infiltration or exfiltration is a concern for pipe
lines, the couplings may be required to have gaskets. The closed-cell
expanded rubber gaskets shall be a continuous band approximately 7
inches wide and approximately 3/8 inch thick, meeting the requirements
of ASTM D1056, Type 2 [A1] [B3] [_____], and shall have a quality
retention rating of not less than 70 percent when tested for weather
resistance by ozone chamber exposure, Method B of ASTM D1171. Rubber
O-ring gaskets shall be 13/16 inch in diameter for pipe diameters of 36
inches or smaller and7/8 inch in diameter for larger pipe having 1/2
inch deep end corrugation. Rubber O-ring gaskets shall be 1-3/8 inches
in diameter for pipe having 1 inch deep end corrugations. O-rings
shall meet the requirements of ASTM C990 or ASTM C443. Preformed
flexible joint sealants shall conform to ASTM C990, Type B.
b.
Connecting Bands: Connecting bands shall be of the type, size and
sheet thickness of band, and the size of angles, bolts, rods and lugs
as indicated or where not indicated as specified in the applicable
standards or specifications for the pipe. Exterior rivet heads in the
longitudinal seam under the connecting band shall be countersunk or the
rivets shall be omitted and the seam welded. Watertight joints shall
be tested and shall meet the test requirements of paragraph HYDROSTATIC
TEST ON WATERTIGHT JOINTS.
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Steel Reinforced Polyethylene (SRPE) Pipe
SRPE joints shall meet the requirements of ASTM D3212.
Flap Gates
Flap Gates shall be [medium] [or] [heavy]-duty with [circular]
[rectangular] opening and double-hinged. [Top pivot points shall be
adjustable.] The seat shall be one-piece cast iron with a raised section
around the perimeter of the waterway opening to provide the seating face.
The seating face of the seat shall be [cast iron] [bronze] [stainless
steel] [neoprene]. The cover shall be one-piece cast iron with necessary
reinforcing rib, lifting eye for manual operation, and bosses to provide a
pivot point connection with the links. The seating face of the cover shall
be [cast iron] [bronze] [stainless steel] [neoprene]. Links or hinge arms
shall be cast or ductile iron. Holes of pivot points shall be bronze
bushed. All fasteners shall be either galvanized steel, bronze or
stainless steel.
2.4
STEEL LADDER
Steel ladder shall be provided where the depth of the storm drainage
structure exceeds 12 feet. These ladders shall be not less than 16 inches
in width, with 3/4 inch diameter rungs spaced 12 inches apart. The two
stringers shall be a minimum 3/8 inch thick and 2-1/2 inches wide. Ladders
and inserts shall be galvanized after fabrication in conformance with
ASTM A123/A123M.
DOWNSPOUT BOOTS
Boots used to connect exterior downspouts to the storm-drainage system
shall be of gray cast iron conforming to ASTM A48/A48M, Class 30B or 35B.
Shape and size shall be as indicated.
2.5
RESILIENT CONNECTORS
**************************************************************************
NOTE: Delete the requirement for resilient
connectors when a watertight connection between pipe
and manholes and inlets is not required.
**************************************************************************
Flexible, watertight connectors used for connecting pipe to manholes and
inlets shall conform to ASTM C923.
2.6
HYDROSTATIC TEST ON WATERTIGHT JOINTS
**************************************************************************
NOTE: When the quantity of pipe required for a
project is so small that the provisions for testing
and certification of watertightness of joints
appears to be economically unfeasible, such
provisions should be deleted.
**************************************************************************
2.6.1
Concrete, Clay, PVC, PE, SRPE and PP Pipe
A hydrostatic test shall be made on the watertight joint types as
proposed. Only one sample joint of each type needs testing; however, if
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the sample joint fails because of faulty design or workmanship, an
additional sample joint may be tested. During the test period, gaskets or
other jointing material shall be protected from extreme temperatures which
might adversely affect the performance of such materials. Performance
requirements for joints in reinforced and nonreinforced concrete pipe shall
conform to ASTM C990 or ASTM C443. Test requirements for joints in clay
pipe shall conform to ASTM C425. Test requirements for joints in PVC, PE,
and PP plastic pipe shall conform to ASTM D3212.
EROSION CONTROL RIPRAP
Provide nonerodible rock not exceeding 15 inches in its greatest dimension
and choked with sufficient small rocks to provide a dense mass with a
minimum thickness of [8 inches] [as indicated].
PART 3
3.1
EXECUTION
EXCAVATION FOR PIPE CULVERTS, STORM DRAINS, AND DRAINAGE STRUCTURES
**************************************************************************
NOTE: Reference should be made to other sections of
the project specifications, as applicable, or
pertinent requirements may be included in this
section.
**************************************************************************
Excavation of trenches, and for appurtenances and backfilling for culverts
and storm drains, shall be in accordance with the applicable portions of
Section 31 00 00 EARTHWORK and the requirements specified below.
3.1.1
Trenching
**************************************************************************
NOTE: Economic considerations should determine the
width of trench to be used in the design analysis
and to be specified for construction. Where it is
more economical to control trench width and thereby
use less costly pipe, the width of the trench shall
vary with the pipe diameter and should be held to a
minimum consistent with the space required for
proper installation of the pipe and the backfill at
the sides of the pipe. Where the sides of the
excavations are to be supported, proper allowance
should be made for the space occupied by the
sheeting and bracing.
**************************************************************************
The width of trenches at any point below the top of the pipe shall be not
greater than the outside diameter of the pipe plus [_____] inches to permit
satisfactory jointing and thorough tamping of the bedding material under
and around the pipe. Sheeting and bracing, where required, shall be placed
within the trench width as specified, without any overexcavation. Where
trench widths are exceeded, redesign with a resultant increase in cost of
stronger pipe or special installation procedures will be necessary. Cost
of this redesign and increased cost of pipe or installation shall be borne
by the Contractor without additional cost to the Government.
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Removal of Rock
**************************************************************************
NOTE: Unless otherwise specified, material used to
replace unstable material or rock excavation should
be compacted to a minimum density of 90 percent for
cohesive soils and 95 percent for noncohesive soils,
as determined by ASTM D1557.
**************************************************************************
Rock in either ledge or boulder formation shall be replaced with suitable
materials to provide a compacted earth cushion having a thickness between
unremoved rock and the pipe of at least 8 inches or 1/2 inch for each foot
of fill over the top of the pipe, whichever is greater, but not more than
three-fourths the nominal diameter of the pipe. Where bell-and-spigot pipe
is used, the cushion shall be maintained under the bell as well as under
the straight portion of the pipe. Rock excavation shall be as specified
and defined in Section 31 00 00 EARTHWORK.
Removal of Unstable Material
**************************************************************************
NOTE: Coordinate with preceding paragraph.
**************************************************************************
Where wet or otherwise unstable soil incapable of properly supporting the
pipe, as determined by the Contracting Officer, is unexpectedly encountered
in the bottom of a trench, such material shall be removed to the depth
required and replaced to the proper grade with select granular material,
compacted as provided in paragraph BACKFILLING. When removal of unstable
material is due to the fault or neglect of the Contractor while performing
shoring and sheeting, water removal, or other specified requirements, such
removal and replacement shall be performed at no additional cost to the
Government.
3.2
BEDDING
**************************************************************************
NOTE: It should be noted that pipe cover
requirements will be different for different types
of bedding.
**************************************************************************
The bedding surface for the pipe shall provide a firm foundation of uniform
density throughout the entire length of the pipe.
3.2.1
Concrete Pipe Requirements
When no bedding class is specified or detailed on the drawings, concrete
pipe shall be bedded in granular material minimum 4 inch in depth in
trenches with soil foundation. Depth of granular bedding in trenches with
rock foundation shall be 1/2 inch in depth per foot of depth of fill,
minimum depth of bedding shall be 8 inch up to maximum depth of 24 inches.
The middle third of the granular bedding shall be loosely placed. Bell
holes and depressions for joints shall be removed and formed so entire
barrel of pipe is uniformly supported. The bell hole and depressions for
the joints shall be not more than the length, depth, and width required for
properly making the particular type of joint.
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PLACING PIPE
**************************************************************************
NOTE: The Contractor should be required to perform
deflection testing when warranted by the scope and
size of the project.
**************************************************************************
Each pipe shall be thoroughly examined before being laid; defective or
damaged pipe shall not be used. Pipelines shall be laid to the grades and
alignment indicated. Proper facilities shall be provided for lowering
sections of pipe into trenches. Lifting lugs in vertically elongated metal
pipe shall be placed in the same vertical plane as the major axis of the
pipe. Pipe shall not be laid in water, and pipe shall not be laid when
trench conditions or weather are unsuitable for such work. Diversion of
drainage or dewatering of trenches during construction shall be provided as
necessary. Deflection of installed flexible pipe shall not exceed the
following limits:
TYPE OF PIPE
MAXIMUM ALLOWABLE
DEFLECTION (percent)
Note post installation requirements of paragraph DEFLECTION TESTING in PART
3 of this specification for all pipe products including deflection testing
requirements for flexible pipe.
3.3.1
Concrete, Clay, PVC, Ribbed PVC, Ductile Iron and Cast-Iron Pipe
Laying shall proceed upgrade with spigot ends of bell-and-spigot pipe and
tongue ends of tongue-and-groove pipe pointing in the direction of the flow.
Elliptical and Elliptical Reinforced Concrete Pipe
The manufacturer's reference lines, designating the top of the pipe, shall
be within 5 degrees of a vertical plane through the longitudinal axis of
the pipe, during placement. Damage to or misalignment of the pipe shall be
prevented in all backfilling operations.
3.3.2
Multiple Culverts
**************************************************************************
NOTE: Where encasement or other special conditions
are specified, minimum spacing as specified in this
paragraph should not apply.
**************************************************************************
Where multiple lines of pipe are installed, adjacent sides of pipe shall be
at least half the nominal pipe diameter or 3 feet apart, whichever is less.
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Jacking Pipe Through Fills
Methods of operation and installation for jacking pipe through fills shall
conform to requirements specified in Volume 1, Chapter 1, Part 4 of
AREMA Eng Man.
3.4
JOINTING
**************************************************************************
NOTE: Where watertightness is not required,
watertight and at least one other type of joint
should be included for each type of pipe required.
Where watertightness is essential, delete paragraphs
Cement-Mortar Bell-and-Spigot Joint through Plastic
Sealing Compound Joints for Tongue-and-Grooved Pipe
below.
**************************************************************************
3.4.1
3.4.1.1
Concrete and Clay Pipe
Cement-Mortar Bell-and-Spigot Joint
The first pipe shall be bedded to the established grade line, with the bell
end placed upstream. The interior surface of the bell shall be thoroughly
cleaned with a wet brush and the lower portion of the bell filled with
mortar as required to bring inner surfaces of abutting pipes flush and
even. The spigot end of each subsequent pipe shall be cleaned with a wet
brush and uniformly matched into a bell so that sections are closely
fitted. After each section is laid, the remainder of the joint shall be
filled with mortar, and a bead shall be formed around the outside of the
joint with sufficient additional mortar. If mortar is not sufficiently
stiff to prevent appreciable slump before setting, the outside of the joint
shall be wrapped or bandaged with cheesecloth to hold mortar in place.
3.4.1.2
Cement-Mortar Oakum Joint for Bell-and-Spigot Pipe
A closely twisted gasket shall be made of jute or oakum of the diameter
required to support the spigot end of the pipe at the proper grade and to
make the joint concentric. Joint packing shall be in one piece of
sufficient length to pass around the pipe and lap at top. This gasket
shall be thoroughly saturated with neat cement grout. The bell of the pipe
shall be thoroughly cleaned with a wet brush, and the gasket shall be laid
in the bell for the lower third of the circumference and covered with
mortar. The spigot of the pipe shall be thoroughly cleaned with a wet
brush, inserted in the bell, and carefully driven home. A small amount of
mortar shall be inserted in the annular space for the upper two-thirds of
the circumference. The gasket shall be lapped at the top of the pipe and
driven home in the annular space with a caulking tool. The remainder of
the annular space shall be filled completely with mortar and beveled at an
angle of approximately 45 degrees with the outside of the bell. If mortar
is not sufficiently stiff to prevent appreciable slump before setting, the
outside of the joint thus made shall be wrapped with cheesecloth. Placing
of this type of joint shall be kept at least five joints behind laying
operations.
3.4.1.3
Cement-Mortar Diaper Joint for Bell-and-Spigot Pipe
The pipe shall be centered so that the annular space is uniform. The
annular space shall be caulked with jute or oakum. Before caulking, the
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inside of the bell and the outside of the spigot shall be cleaned.
a.
Diaper Bands: Diaper bands shall consist of heavy cloth fabric to hold
grout in place at joints and shall be cut in lengths that extend
one-eighth of the circumference of pipe above the spring line on one
side of the pipe and up to the spring line on the other side of the
pipe. Longitudinal edges of fabric bands shall be rolled and stitched
around two pieces of wire. Width of fabric bands shall be such that
after fabric has been securely stitched around both edges on wires, the
wires will be uniformly spaced not less than 8 inches apart. Wires
shall be cut into lengths to pass around pipe with sufficient extra
length for the ends to be twisted at top of pipe to hold the band
securely in place; bands shall be accurately centered around lower
portion of joint.
b.
Grout: Grout shall be poured between band and pipe from the high side
of band only, until grout rises to the top of band at the spring line
of pipe, or as nearly so as possible, on the opposite side of pipe, to
ensure a thorough sealing of joint around the portion of pipe covered
by the band. Silt, slush, water, or polluted mortar grout forced up on
the lower side shall be forced out by pouring, and removed.
c.
Remainder of Joint: The remaining unfilled upper portion of the joint
shall be filled with mortar and a bead formed around the outside of
this upper portion of the joint with a sufficient amount of additional
mortar. The diaper shall be left in place. Placing of this type of
joint shall be kept at least five joints behind actual laying of pipe.
No backfilling around joints shall be done until joints have been fully
inspected and approved.
3.4.1.4
Cement-Mortar Tongue-and-Groove Joint
The first pipe shall be bedded carefully to the established grade line with
the groove upstream. A shallow excavation shall be made underneath the
pipe at the joint and filled with mortar to provide a bed for the pipe.
The grooved end of the first pipe shall be thoroughly cleaned with a wet
brush, and a layer of soft mortar applied to the lower half of the groove.
The tongue of the second pipe shall be cleaned with a wet brush; while in
horizontal position, a layer of soft mortar shall be applied to the upper
half of the tongue. The tongue end of the second pipe shall be inserted in
the grooved end of the first pipe until mortar is squeezed out on interior
and exterior surfaces. Sufficient mortar shall be used to fill the joint
completely and to form a bead on the outside.
3.4.1.5
Cement-Mortar Diaper Joint for Tongue-and-Groove Pipe
The joint shall be of the type described for cement-mortar
tongue-and-groove joint in this paragraph, except that the shallow
excavation directly beneath the joint shall not be filled with mortar until
after a gauze or cheesecloth band dipped in cement mortar has been wrapped
around the outside of the joint. The cement-mortar bead at the joint shall
be at least 1/2 inch, thick and the width of the diaper band shall be at
least 8 inches. The diaper shall be left in place. Placing of this type
of joint shall be kept at least five joints behind the actual laying of the
pipe. Backfilling around the joints shall not be done until the joints
have been fully inspected and approved.
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Plastic Sealing Compound Joints for Tongue-and-Grooved Pipe
Sealing compounds shall follow the recommendation of the particular
manufacturer in regard to special installation requirements. Surfaces to
receive lubricants, primers, or adhesives shall be dry and clean. Sealing
compounds shall be affixed to the pipe not more than 3 hours prior to
installation of the pipe, and shall be protected from the sun, blowing
dust, and other deleterious agents at all times. Sealing compounds shall
be inspected before installation of the pipe, and any loose or improperly
affixed sealing compound shall be removed and replaced. The pipe shall be
aligned with the previously installed pipe, and the joint pulled together.
If, while making the joint with mastic-type sealant, a slight protrusion of
the material is not visible along the entire inner and outer circumference
of the joint when the joint is pulled up, the pipe shall be removed and the
joint remade. After the joint is made, all inner protrusions shall be cut
off flush with the inner surface of the pipe. If non-mastic-type sealant
material is used, the "Squeeze-Out" requirement above will be waived.
3.4.1.1
Flexible Watertight Joints
Gaskets and jointing materials shall be as recommended by the particular
manufacturer in regard to use of lubricants, cements, adhesives, and other
special installation requirements. Surfaces to receive lubricants,
cements, or adhesives shall be clean and dry. Gaskets and jointing
materials shall be affixed to the pipe not more than 24 hours prior to the
installation of the pipe, and shall be protected from the sun, blowing
dust, and other deleterious agents at all times. Gaskets and jointing
materials shall be inspected before installing the pipe; any loose or
improperly affixed gaskets and jointing materials shall be removed and
replaced. The pipe shall be aligned with the previously installed pipe,
and the joint pushed home. If, while the joint is being made the gasket
becomes visibly dislocated the pipe shall be removed and the joint remade.
External Sealing Band Joint for Noncircular Pipe
Surfaces to receive sealing bands shall be dry and clean. Bands shall be
installed in accordance with manufacturer's recommendations.
3.5
DRAINAGE STRUCTURES
**************************************************************************
NOTE: Coordinate with paragraph MISCELLANEOUS
MATERIALS.
**************************************************************************
3.5.1
Manholes and Inlets
**************************************************************************
NOTE: Prepare the required paragraph or section
covering the essential requirements for reinforced
concrete inlet construction and insert the required
reference to the paragraph or section prepared to
cover these items.
Delete the requirement for flexible watertight
connectors (last sentence) when a watertight
connection between pipe and manholes and inlets is
not required.
**************************************************************************
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Construction shall be of reinforced concrete, plain concrete, brick,
precast reinforced concrete, precast concrete segmental blocks,
prefabricated corrugated metal, or bituminous coated corrugated metal;
complete with frames and covers or gratings; and with fixed galvanized
steel ladders where indicated. Pipe studs and junction chambers of
prefabricated corrugated metal manholes shall be fully bituminous-coated
and paved when the connecting branch lines are so treated. Pipe
connections to concrete manholes and inlets shall be made with flexible,
watertight connectors.
Walls and Headwalls
**************************************************************************
NOTE: Dry-stone masonry may be specified and used
for crib construction and/or sloping retaining walls
that will sustain little or no earth pressure.
**************************************************************************
Construction shall be as indicated.
3.6
STEEL LADDER INSTALLATION
Ladder shall be adequately anchored to the wall by means of steel inserts
spaced not more than 6 feet vertically, and shall be installed to provide
at least 6 inches of space between the wall and the rungs. The wall along
the line of the ladder shall be vertical for its entire length.
3.7
BACKFILLING
**************************************************************************
NOTE: The thickness of layers of backfill and the
degree of compaction required to prevent undesirable
settlement should be determined by soil conditions
and the job compaction requirements. When rigid
pipe is to be placed under high fills, the imperfect
trench method of installation may be specified.
**************************************************************************
3.7.1
Backfilling Pipe in Trenches
After the pipe has been properly bedded, selected material from excavation
or borrow, at a moisture content that will facilitate compaction, shall be
placed along both sides of pipe in layers not exceeding 6 inches in
compacted depth. The backfill shall be brought up evenly on both sides of
pipe for the full length of pipe. The fill shall be thoroughly compacted
under the haunches of the pipe. Each layer shall be thoroughly compacted
with mechanical tampers or rammers. This method of filling and compacting
shall continue until the fill has reached an elevation equal to the
midpoint (spring line) of RCP or has reached an elevation of at least 12
inches above the top of the pipe for flexible pipe. The remainder of the
trench shall be backfilled and compacted by spreading and rolling or
compacted by mechanical rammers or tampers in layers not exceeding 6[_____]
inches. Tests for density shall be made as necessary to ensure conformance
to the compaction requirements specified below. Where it is necessary, in
the opinion of the Contracting Officer, that sheeting or portions of
bracing used be left in place, the contract will be adjusted accordingly.
Untreated sheeting shall not be left in place beneath structures or
pavements.
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Backfilling Pipe in Fill Sections
For pipe placed in fill sections, backfill material and the placement and
compaction procedures shall be as specified below. The fill material shall
be uniformly spread in layers longitudinally on both sides of the pipe, not
exceeding 6 inches in compacted depth, and shall be compacted by rolling
parallel with pipe or by mechanical tamping or ramming. Prior to
commencing normal filling operations, the crown width of the fill at a
height of 12 inches above the top of the pipe shall extend a distance of
not less than twice the outside pipe diameter on each side of the pipe or
12 feet, whichever is less. After the backfill has reached at least 12
inches above the top of the pipe, the remainder of the fill shall be placed
and thoroughly compacted in layers not exceeding 6[_____] inches. Use
select granular material for this entire region of backfill for flexible
pipe installations.
3.7.3
Movement of Construction Machinery
When compacting by rolling or operating heavy equipment parallel with the
pipe, displacement of or injury to the pipe shall be avoided. Movement of
construction machinery over a culvert or storm drain at any stage of
construction shall be at the Contractor's risk. Any damaged pipe shall be
repaired or replaced.
3.7.4
Compaction
3.7.4.1
General Requirements
Cohesionless materials include gravels, gravel-sand mixtures, sands, and
gravelly sands. Cohesive materials include clayey and silty gravels,
gravel-silt mixtures, clayey and silty sands, sand-clay mixtures, clays,
silts, and very fine sands. When results of compaction tests for
moisture-density relations are recorded on graphs, cohesionless soils will
show straight lines or reverse-shaped moisture-density curves, and cohesive
soils will show normal moisture-density curves.
3.7.4.2
Minimum Density
**************************************************************************
NOTE: For culverts or storm drains installed
beneath structures (including embankments) that have
critical stability requirements or settlement
limitations, the maximum density requirements should
be increased as necessary. If only a cohesive soil
or only a cohesionless material will be used as
backfill, the inapplicable value will be deleted.
**************************************************************************
Backfill over and around the pipe and backfill around and adjacent to
drainage structures shall be compacted at the approved moisture content to
the following applicable minimum density, which will be determined as
specified below.
a.
Under airfield and heliport pavements, paved roads, streets, parking
areas, and similar-use pavements including adjacent shoulder areas, the
density shall be not less than 90 percent of maximum density for
cohesive material and 95 percent of maximum density for cohesionless
material, up to the elevation where requirements for pavement subgrade
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materials and compaction shall control.
b.
Under unpaved or turfed traffic areas, density shall not be less than
90 percent of maximum density for cohesive material and 95 percent of
maximum density for cohesionless material.
c.
Under nontraffic areas, density shall be not less than that of the
surrounding material.
3.7.5
Determination of Density
Testing is the responsibility of the Contractor and performed at no
additional cost to the Government. Testing shall be performed by an
approved commercial testing laboratory or by the Contractor subject to
approval. Tests shall be performed in sufficient number to ensure that
specified density is being obtained. Laboratory tests for moisture-density
relations shall be made in accordance with ASTM D1557 except that
mechanical tampers may be used provided the results are correlated with
those obtained with the specified hand tamper. Field density tests shall
be determined in accordance with ASTM D2167 or ASTM D6938. When ASTM D6938
is used, the calibration curves shall be checked and adjusted, if
necessary, using the sand cone method as described in paragraph Calibration
of the referenced publications. ASTM D6938 results in a wet unit weight of
soil and ASTM D6938 shall be used to determine the moisture content of the
soil. The calibration curves furnished with the moisture gauges shall be
checked along with density calibration checks as described in ASTM D6938.
Test results shall be furnished the Contracting Officer. The calibration
checks of both the density and moisture gauges shall be made at the
beginning of a job on each different type of material encountered and at
intervals as directed.
3.8
3.8.1
PIPELINE TESTING
Leakage Tests
**************************************************************************
NOTE: When the quantity of pipe required for a
project is so small that the provisions for testing
and certification of watertightness of joints
appears to be economically unfeasible, such
provisions should be deleted.
Select appropriate leakage rate.
Delete paragraph when watertight joints are not
required.
**************************************************************************
Lines shall be tested for leakage by low pressure air or water testing or
exfiltration tests, as appropriate. Low pressure air testing for concrete
pipes shall conform to ASTM C969. Testing of individual joints for leakage
by low pressure air or water shall conform to ASTM C1103. Prior to
exfiltration tests, the trench shall be backfilled up to at least the lower
half of the pipe. If required, sufficient additional backfill shall be
placed to prevent pipe movement during testing, leaving the joints
uncovered to permit inspection. Visible leaks encountered shall be
corrected regardless of leakage test results. When the water table is 2
feet or more above the top of the pipe at the upper end of the pipeline
section to be tested, infiltration shall be measured using a suitable weir
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or other device acceptable to the Contracting Officer. An exfiltration
test shall be made by filling the line to be tested with water so that a
head of at least 2 feet is provided above both the water table and the top
of the pipe at the upper end of the pipeline to be tested. The filled line
shall be allowed to stand until the pipe has reached its maximum
absorption, but not less than 4 hours. After absorption, the head shall be
reestablished. The amount of water required to maintain this water level
during a 2-hour test period shall be measured. Leakage as measured by the
exfiltration test shall not exceed [ 250 gallons per inch in diameter per
mile of pipeline per day] [ 0.2 gallons per inch in diameter per 100 feet
of pipeline per hour]. When leakage exceeds the maximum amount specified,
satisfactory correction shall be made and retesting accomplished.
3.8.2
Deflection Testing
**************************************************************************
NOTE: Delete this paragraph when no flexible piping
has been allowed for the project. Specify only when
warranted by scope or size of project or when a high
degree of watertightness is required.
Delete for all NAVFAC LANT projects.
**************************************************************************
No sooner than 30 days after completion of installation and final backfill,
an initial post installation inspection shall be accomplished. Clean or
flush all lines prior to inspection. Perform a deflection test on entire
length of installed flexible pipeline on completion of work adjacent to and
over the pipeline, including leakage tests, backfilling, placement of fill,
grading, paving, concreting, and any other superimposed loads. Deflection
of pipe in the installed pipeline under external loads shall not exceed
limits in paragraph PLACING PIPE above as percent of the average inside
diameter of pipe. Determine whether the allowable deflection has been
exceeded by use of a laser profiler or mandrel.
a.
Laser Profiler Inspection: If deflection readings in excess of the
allowable deflection of average inside diameter of pipe are obtained,
remove pipe which has excessive deflection, and replace with new pipe.
Initial post installation inspections of the pipe interior with laser
profiling equipment shall utilize low barrel distortion video equipment
for pipe sizes 48 inches or less. Use a camera with lighting suitable
to allow a clear picture of the entire periphery of the pipe interior.
Center the camera in the pipe both vertically and horizontally and be
able to pan and tilt to a 90 degree angle with the axis of the pipe
rotating 360 degrees. Use equipment to move the camera through the
pipe that will not obstruct the camera's view or interfere with proper
documentation of the pipe's condition. The video image shall be clear,
focused, and relatively free from roll static or other image distortion
qualities that would prevent the reviewer from evaluating the condition
of the pipe. For initial post installation inspections for pipe sizes
larger than 48 inches, visual inspection shall be completed of the pipe
interior.
b.
Pull-Through Device Inspection: Pass the pull-through device through
each run of pipe by pulling it by hand. If deflection readings in
excess of the allowable deflection of average inside diameter of pipe
are obtained, retest pipe by a run from the opposite direction. If
retest continues to show excess allowable deflections of the average
inside diameter of pipe, remove pipe which has excessive deflection,
URS FOR EQM
SECTION 33 40 00
Page 24
65% - 01/23/2015
REPAIR/REPLACE TAXIWAY G/G1
JBSA - RANDOLPH AFB, TEXAS
TYMX989345A
FA3002-09-D-0002 TG02
replace with new pipe, and completely retest in same manner and under
same conditions. Pull-through device: The mandrel shall be rigid,
nonadjustable having a minimum of 9 fins, including pulling rings at
each end, engraved with the nominal pipe size and mandrel outside
diameter. The mandrel shall be 5 percent less than the
certified-actual pipe diameter for Plastic Pipe, 5 percent less than
the certified-actual pipe diameter for Corrugated Steel and Aluminum
Alloy, 3 percent less than the certified-actual pipe diameter for
Concrete-Lined Corrugated Steel and Ductile Iron Culvert provided by
manufacturer. When mandrels are utilized to verify deflection of
flexible pipe products, the Government will verify the mandrel OD
through the use of proving rings that are manufactured with an opening
that is certified to be as shown above.
c.
Deflection measuring device:
Officer prior to use.
d.
Warranty period test: Pipe found to have a deflection of greater than
allowable deflection in paragraph PLACING PIPE above, just prior to end
of one-year warranty period shall be replaced with new pipe and tested
as specified for leakage and deflection. Inspect 100 percent of all
pipe systems under the travel lanes, including curb and gutter. Random
inspections of the remaining pipe system outside of the travel lanes
shall represent at least 10 percent of the total pipe footage of each
pipe size. Inspections shall be made, depending on the pipe size, with
video camera or visual observations. In addition, for flexible pipe
installations, perform deflection testing on 100 percent of all pipes
under the travel lanes, including curb and gutter, with either a laser
profiler or 9-fin mandrel. For flexible pipe, random deflection
inspections of the pipe system outside of the travel lanes shall
represent at least 10 percent of the total pipe footage of each pipe
size. When mandrels are utilized to verify deflection of flexible pipe
products during the final post installation inspection, the Government
will verify the mandrel OD through the use of proving rings.
3.8.3
Shall be approved by the Contracting
Post-Installation Inspection
Check each reinforced concrete pipe installation for joint separations,
soil migration through the joint, cracks greater than 0.01 inches,
settlement and alignment. Check each flexible pipe (HDPE, PVC, CMP, PP)
for rips, tears, joint separations, soil migration through the joint,
cracks, localized bucking, bulges, settlement and alignment.
a.
Replace pipes having cracks greater than 0.1 inches in width or
deflection greater than 5 percent deflection. An engineer shall
evaluate all pipes with cracks greater than 0.01 inches but less than
0.10 inches to determine if any remediation or repair is required. RCP
with crack width less than 0.10 inches and located in a non-corrosive
environment (pH 5.5) are generally acceptable. Repair or replace any
pipe with crack exhibiting displacement across the crack, exhibiting
bulges, creases, tears, spalls, or delamination.
b.
Reports: The deflection results and final post installation inspection
report shall include: a copy of all video taken, pipe location
identification, equipment used for inspection, inspector name,
deviation from design, grade, deviation from line, deflection and
deformation of flexible pipe systems, inspector notes, condition of
joints, condition of pipe wall (e.g. distress, cracking, wall damage
dents, bulges, creases, tears, holes, etc.).
URS FOR EQM
SECTION 33 40 00
Page 25
65% - 01/23/2015
REPAIR/REPLACE TAXIWAY G/G1
JBSA - RANDOLPH AFB, TEXAS
TYMX989345A
FA3002-09-D-0002 TG02
FIELD PAINTING
[After installation, clean cast-iron frames, covers, gratings, and steps
not buried in masonry or concrete to bare metal of mortar, rust, grease,
dirt, and other deleterious materials and apply a coat of bituminous
paint.] [After installation, clean steel covers and steel or concrete
frames not buried in masonry or concrete to bare metal of mortar, dirt,
grease, and other deleterious materials. Apply a coat of primer, [_____],
to a minimum dry film thickness of [_____] mil; and apply a top coat,
[_____] to a minimum dry film thickness of [_____] mils, color optional.
Painting shall conform to Section 09 90 00 PAINTS AND COATINGS.] Do not
paint surfaces subject to abrasion.
-- End of Section --
URS FOR EQM
SECTION 33 40 00
Page 26
65% - 01/23/2015
CONTRACT NO.
SUBMITTAL REGISTER
TITLE AND LOCATION
FA3002-09-D-0002
CONTRACTOR
Repair/Replace Taxiway G/G1
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ITEM SUBMITTED
P
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A
G#
R
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P
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(b)
(c)
(d)
(e)
01 33 00
02 41 00
03 30 53
SUBMITTAL FORM,Jan 96
DESCRIPTION
SD-01 Preconstruction Submittals
Submittal Register
SD-01 Preconstruction Submittals
Existing Conditions
SD-07 Certificates
Demolition Plan
Notification
SD-11 Closeout Submittals
Receipts
SD-02 Shop Drawings
Installation Drawings
SD-03 Product Data
Air-Entraining Admixture
Water-Reducing or Retarding
Admixture
Curing Materials
Batching and Mixing Equipment
Conveying and Placing Concrete
Formwork
Mix Design Data
Ready-Mix Concrete
Curing Compound
Reinforcing Steel
SD-06 Test Reports
Aggregates
Concrete Mixture Proportions
C
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A
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1.11
G
1.2.1
1.7
G
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1.5
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CONTRACTOR
ACTION
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1.7
CONTRACTOR:
SCHEDULE DATES
G
O
V
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SUBMIT
(g)
APPROVAL MATERIAL
NEEDED
NEEDED
BY
BY
(h)
(i)
APPROVING AUTHORITY
A
C
T
I
O
N
DATE FWD
TO APPR
AUTH/
C
O
D
E
DATE
OF
ACTION
(j)
(k)
DATE RCD DATE FWD DATE RCD
FROM
TO OTHER FROM OTH
CONTR REVIEWER REVIEWER
(l)
(m)
(n)
MAILED
TO
CONTR/
C
O
D
E
DATE
OF
ACTION
DATE RCD
FRM APPR
AUTH
REMARKS
(o)
(p)
(q)
(r)
2.2.3.1
2.2.3.2
2.2.8
3.1.3.3
3.2
2.2.6
2.3
2.3
2.4.1
2.2.2
2.1.3
G
G
PREVIOUS EDITION IS OBSOLETE
PAGE 1 OF 7 PAGES
CONTRACT NO.
SUBMITTAL REGISTER
TITLE AND LOCATION
FA3002-09-D-0002
CONTRACTOR
Repair/Replace Taxiway G/G1
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(b)
(c)
(d)
(e)
03 30 53
DESCRIPTION
Compressive Strength Testing
Slump
Air Content
Water
SD-07 Certificates
Cementitious Materials
Pozzolan
Aggregates
SD-08 Manufacturer’s Instructions
Curing Compound
03 40 00.00 10 SD-01 Preconstruction Submittals
Quality Control Procedures
SD-02 Shop Drawings
Standard Precast Units
Custom-Made Precast Units
SD-03 Product Data
Standard Precast Units
Proprietary Precast Units
Embedded Items
Accessories
SD-05 Design Data
Design Calculations
Concrete Mix Proportions
SD-06 Test Reports
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SUBMITTAL FORM,Jan 96
3.8.3
3.8.3
3.8.3
2.2.4
CONTRACTOR:
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(f)
SUBMIT
(g)
APPROVAL MATERIAL
NEEDED
NEEDED
BY
BY
(h)
(i)
APPROVING AUTHORITY
A
C
T
I
O
N
DATE FWD
TO APPR
AUTH/
C
O
D
E
DATE
OF
ACTION
(j)
(k)
DATE RCD DATE FWD DATE RCD
FROM
TO OTHER FROM OTH
CONTR REVIEWER REVIEWER
(l)
(m)
(n)
MAILED
TO
CONTR/
C
O
D
E
DATE
OF
ACTION
DATE RCD
FRM APPR
AUTH
REMARKS
(o)
(p)
(q)
(r)
G
G
2.2.1
2.2.2
2.4.1
1.4.2.2
1.2.1
1.2.2
G
G
1.2.1
1.2.3
3.1.3
2.1.10
1.2.2
1.2.5.1
1.4.2.4
PREVIOUS EDITION IS OBSOLETE
PAGE 2 OF 7 PAGES
CONTRACT NO.
SUBMITTAL REGISTER
TITLE AND LOCATION
FA3002-09-D-0002
CONTRACTOR
Repair/Replace Taxiway G/G1
A
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(b)
(c)
(d)
(e)
DESCRIPTION
03 40 00.00 10 Quality Control Procedures
31 00 00
SD-03 Product Data
Utilization of Excavated Materials
Rock Excavation
Opening of any Excavation or
Borrow Pit
Shoulder Construction
SD-06 Test Reports
Testing
Borrow Site Testing
SD-07 Certificates
Testing
32 01 13
SD-03 Product Data
Waybills and Delivery Tickets
Equipment List
Inspection Reports
SD-04 Samples
Bituminous Materials
Fog Seal
SD-06 Test Reports
Tests
32 01 19
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Manufacturer's
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SD-04 Samples
SUBMITTAL FORM,Jan 96
CONTRACTOR:
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ACTION
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(f)
SUBMIT
(g)
APPROVAL MATERIAL
NEEDED
NEEDED
BY
BY
(h)
(i)
APPROVING AUTHORITY
A
C
T
I
O
N
DATE FWD
TO APPR
AUTH/
C
O
D
E
DATE
OF
ACTION
(j)
(k)
DATE RCD DATE FWD DATE RCD
FROM
TO OTHER FROM OTH
CONTR REVIEWER REVIEWER
(l)
(m)
(n)
MAILED
TO
CONTR/
C
O
D
E
DATE
OF
ACTION
DATE RCD
FRM APPR
AUTH
REMARKS
(o)
(p)
(q)
(r)
1.4.2.2
3.8
1.6.1.2
3.4
G
3.13
3.16
2.1
3.16
1.1.3
1.3.1
3.2.3
1.5.2
2.1
G
G
3.1
PREVIOUS EDITION IS OBSOLETE
PAGE 3 OF 7 PAGES
CONTRACT NO.
SUBMITTAL REGISTER
TITLE AND LOCATION
FA3002-09-D-0002
CONTRACTOR
Repair/Replace Taxiway G/G1
A
C
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ITEM SUBMITTED
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(b)
(c)
(d)
(e)
32 01 19
32 11 23
32 11 33
SUBMITTAL FORM,Jan 96
DESCRIPTION
Materials
SD-06 Test Reports
Certified copies of the test reports
SD-03 Product Data
Plant, Equipment, and Tools
Waybills and Delivery Tickets
SD-06 Test Reports
Sampling and Testing
Field Density Tests
SD-04 Samples
Rigid pavement base course
SD-05 Design Data
Mix design
Job-mix formula
SD-06 Test Reports
plasticity index
plasticity index
Sieve analysis
Compressive strength
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weight loss
moisture-density
Liquid limit
Sieve analysis of combined
material
C
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CONTRACTOR
ACTION
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1.4.1
CONTRACTOR:
SCHEDULE DATES
G
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SUBMIT
(g)
APPROVAL MATERIAL
NEEDED
NEEDED
BY
BY
(h)
(i)
APPROVING AUTHORITY
A
C
T
I
O
N
DATE FWD
TO APPR
AUTH/
C
O
D
E
DATE
OF
ACTION
(j)
(k)
DATE RCD DATE FWD DATE RCD
FROM
TO OTHER FROM OTH
CONTR REVIEWER REVIEWER
(l)
(m)
(n)
MAILED
TO
CONTR/
C
O
D
E
DATE
OF
ACTION
DATE RCD
FRM APPR
AUTH
REMARKS
(o)
(p)
(q)
(r)
2.1
1.1.4
1.5
1.5.2.4
G
G
2.2.1.1
2.5
2.5
3.7.2.1
3.7.2.1
2.4.1
2.4.1
2.4.3
2.5
3.7.2.1
3.7.2.1
PREVIOUS EDITION IS OBSOLETE
PAGE 4 OF 7 PAGES
CONTRACT NO.
SUBMITTAL REGISTER
TITLE AND LOCATION
FA3002-09-D-0002
CONTRACTOR
Repair/Replace Taxiway G/G1
A
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T
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A
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ITEM SUBMITTED
P
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G#
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P
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(b)
(c)
(d)
(e)
32 11 33
32 12 10
32 12 17
SUBMITTAL FORM,Jan 96
DESCRIPTION
Optimum moisture content and
maximum density
SD-07 Certificates
cement
Location of aggregate source
Method
Construction equipment list
SD-03 Product Data
Waybills and Delivery Tickets
SD-06 Test Reports
Sampling and Testing
SD-05 Design Data
Job-mix formula
ASPHALT CEMENT BINDER
MIX DESIGN
SD-06 Test Reports
Specific gravity test of asphalt
Coarse aggregate tests
Weight of slag test
Percent of crushed pieces in
gravel
Fine aggregate tests
Specific gravity of mineral filler
Bituminous mixture tests
Aggregates tests
Bituminous mix tests
CONTRACTOR:
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CONTRACTOR
ACTION
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A
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A
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V
W
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(f)
SUBMIT
(g)
APPROVAL MATERIAL
NEEDED
NEEDED
BY
BY
(h)
(i)
APPROVING AUTHORITY
A
C
T
I
O
N
DATE FWD
TO APPR
AUTH/
C
O
D
E
DATE
OF
ACTION
(j)
(k)
DATE RCD DATE FWD DATE RCD
FROM
TO OTHER FROM OTH
CONTR REVIEWER REVIEWER
(l)
(m)
(n)
MAILED
TO
CONTR/
C
O
D
E
DATE
OF
ACTION
DATE RCD
FRM APPR
AUTH
REMARKS
(o)
(p)
(q)
(r)
3.7.2.6
2.1
1.5.1
1.5.1
1.5.1
1.1.3
3.7
1.3.2
2.2
2.3
2.5.1
2.5.1
2.5.1
2.5.1
2.5.1
2.5.1
2.5.1
3.5.2.1
3.5.2.2
PREVIOUS EDITION IS OBSOLETE
PAGE 5 OF 7 PAGES
CONTRACT NO.
SUBMITTAL REGISTER
TITLE AND LOCATION
FA3002-09-D-0002
CONTRACTOR
Repair/Replace Taxiway G/G1
A
C
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A
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ITEM SUBMITTED
P
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A
G#
R
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P
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(b)
(c)
(d)
(e)
32 12 17
32 13 11
DESCRIPTION
Pavement courses
SD-03 Product Data
Equipment
Proposed Techniques
Dowels
Dowel Bar Assemblies
SD-05 Design Data
Proportioning Studies
SD-06 Test Reports
Sampling and Testing
SD-07 Certificates
Contractor Quality Control Staff
Laboratory Accreditation
NRMCA Certificate of
Conformance
Commercial Laboratory
32 17 24.00 10 SD-03 Product Data
Equipment
Composition Requirements
Qualifications
SD-06 Test Reports
Sampling and Testing
SD-07 Certificates
Volatile Organic Compound
(VOC)
32 92 19
SD-03 Product Data
SUBMITTAL FORM,Jan 96
CONTRACTOR:
SCHEDULE DATES
G
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CONTRACTOR
ACTION
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A
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A
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(f)
SUBMIT
(g)
APPROVAL MATERIAL
NEEDED
NEEDED
BY
BY
(h)
(i)
APPROVING AUTHORITY
A
C
T
I
O
N
DATE FWD
TO APPR
AUTH/
C
O
D
E
DATE
OF
ACTION
(j)
(k)
DATE RCD DATE FWD DATE RCD
FROM
TO OTHER FROM OTH
CONTR REVIEWER REVIEWER
(l)
(m)
(n)
MAILED
TO
CONTR/
C
O
D
E
DATE
OF
ACTION
DATE RCD
FRM APPR
AUTH
REMARKS
(o)
(p)
(q)
(r)
3.5.2.3
2.10
3.1.2
2.8.1
2.8.2
G
G
G
2.12.2
G ED
1.3.4
G ED
1.5.1
1.5.3
2.10
G ED
G ED
G ED
1.5.3
G ED
1.3
G
1.5.1
2.3
PREVIOUS EDITION IS OBSOLETE
PAGE 6 OF 7 PAGES
CONTRACT NO.
SUBMITTAL REGISTER
TITLE AND LOCATION
FA3002-09-D-0002
CONTRACTOR
Repair/Replace Taxiway G/G1
A
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(b)
(c)
(d)
(e)
32 92 19
33 40 00
SUBMITTAL FORM,Jan 96
DESCRIPTION
Wood cellulose fiber mulch
Fertilizer
SD-06 Test Reports
Topsoil composition tests
SD-07 Certificates
seed
SD-08 Manufacturer’s Instructions
Erosion Control Materials
SD-03 Product Data
Placing Pipe
SD-04 Samples
Pipe for Culverts and Storm
Drains
SD-07 Certificates
Resin Certification
Pipeline Testing
Hydrostatic Test on Watertight
Joints
Determination of Density
Frame and Cover for Gratings
CONTRACTOR:
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SUBMIT
(g)
APPROVAL MATERIAL
NEEDED
NEEDED
BY
BY
(h)
(i)
APPROVING AUTHORITY
A
C
T
I
O
N
DATE FWD
TO APPR
AUTH/
C
O
D
E
DATE
OF
ACTION
(j)
(k)
DATE RCD DATE FWD DATE RCD
FROM
TO OTHER FROM OTH
CONTR REVIEWER REVIEWER
(l)
(m)
(n)
MAILED
TO
CONTR/
C
O
D
E
DATE
OF
ACTION
DATE RCD
FRM APPR
AUTH
REMARKS
(o)
(p)
(q)
(r)
2.3.1
2.2.3
2.1
2.5
3.3
2.1
3.8
2.6
3.7.5
2.3.6
PREVIOUS EDITION IS OBSOLETE
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