USACE / NAVFAC / AFCESA / NASA UFGS-32 13 13.06 (August 2008)
------------------------------
Preparing Activity: NAVFAC Superseding
UFGS-32 13 13.06 (July 2006)
UNIFIED FACILITIES GUIDE SPECIFICATIONS
References are in agreement with UMRL dated January 2009
SECTION 32 13 13.06
[PERVIOUS] PORTLAND CEMENT CONCRETE PAVEMENT FOR ROADS AND SITE FACILITIES
08/08
NOTE: This guide specification covers the requirements for pervious and impervious
small portland cement concrete paving jobs such as roads, streets, sidewalks,
and parking lots.
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 and suggestions on this guide specification are welcome and should
be directed to the technical proponent of the specification. A listing of technical
proponents, including their organization designation and telephone number, is
on the Internet.
Recommended changes to a UFGS should be submitted as a Criteria Change Request
(CCR).
NOTE: The extent and location of the work to be accomplished should be indicated
on the project drawings, or included in the project specifications. Precast
structural concrete and portland cement pavements for airports are not included
in this specifications.
Porous PCCP should not be used in areas with extensive winter maintenance and
in areas where high wind is common (material can be wind blown and clog the
pavement pores). Additionally, this pavement should not be used where there
is heavy truck traffic.
PART 1 GENERAL
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.
[ACI INTERNATIONAL (ACI)ACI 211.1(1991; R 2002) Standard Practice for Selecting Proportions for Normal, Heavyweight, and Mass ConcreteACI 301(2005; Errata 2008) Specifications for Structural ConcreteACI 305R(1999; Errata 2006) Hot Weather ConcretingACI 306.1(1990; R 2002) Standard Specification for Cold Weather Concreting][ASTM INTERNATIONAL (ASTM)ASTM A 184/A 184M(2006) Standard Specification for Fabricated Deformed Steel Bar Mats for Concrete ReinforcementASTM A 615/A 615M(2008b) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete ReinforcementASTM A 775/A 775M(2007b) Standard Specification for Epoxy-Coated Steel Reinforcing BarsASTM A 966/A 966M(2008) Standard Test Method for Magnetic Particle Examination of Steel Forgings Using Alternating CurrentASTM C 1077(2008) Standard Practice for Laboratories Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Laboratory EvaluationASTM C 1260(2007) Standard Test Method for Potential Alkali Reactivity of Aggregates (Mortar-Bar Method)ASTM C 143/C 143M(2008) Standard Test Method for Slump of Hydraulic-Cement ConcreteASTM C 150(2007) Standard Specification for Portland CementASTM C 171(2007) Standard Specification for Sheet Materials for Curing ConcreteASTM C 172(2008) Standard Practice for Sampling Freshly Mixed ConcreteASTM C 231(2008c) Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure MethodASTM C 260(2006) Standard Specification for Air-Entraining Admixtures for ConcreteASTM C 309(2007) Standard Specification for Liquid Membrane-Forming Compounds for Curing ConcreteASTM C 31/C 31M(2008a) Standard Practice for Making and Curing Concrete Test Specimens in the FieldASTM C 33(2007) Standard Specification for Concrete AggregatesASTM C 494/C 494M(2008a) Standard Specification for Chemical Admixtures for ConcreteASTM C 595(2008) Standard Specification for Blended Hydraulic CementsASTM C 618(2008a) Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in ConcreteASTM C 78(2008) Standard Test Method for Flexural Strength of Concrete (Using Simple Beam with Third-Point Loading)ASTM C 94/C 94M(2007) Standard Specification for Ready-Mixed ConcreteASTM C 989(2006) Standard Specification for Ground Granulated Blast-Furnace Slag for Use in Concrete and MortarsASTM D 6270(2008) Use of Scrap Tires in Civil Engineering Applications][U.S. GENERAL SERVICES ADMINISTRATION (GSA)FS L-C-530(Rev C) Coating, Pipe, Thermoplastic Resin]1.2 RELATED SECTIONS
NOTE: Pervious pavement systems shall be installed in areas with gently sloping
or flat ground, light traffic, limited heavy truck use, and where pavements
will not receive snow and ice treatments (salt, sand, or chemical). Consult
manufacturer's recommendations for cold regions, arid regions, and regions with
high wind erosion. Parking lots are generally good pervious pavement applications.
Installing pervious pavement systems contributes to the following LEED credit:
SS6.
Pervious pavement systems shall use Section 32 11 16.16 [BASE COURSE FOR RIGID] [AND SUBBASE COURSE FOR FLEXIBLE]
[SUBBASE COURSE FOR PERVIOUS] PAVING 32 11 24 GRADED CRUSHED AGGREGATE BASE COURSE FOR PERVIOUS PAVEMENT, in
addition to this section.
1.3 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
Quality Control 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. 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 projects.
Submittal items not designated with a "G" are considered as being for information
only for Army projects and for Contractor Quality Control approval for Navy
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.] The following shall
be submitted in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:
SD-03 Product Data
Curing materials
Admixtures
Dowel
[Reinforcement]
Submit a complete list of materials including type, brand and applicable reference specifications.
Cementitious Materials; (LEED)
Aggregate; (LEED)
Submit documentation indicating percentage of post-industrial and post-consumer recycled content
per unit of product. Indicate relative dollar value of recycled content products to total dollar
value of products included in project.
[Local/Regional Materials; (LEED)
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.]
[Albedo; (LEED)
Provide information identifying the reflectance of the pavement.]
SD-04 Samples
[Field-Constructed Mockup]
SD-05 Design Data
Concrete mix design
Thirty days minimum prior to concrete placement, submit a mix design, with applicable tests,
for each strength and type of concrete for approval. Submit a complete list of materials including
type; brand; source and amount of cement, fly ash, slag, and admixtures; and applicable reference
specifications. Provide mix proportion data using at least three different water-cement ratios
for each type of mixture, which will produce a range of strength encompassing those required
for each class and type of concrete required. Submittal shall clearly indicate where each mix
design will be used when more than one mix design is submitted. Obtain acknowledgement of approvals
prior to concrete placement. Submit a new mix design for each material source change.
SD-06 Test Reports
Aggregate tests
Concrete slump tests
Air content tests
Flexural strength tests
[Cementitious materials]
SD-07 Certificates
Ready-mixed concrete plant
Batch tickets
Cementitious materials
SD-11 Closeout Submittals
[Local/Regional Materials; (LEED)
LEED documentation relative to local/regional materials credit in accordance with LEED Reference
Guide. Include in LEED Documentation Notebook.]
Cementitious Materials; (LEED)
Aggregate; (LEED)
LEED documentation relative to recycled content credit in accordance with LEED Reference Guide.
Include in LEED Documentation Notebook.
Albedo; (LEED)
LEED documentation relative to heat island effect - non-roof credit in accordance with LEED
Reference Guide. Include in LEED Documentation Notebook.
1.4 DELIVERY, STORAGE, AND HANDLING
ASTM C 94/C 94M.
1.5 QUALITY ASSURANCE
1.5.1 Ready-mixed Concrete Plant Certification
Provide documentation that the ready-mix plant is certified by the National Ready-Mix Concrete Association (NRMCA).
1.5.2 Required Information
Submit copies of laboratory test reports showing that the mix has been successfully tested to produce concrete
with the properties specified and that mix will be suitable for the job conditions. The laboratory test reports
shall include mill test and all other test for cementitious materials, aggregates, and admixtures. Provide maximum
nominal aggregate size, gradation analysis, percentage retained and passing sieve, and a graph of percentage
retained verses sieve size. Test reports shall be submitted along with the concrete mix design. Sampling and
testing of materials, concrete mix design, sampling and testing in the field shall be performed by a commercial
testing laboratory which conforms to ASTM C 1077. The laboratory shall be approved in writing by the Government.
1.5.3 Batch Tickets
ASTM C 94/C 94M. Submit mandatory batch ticket information for each load of ready-mixed concrete.
1.5.4 Field-Constructed Mockup
NOTE: Mockup and other permeability and pervious pavement requirements in this
section are required only for pervious pavements. Pervious pavement (porous
pavement, permeable pavement) is a porous surface with an underlying stone reservoir
to temporarily store surface runoff before it infiltrates into the subsoil.
This porous surface replaces traditional pavement, allowing parking lot storm
water to infiltrate directly and receive water quality treatment. Pervious
asphalt and concrete appear to be the same as traditional pavement from the
surface, but are manufactured without "fine" materials, and incorporate void
spaces to allow infiltration.
[Install minimum 21 square meters225 square feet to demonstrate typical joints, surface finish, texture, color,
permeability, and standard of workmanship. When Contracting Officer determines that mockup does not meet requirements,
demolish and remove it from the site and install another until the mockup is accepted. Keep accepted mockup
undisturbed during construction as a standard for judging completed paving. Accepted mockup may be incorporated
into final work when approved by Contracting Officer.]
1.6 SUSTAINABLE DESIGN REQUIREMENTS
1.6.1 Local/Regional Materials
NOTE: Using local materials can help minimize transportation impacts, including
fossil fuel consumption, air pollution, and labor. Using materials harvested
and manufactured within a 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. First option shall
not be used for USACE projects. Army projects shall include second option only
if pursuing this LEED credit.
[Use materials or products extracted, harvested, or recovered, as well as manufactured, within a [500][_____]
mile [800][_____] kilometer 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. Pavement materials
may be locally available.]
PART 2 PRODUCTS
2.1 MATERIALS
2.1.1 Cementitious Materials
NOTE: ASTM C 595MASTM C 595 covers four kinds of blended hydraulic cements.
The four types are as follows:
1. Portland Blast - Furnace Slag Cement (Type IS).
2. Portland - Pozzolan Cement (Types IP and P).
3. Slag Cement (Type S).
4. Pozzolan - Modified Portland Cement (Type I (PM).
For sulfate resistance consider using types IS (MS) or IP (MS), II, and V.
Types IS-A, IP-A, PA, SA, and PM-A are air-entrained cements but should not
be specified because of inability to control air content and lack of uniformity.
Type S cement should not be used when special characteristics (including control
of alkali-silica reaction problems) are desired.
NOTE: Cement is 10 to 15 percent of concrete, but is more energy intensive
than the other constituents. Use the minimum amount of cement required for
a project to produce quality concrete. Fly ash is not commonly used as a replacement
for portland cement at the 40 percent level and needs to be tested extensively
for compatibility and performance if used in this manner. Include the last
sentence of the following paragraph if fly ash replaces 40 percent of portland
cement. Concrete and cement are EPA designated products for recycled content.
See Section 01670 RECYCLED/RECOVERED MATERIALS and include minimum recycled
content options unless designer determines that justification for non-use exists.
Designer must verify suitability, availability and adequate competition (including
verification of bracketed percentages included in this guide specification)
before specifying products meeting EPA minimum recycled content.
Use of materials with recycled content, calculated on the basis of post-industrial
and post-consumer percentage content, contributes to the following LEED credit:
MR4. Coordinate with Section 01 33 29 LEED(tm) DOCUMENTATION. Designer must
verify suitability, availability and adequate competition (including verification
of bracketed percentages included in this guide specification) before specifying
product recycled content requirements. Use second option if Contractor is choosing
recycled content products in accordance with Section 01 33 29 LEED(tm) DOCUMENTATION.
Army projects shall specify recycled content exceeding EPA requirements only
if pursuing this LEED credit.
Cementitious materials in concrete mix shall be 50 percent non-portland cement pozzolanic materials by weight.
[Provide test data demonstrating compatibility and performance of concrete satisfactory to Contracting Officer.]
2.1.1.1 Cement
ASTM C 150, Type I or II [III, for high early concrete] [or V] [or ASTM C 595, Type IS, IP, or P] with maximum
alkali content of 0.60%. Cement certificate shall include test results in accordance with ASTM C 150, including
equivalent alkalies indicated in the Supplementary Optional Chemical Requirements.
NOTE: A maximum alkali content of 0.40% is more desirable and should be used
where available, but is not required.
2.1.1.2 Fly Ash and Pozzolan
NOTE: Fly ash, pozzolan, and slag cement may produce uneven discoloration of
the concrete during the early stages of construction, depending upon the type
of curing provided. Fly ash or pozzolan meeting the specified test results,
which are more stringent than ASTM C 618, should provide acceptable end results.
ASTM C 618, Type F, except that the maximum allowable loss on ignition shall be 6%, maximum available alkalies
content shall be 1.5%, and maximum calcium oxide (CaO) content 8%. Fly ash certificates shall include test results
in accordance with ASTM C 618, including available alkalies indicated in the Supplementary Optional Chemical
Requirements.
NOTE: A maximum calcium oxide content of 2% is more desirable but not required.
2.1.1.3 Slag
ASTM C 989, Ground Granulated Blast Furnace Slag (GGBFS), Grade 100 or 120. Certificates shall include test
results in accordance with ASTM C 989.
NOTE: GGBFS Grade 120 is more desirable but Grade 100 is allowed.
2.1.2 Water
ASTM C 94/C 94M, fresh, clean, and potable.
2.1.3 Aggregate
Use of materials with recycled content, calculated on the basis of post-industrial
and post-consumer percentage content, contributes to the following LEED credit:
MR4. Coordinate with Section 01 33 29 LEED(tm) DOCUMENTATION. Designer must
verify suitability, availability and adequate competition (including verification
of bracketed percentages included in this guide specification) before specifying
product recycled content requirements. Use second option if Contractor is choosing
recycled content products in accordance with Section 01 33 29 LEED(tm) DOCUMENTATION.
Army projects shall specify recycled content only if pursuing this LEED credit.
[Aggregate shall contain a minimum of [5][10][_____] percent post-consumer recycled content, or a minimum of
[20][40][_____] percent post-industrial recycled content.][See Section 01 33 29 LEED(tm) DOCUMENTATION for cumulative
total recycled content requirements. Aggregate may contain post-consumer or post-industrial recycled content.]
2.1.3.1 Alkali Reactivity Test
NOTE: While not wholly conclusive, petrographic examination (ASTM C 295) and
the Chemical Test Method (ASTM C 28/c 28M9) are valuable indicators. However,
chemical test results may not be correct for aggregates containing carbonates
of calcium, magnesium or ferrous iron, such as calcite, dolomite, magnesite
or siderite; or silicates of magnesium such as serpentine. The Concrete Prism
Test (ASTM C 1293) is also a valuable indicator. However, none of the methods
above constitutes a substitute for the modified ASTM C 1260.
NOTE: The most important rocks and mineral known to be deleteriously reactive
with the alkalies in Portland cement are listed in ASTM C 33 (and ASTM C 294).
However, this list is not inclusive, and particles having a glassy or micro-crystalline
structure should be considered suspect. Reactive aggregates are widespread in
the United States, being especially common in the western half and southeastern
portions. However, generalizations concerning area distribution of reactive
aggregates should not be relied upon for important work. Contract documents
for important concrete projects should include provisions for preventing such
aggregate being used, if possible, or requiring their use exclusively with low-alkali
cements, suitable blended cements, or pozzolanic admixtures as available and
as required to avoid deleterious effects on the concrete.
Aggregates to be used in all concrete shall be evaluated and tested by the Contractor for alkali-aggregate reactivity
in accordance with ASTM C 1260. The types of aggregates shall be evaluated in a combination which matches the
contractors' proposed mix design (including Class F fly ash or GGBF slag), utilizing the modified version of
ASTM C 1260. Test results of the combination shall have a measured expansion of less than 0.08 percent at 16
days. Should the test data indicate an expansion of greater than 0.08%, the aggregate(s) shall be rejected and
the contractor shall submit new aggregate sources for retesting or may submit additional test results incorporating
Lithium Nitrate for consideration.
ASTM C 1260 shall be modified as follows to include one of the following options:
a. Utilize the contractor's proposed low alkali Portland cement and Class F fly ash in combination
for the test proportioning. The laboratory shall use the contractor's proposed percentage of
cement and fly ash.
b. Utilize the contractor's proposed low alkali Portland cement and ground granulated blast
furnace (GGBF) slag in combination for the test proportioning. The laboratory shall use the
contractor's proposed percentage of cement and GGBF.
c. Utilize the contractor's proposed low alkali Portland cement and Class F fly ash and ground
granulated blast furnace (GGBF) slag in combination for the test proportioning. The laboratory
shall use the contractor's proposed percentage of cement, fly ash and GGBF.
NOTE: It is recommended that the various types of aggregates also be evaluated
separately, in accordance with the original ASTM C 1260, to ascertain the specific
reactivity of each aggregate.
2.1.3.2 Fine Aggregates
ASTM C 33.
2.1.3.3 Coarse Aggregates
NOTE: Use the maximum nominal size aggregate. No. 67 20 mm to No. 4.75 mm
sieve 3/4 inch to No. 4 sieve or No. 57 25.0 mm to 4.75 mm sieve one inch to
No. 4 sieve are typical. Use the largest aggregate size which will accomodate
rebar spacing and form spacing as per ACI. Allow No. 467 37.5 mm to 4.75 mm
1 1/2 inch to No. 4 sieve when ACI clearance requirements are meet, especially
for concrete slabs and pavements without rebar. Maximum aggregate size should
not exceed:
1. 1/5 the dimension of nonreinforced members.
2. 3/4 the clear spacing between reinforcing bars or between reinforcing bars
and forms.
3. 1/3 the depth of nonreinforced slabs on the ground.
ASTM C 33.
2.1.3.4 Tire Aggregate
Comply with ASTM D 6270, [Class I Fill][Class II Fill].
2.1.4 Admixtures
ASTM C 494/C 494M: Type A, water reducing; Type B, retarding; Type C, accelerating; Type D, water-reducing and
retarding; and Type E, water-reducing and accelerating admixture. Do not use calcium chloride admixtures. Where
not shown or specified, the use of admixtures is subject to written approval of the Contracting Officer.
ASTM C 260: Air-entraining.
2.1.5 Reinforcement
2.1.5.1 Dowel Bars
Bars shall conform to ASTM A 615/A 615M, [Grade 300] [Grade 420] [Grade 40] [Grade 60] for plain billet-steel
bars of the size and length indicated. Remove all burrs and projections from the bars.
2.1.5.2 Coated Dowel Bars
Bars shall conform to ASTM A 615/A 615M, [Grade 300] [Grade 420] [Grade 40] [Grade 60] for plain billet-steel
bars of the size and length indicated. Remove all burrs or projections from the dowel bars. Coating system
shall conform to FS L-C-530, Type 2. Coat the bars with a double coat system or an epoxy coating system for
resistance to penetration of oil and salt solutions. The systems shall be in accordance with manufacturer's
recommendation for coatings which are not bondable to concrete. Bond the coating to the dowel bar to resist
laps or folds during movement of the joint. Coating thickness shall be 0.175 mm 7 mils minimum and 0.5 mm 20
mils maximum.
2.1.5.3 Tie Bars
Bars shall be billet or axle steel deformed bars and conform to ASTM A 615/A 615M or ASTM A 966/A 966M [Grade
300] [Grade 420] [Grade 40] [Grade 60]. [Epoxy coated in accordance with ASTM A 775/A 775M.]
[2.1.5.4 Reinforcement
Deformed steel bar mats shall conform to ASTM A 184/A 184M. Bar reinforcement shall conform to [ASTM A 615/A 615M
] [ASTM A 966/A 966M], [Grade 300] [Grade 420] [Grade 40] [Grade 60].
]2.1.6 Curing Materials
2.1.6.1 White-Burlap-Polyethylene Sheet
ASTM C 171, 0.10 mm0.004 inch thick white opaque polyethylene bonded to 0.31 kg per meter10 oz/linear yard (1.0
meter)(40 inch) wide burlap.
2.1.6.2 Liquid Membrane-Forming Compound
ASTM C 309, white pigmented, Type 2, Class B, free of paraffin or petroleum.
[2.1.6.3 Liquid Chemical Sealer-Hardener Compound
Compound shall be magnesium fluosilicate which when mixed with water seals and hardens the surface of the concrete.
Do not use on exterior slabs exposed to freezing conditions. Compound shall not reduce the adhesion of resilient
flooring, tile, paint, roofing, waterproofing, or other material applied to concrete.
]2.1.7 Joint Fillers and Sealants
Provide 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]. [New joints shall match existing alignment.]
[2.1.8 Edge Restraints
Edge restraints for pervious systems shall be [concrete][_____].
]2.2 CONCRETE PAVEMENT
2.2.1 Albedo
NOTE: The urban heat island effect forms as vegetation is replaced by low reflectivity
materials such as dark colored paving. These surfaces absorb - rather than
reflect - the sun's heat, causing surface temperatures and urban ambient temperatures
to be 1 to 6 degrees C2 to 10 degrees F hotter than surrounding rural areas.
Using high-albedo materials contributes to the following LEED credit: SS7.
Coordinate with Section 01 33 29 LEED(tm) DOCUMENTATION. Army projects shall
specify bracketed LEED option only if pursuing this LEED credit.
[Installed system shall have a minimum solar reflectance of 0.3.][ Installed system must meet the requirements
of LEED heat island effect non-roof credit.]
[2.2.2 Permeability
Installed system shall have a minimum permeability rate of [60][_____] percent.
]2.3 CONTRACTOR-FURNISHED MIX DESIGN
NOTE: The 3.79 MPa 550 psi flexural strength specified in paragraph entitled
"Flexural Tests" is based on 4.48 MPa 650 psi flexural strength, 35 MPa 5,000
psi compressive strength, specified in paragraph entitled "CONTRACTOR-FURNISHED
MIX DESIGN." If other flexural strength is specified in paragraph entitled
"CONTRACTOR-FURNISHED MIX DESIGN," modify paragraph entitled "Flexural Tests."
See Section 02751, "Reinforced Cement Concrete Pavement for Roads and Airfields"
for further information.
NOTE: This specification is based on a flexural strength basis. For small
jobs 75 cubic meters or less 100 cubic yards or less, compressive strength may
be used. In that case modify these paragraphs to reflect a compressive strength
basis.
NOTE: Allowable Air Content: Select 5 percent air content for maximum aggregate
size of 37.5 or 50 mm 1 1/2 or 2 inches, and 6 percent air content for maximum
aggregate size for 19 or 25 mm 3/4 or one inch.
NOTE: Minimum Cement Factor: The cement required to produce concrete strength
of 4.48 MPa 650 psi at 28 days is generally sufficient to provide durable concrete
and resistance to surface abrasion. In localities of substandard aggregates
or when concrete is machine finished without vibration or finished with hand
tools, a minimum cement factor should be specified. Specifying a minimum cement
factor will not necessarily provide the specified flexural strength and additional
cement may be required. The actual amount of cement required to obtain the
required strength is decided by the Contractor based on mix designs for local
aggregates and type of equipment and methods to be used in the field production
of the concrete. Select a minimum cement factor to compensate for poor quality
aggregates, seawater exposure, and for sites of difficult concrete placement
conditions. Guidance for minimum cement contents for suitability, durability
and workability of concrete is frequently given in the State Standard Specifications.
NOTE: Coordinate with Contracting Officer for mix design requirement to satisfy
project albedo and permeability needs.
Contractor-furnished mix design concrete shall be designed in accordance with ACI 211.1 except as modified herein,
and the mix design shall be as specified herein under paragraph entitled "Submittals." The concrete shall have
a minimum flexural strength of [4.48][_____]MPa[650][_____] pounds per square inch at 90 days. The concrete
may be air entrained. If air entrainment is used the air content shall be [5.0 plus or minus 1.5 percent][6.0
plus or minus 1.5 percent]. Maximum size aggregate for slip forming shall be 38 mm1.5 inches. The minimum cementitious
factor is 335 kg per cubic meter564 lbs per cubic yard and slump shall be 25 mm to 75 mm1 to 3 inches (or less
when slip form is used.
If the cementitious material is not sufficient to produce concrete of the flexural strength required it shall
be increased as necessary, without additional compensation under the contract. The cementitious factor shall
be calculated using cement, Class F fly ash, and or GGBF slag. The mix shall use a cement replacement (by weight)
of 25%-35% Class F fly ash, or 40%-50% GGBF slag, or a combination of the two. In the combination, each 5% of
Class F fly ash shall be replaced by 8% GGBF slag.
PART 3 EXECUTION
[3.1 PREPARATION FOR PERVIOUS SYSTEMS
Verify compacted subgrade, granular base or stabilized soil is acceptable and ready to support paving and imposed
loads. Install edge restraints per the drawings and manufacturer's recommendations.
]3.2 FORMS
3.2.1 Construction
Construct forms to be removeable without damaging the concrete.
3.2.2 Coating
Before placing the concrete, coat the contact surfaces of forms [except existing pavement sections where bonding
is required,] with a non-staining mineral oil, non-staining form coating compound, or two coats of nitro-cellulose
lacquer. [When using existing pavement as a form, clean existing concrete and then coat with asphalt emulsion
bondbreaker before concrete is placed.]
3.2.3 Grade and Alignment
Check and correct grade elevations and alignment of the forms immediately before placing the concrete.
3.3 REINFORCEMENT
3.3.1 Dowel Bars
NOTE: For projects which require dowel bars or coated dowel bars, show location,
size, and tolerances on the drawings.
Install bars accurately aligned, vertically and horizontally, at indicated locations and to the dimensions and
tolerances indicated. Before installation thoroughly grease the sliding portion of each dowel. Dowels must
remain in position during concrete placement and curing.
3.3.2 Coated Dowel Bars
Install bars, accurately aligned vertically and horizontally, at indicated locations and to the dimensions and
tolerances indicated. Reject coatings which are perforated, cracked or otherwise damaged. While handling avoid
scuffing or gouging of the coatings.
3.3.3 Tie Bars
NOTE: When tie bars are required in the contract, indicate location on drawings.
Show bar size and spacing required and method of support.
Install bars, accurately aligned horizontally and vertically, at indicated locations. [For slipform construction,
insert bent tie bars by hand or other approved means.]
3.3.4 Setting Slab Reinforcement
NOTE: For contracts which require reinforcing steel, specify the type, size
and material of reinforcement. Edit paragraph to specify method of placement
as appropriate for thickness of the concrete.
Reinforcement shall be positioned on suitable chairs prior to concrete placement. At expansion, contraction
and construction joints, place the reinforcement as indicated. Reinforcement, when placed in concrete, shall
be free of mud, oil, scale or other foreign materials. Place reinforcement accurately and wire securely. The
laps at splices shall be 300 mm 12 inches minimum and the distances from ends and sides of slabs and joints shall
be as indicated.
3.4 MEASURING, MIXING, CONVEYING, AND PLACING CONCRETE
3.4.1 Measuring
ASTM C 94/C 94M.
3.4.2 Mixing
ASTM C 94/C 94M, except as modified herein. Begin mixing within 30 minutes after cement has been added to aggregates.
When the air temperature is greater than 29.4 degrees C 85 degrees F, reduce mixing time and place concrete within
60 minutes. Additional water may be added to bring slump within required limits as specified in Section 11.7
of ASTM C 94/C 94M, provided that the specified water-cement ratio is not exceeded.
3.4.3 Conveying
ASTM C 94/C 94M.
3.4.4 Placing
Follow guidance of ACI 301, except as modified herein. Do not exceed a free vertical drop of 0.90 m 3 feet from
the point of discharge. Place concrete continuosly at a uniform rate, with minimum amount of segregation, without
damage to the grade and without unscheduled stops except for equipment failure or other emegencies. If this
occurs within 3 m10 feet of a previously placed expansion joint, remove concrete back to joint, repair any damage
to grade, install a construction joint and continue placing concrete only after cause of the stop has been corrected.
3.4.5 Vibration
Immediately after spreading concrete, consolidate concrete with internal type vibrating equipment along the boundaries
of all slabs regardless of slab thickness, and interior of all concrete slabs 150 mm 6 inches or more in thickness.
Limit duration of vibration to that necessary to produce consolidation of concrete. Excessive vibration will
not be permitted. Vibrators shall not be operated in concrete at one location for more than 15 seconds. At
the option of the Contractor, vibrating equipment of a type approved by the Contracting Officer may be used to
consolidate concrete in unreinforced pavement slabs less than 150 mm 6 inches thick.
3.4.5.1 Vibrating Equipment
Operate equipment, except hand-manipulated equipment, ahead of the finishing machine. Select the number of vibrating
units and power of each unit to properly consolidate the concrete. Mount units on a frame that is capable of
vertical movement and, when necessary, radial movement, so vibrators may be operated at any desired depth within
the slab or be completely withdrawn from the concrete. Clear distance between frame-mounted vibrating units
that have spuds that extend into the slab at intervals across the paving lane shall not exceed 750 mm 30 inches
. Distance between end of vibrating tube and side form shall not exceed 50 mm 2 inches. For pavements less
than 250 mm 10 inches thick, operate vibrators at mid-depth parallel with or at a slight angle to the subbase.
For thicker pavements, angle vibrators toward the vertical, with vibrator tip preferably about 50 mm 2 inches
from subbase, and top of vibrator a few mm inches below pavement surface. Vibrators may be pneumatic, gas driven,
or electric, and shall be operated at frequencies within the concrete of not less than 8,000 vibrations per minute.
Amplitude of vibration shall be such that noticeable vibrations occur at 450 mm 1.5 foot radius when the vibrator
is inserted in the concrete to the depth specified.
3.4.6 Cold Weather
NOTE: Calcium chloride accelerators should not be permitted for reinforced
concrete and in concrete in contact with aluminum or other non-ferrous materials.
Except with authorization, do not place concrete when ambient temperature is below 5 degrees C 40 degrees F or
when concrete is likely to be subjected to freezing temperatures within 24 hours. When authorized, when concrete
is likely to be subjected to freezing within 24 hours after placing, heat concrete materials so that temperature
of concrete when deposited is between 18 and 27 degrees C 65 and 80 degrees F. Methods of heating materials
are subject to approval of the Contracting Officer. Do not heat mixing water above 74 degrees C 165 degrees
F. Remove lumps of frozen material and ice from aggregates before placing aggregates in mixer. Follow practices
found in ACI 306.1.
3.4.7 Hot Weather
Maintain required concrete temperature in accordance with Figure 2.1.5 in ACI 305R to prevent evaporation rate
from exceeding 0.98 kg of water per square meter 0.2 pound of water per square foot of exposed concrete per hour.
Cool ingredients before mixing or use other suitable means to control concrete temperature and prevent rapid
drying of newly placed concrete. After placement, use fog spray, apply monomolecular film, or use other suitable
means to reduce the evaporation rate. Start curing when surface of fresh concrete is sufficiently hard to permit
curing without damage. Cool underlying material by sprinkling lightly with water before placing concrete. Follow
practices found in ACI 305R.
3.5 PAVING
[Install pervious paving system in accordance with manufacturer's recommendations and as indicated. Install
surface elevation of the paving system 1/8 to 1/4 inch3 to 6 mm above adjacent drainage inlets, concrete collars,
or channels. Manufacturer's recommendations shall take precedence over the specifications in the event of conflicting
requirements between the two. ]Pavement shall be constructed with paving and finishing equipment utilizing [fixed
forms] [slipforms].
3.5.1 Consolidation
The paver vibrators shall be inserted into the concrete not closer to the underlying material than 50 mm. 2 inches.
The vibrators or any tamping units in front of the paver shall be automatically controlled so that they shall
be stopped immediately as forward motion ceases. Excessive vibration shall not be permitted. Concrete in small,
odd-shaped slabs or in locations inaccessible to the paver mounted vibration equipment shall be vibrated with
a hand-operated immersion vibrator. Vibrators shall not be used to transport or spread the concrete.
3.5.2 Operation
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, including keeping the existing pavement
surface free of any debris, and placing rubber mats beneath the paver tracks. Transversely oscillating screeds
and extrusion plates shall overlap the existing pavement the minimum possible, but in no case more than 200 mm.
8 inches.
3.5.3 Required Results
The paver-finisher shall be operated 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. It shall produce only a very minimum of paste at the
surface. Multiple passes of the paver-finisher shall 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. No water, other than true fog sprays (mist), shall be applied to the concrete surface
during paving and finishing.
3.5.4 Fixed Form Paving
NOTE: Delete bracketed sentences on overlay pavements if not applicable.
Forms shall be steel, except that wood forms may be used for curves having a radius of 45 m 150 feet or less,
and for fillets. Forms may be built up with metal or wood, added only to the base, to provide an increase in
depth of not more than 25 percent. The base width of the form shall be not less than eight-tenths of the vertical
height of the form, except that forms 200 mm 8 inches or less in vertical height shall have a base width not
less than the vertical height of the form. Wood forms for curves and fillets shall be adequate in strength and
rigidly braced. Forms shall be set on firm material cut true to grade so that each form section when placed
will be firmly in contact with the underlying layer for its entire base. Forms shall not be set on blocks or
on built-up spots of underlying material. [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 without cracking or spalling the existing pavement.
Prior to setting forms for paving operations, the Contractor shall demonstrate the proposed form setting procedures
at an approved location and shall not proceed further until the proposed method is approved.] Forms shall remain
in place at least 12 hours after the concrete has been placed. Forms shall be removed without injuring the concrete.
3.5.5 Slipform Paving
NOTE: Retain slipform paving as an option unless the designer has specific,
valid reasons for deleting it. Be sure all other paragraphs correlate with
choice made here.
The slipform paver shall shape the concrete to the specified and indicated cross section in one pass, and shall
finish the surface and edges so that only a very minimum amount of hand finishing is required. Dowels shall
not be installed by dowel inserters attached to the paver or by any other means of inserting the dowels into
the plastic concrete. [If a keyway is required, a 0.45 to 0.55 mm 26 gauge thick metal keyway liner shall be
installed as the keyway is extruded. [The keyway liner shall be protected and shall remain in place and become
part of the joint.]]
3.5.6 Placing Reinforcing Steel
NOTE: Delete bracketed item if CRCP is not being constructed.
Reinforcement shall be positioned on suitable chairs securely fastened to the subgrade prior to concrete placement.
[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.]
3.5.7 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.
Dowels shall be installed with alignment not greater than 1 mm per 100 mm. 1/8 inch per ft. Except as otherwise
specified below, location of dowels shall be within a horizontal tolerance of plus or minus 15 mm5/8 inch and
a vertical tolerance of plus or minus 5 mm. 3/16 inch. The portion of each dowel intended to move within the
concrete or expansion cap shall be painted with one coat of rust inhibiting primer paint, and then oiled just
prior to placement. [Dowels] [and tie bars] in joints shall be omitted when the center of the [dowel] [tie bar]
is located within a horizontal distance from an intersecting joint equal to or less than one-fourth of the slab
thickness.
3.5.7.1 Contraction Joints
[Dowels] [and] [tie bars] in longitudinal and transverse contraction joints within the paving lane shall be held
securely in place by means of rigid metal basket assemblies. The [dowels] [and tie bars] shall be welded to
the assembly or held firmly by mechanical locking arrangements that will prevent them from becoming distorted
during paving operations. The basket assemblies shall be held securely in the proper location by means of suitable
anchors.
3.5.7.2 Construction Joints-Fixed Form Paving
Installation of [dowels] [and tie bars] shall be by the bonded-in-place method, supported by means of devices
fastened to the forms. Installation by removing and replacing in preformed holes will not be permitted.
3.5.7.3 Dowels Installed in Hardened Concrete
Installation shall be by bonding the dowels into holes drilled into the hardened concrete. Holes approximately
3 mm 1/8 inch greater in diameter than the dowels shall be drilled into the hardened concrete. Dowels shall
be bonded in the drilled holes using epoxy resin 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 shall 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 collar fitted
around the dowel. The vertical alignment of the dowels shall be checked by placing the straightedge on the surface
of the pavement over the top of the dowel and measuring the vertical distance between the straightedge and the
beginning and ending point of the exposed part of the dowel. [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. If tie bars are required, a standard keyway shall be constructed, and the bent tie bars
shall be inserted into the plastic concrete through a 0.45 to 0.55 mm 26 gauge thick metal keyway liner. Tie
bars shall not be installed in preformed holes. The keyway liner shall be protected and shall remain in place
and become part of the joint. Before placement of the adjoining paving lane, the tie bars shall be straightened,
without spalling the concrete around the bar.]
3.5.7.4 Expansion Joints
NOTE: Delete this paragraph if not required.
Dowels in expansion joints shall be installed by the bonded-in-place method or by bonding into holes drilled
in hardened concrete, using procedures specified above.
3.6 FINISHING CONCRETE
Start finishing operations immediately after placement of concrete. Use finishing machine, except hand finishing
may be used in emergencies and for concrete slabs in inaccessible locations or of such shapes or sizes that machine
finishing is impracticable. Finish pavement surface on both sides of a joint to the same grade. Finish formed
joints from a securely supported transverse bridge. Provide hand finishing equipment for use at all times.
Transverse and longitudinal surface tolerances shall be 6 mm in 3 m 1/4 inch in 10 feet.
3.6.1 Side Form Finishing
Strike off and screed concrete to the required [crown] [slope] and cross-section by a power-driven transverse
finishing machine. Transverse rotating tube or pipe shall not be permitted unless approved by the Contracting
Officer. Elevation of concrete shall be such that, when consolidated and finished, pavement surface will be
adequately consolidated and at the required grade. Equip finishing machine with two screeds which are readily
and accurately adjustable for changes in pavement [crown] [slope] and compensation for wear and other causes.
Make as many passes over each area of pavement and at such intervals as necessary to give proper compaction,
retention of coarse aggregate near the finished surface, and a surface of uniform texture, true to grade and
[crown] [slope]. Do not permit excessive operation over an area, which will result in an excess of mortar and
water being brought to the surface.
3.6.1.1 Equipment Operation
Maintain the travel of machine on the forms without lifting, wobbling, or other variation of the machine which
tend to affect the precision of concrete finish. Keep the tops of the forms clean by a device attached to the
machine. During the first pass of the finishing machine, maintain a uniform ridge of concrete ahead of the front
screed for its entire length.
3.6.1.2 Joint Finish
Before concrete is hardened, correct edge slump of pavement, exclusive of edge rounding, in excess of 6 mm 0.02
foot. Finish concrete surface on each side of construction joints to the same plane, and correct deviations
before newly placed concrete has hardened.
3.6.1.3 Hand Finishing
Strike-off and screed surface of concrete to elevations slightly above finish grade so that when concrete is
consolidated and finished pavement surface is at the indicated elevation. Vibrate entire surface until required
compaction and reduction of surface voids is secured with a strike-off template.
3.6.1.4 Longitudinal Floating
After initial finishing, further smooth and consolidate concrete by means of hand-operated longitudinal floats.
Use floats that are not less than 3.65 m 12 feet long and 150 mm 6 inches wide and stiffened to prevent flexing
and warping.
3.6.2 Texturing
NOTE: Designer must select type of texturing required by the using service,
retain that subparagraph, and delete the others. If no guidance is given, the
usual default method should be burlap drag. Edit bracketed sentence as appropriate.
NOTE: Select the type of texturing for roads. Climatic conditions must be
considered for exposed concrete. When required, specify surfaces to receive
brooming.
1. Specify wire brooming for non-skid concrete surface textures. Permit steel
or new fiber brooms.
2. Specify broomed finish, if required in lieu of burlap drag finish. Broomed
finish may cause excessive tire wear and is not recommended, except for special
conditions in which light mechanical brooming may be desirable.
3. Additional information is published by American Concrete Paving Association
(ACPA) in Technical Bulletins No. 6 (1969) and No. 19 (1975), Interim Recommendations
for the Construction of Skid-Resistant Concrete Pavement and Guideline for Texturing
of Portland Cement Concrete Highway Pavements, respectively.
Before the surface sheen has disappeared and before the concrete hardens, the surface of the pavement shall be
given a texture as described herein. Following initial texturing on the first day of placement, the Placing
Foreman, Contracting Officer representative, and a representative of the Using Agency shall inspect the texturing
for compliance with design requirements. After curing is complete, all textured surfaces shall be thoroughly
power broomed to remove all debris. [Any type of transverse texturing shall produce grooves in straight lines
across each lane within a tolerance of plus or minus 13 mm 1/2 inch of a true line.] The concrete in areas of
recesses for tie-down anchors, lighting fixtures, and other outlets in the pavement shall be finished to provide
a surface of the same texture as the surrounding area.
[3.6.2.1 Burlap Drag Finish
NOTE: Choose this paragraph or the paragraph above, or the paragraph below.
Before concrete becomes non-plastic, finish the surface of the slab by dragging on the surface a strip of clean,
wet burlap measuring from 0.91 to 3 m 3 to 10 feet long and 600 mm 2 feet wider than the width of the pavement.
Select dimension of burlap drag so that at least 0.91 m 3 feet of the material is in contact with the pavement.
Drag the surface so as to produce a finished surface with a fine granular or sandy texture without leaving disfiguring
marks.
][3.6.2.2 Brooming
NOTE: Choose this paragraph or one of the two paragraphs above.
Finish the surface of the slab by brooming the surface with a new wire broom at least 450 mm 18 inches wide.
Gently pull the broom over the surface of the pavement from edge to edge just before the concrete becomes non-plastic.
Slightly overlap adjacent strokes of the broom. Broom perpendicular to centerline of pavement so that corrugations
produced will be uniform in character and width, and not more than 2 mm 1/16 inch in depth. Broomed surface
shall be free from porous spots, irregularities, depressions, and small pockets or rough spots such as may be
caused by accidentally disturbing particles of coarse aggregate embedded near the surface.
][3.6.2.3 Wire-Comb Texturing
Surface texture transverse to the pavement center line shall be applied using a mechanical wire comb drag. 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. The scores shall be 2 to 5 mm 1/16 to 3/16 inch deep, 1.5 to 3 mm 1/16 to 1/8
inch wide, and spaced 10 mm 3/8 inch apart.
][3.6.2.4 Surface Grooving
The areas indicated on the drawings shall be grooved with a spring tine drag producing individual grooves 6 mm
1/4 inch deep and 6 mm1/4 inch wide at a spacing between groove centerlines of 50 mm. 2 inches. These grooves
shall be cut perpendicular to the centerline. Before grooving begins, the concrete shall be allowed to stiffen
sufficiently to prevent dislodging of aggregate. Grooves shall not be cut within 150 mm 6 inches of a transverse
joint or crack.
]3.6.3 Edging
At the time the concrete has attained a degree of hardness suitable for edging, carefully finish slab edges,
including edges at formed joints, with an edge having a maximum radius of 3 mm one-eighth inch. [When brooming
is specified for the final surface finish, edge transverse joints before starting brooming, then operate broom
to obliterate as much as possible the mark left by the edging tool without disturbing the rounded corner left
by the edger.] Clean by removing loose fragments and soupy mortar from corners or edges of slabs which have
crumbled and areas which lack sufficient mortar for proper finishing. Refill voids solidly with a mixture of
suitable proportions and consistency and refinish. Remove unnecessary tool marks and edges. Remaining edges
shall be smooth and true to line. [Install edge restraints of pervious systems per the drawings and manufacturer's
recommendations.]
3.6.4 Repair of Surface Defects
Follow guidance of ACI 301.
3.7 CURING AND PROTECTION
Protect concrete adequately from injurious action by sun, rain, flowing water, [frost,] mechanical injury, tire
marks and oil stains, and do not allow it to dry out from the time it is placed until the expiration of the minimum
curing periods specified herein. Use White-Burlap-Polyethylene Sheet or liquid membrane-forming compound, except
as specified otherwise herein. Do not use membrane-forming compound on surfaces where its appearance would be
objectionable, on surfaces to be painted, where coverings are to be bonded to concrete, or on concrete to which
other concrete is to be bonded. Maintain temperature of air next to concrete above 5 degrees C 40 degrees F
for the full curing periods.
3.7.1 White-Burlap-Polyethylene Sheet
Wet entire exposed surface thoroughly with a fine spray of water, saturate burlap but do not have excessive water
dripping off the burlap and then cover concrete with White-Burlap-Polyethylene Sheet, burlap side down. Lay
sheets directly on concrete surface and overlap 300 mm 12 inches. Make sheeting not less than 450 mm 18 inches
wider than concrete surface to be cured, and weight down on the edges and over the transverse laps to form closed
joints. Repair or replace sheets when damaged during curing. Check daily to assure burlap has not lost all
moisture. If moisture evaporates, resaturate burlap and re-place on pavement (re-saturation and re-placing shall
take no longer than 10 minutes per sheet). Leave sheeting on concrete surface to be cured for at least 7 days.
3.7.2 Liquid Membrane-Forming Compound Curing
Apply compound immediately after surface loses its water sheen and has a dull appearance and before joints are
sawed. Agitate curing compound thoroughly by mechanical means during use and apply uniformly in a two-coat continuous
operation by suitable power-spraying equipment. Total coverage for the two coats shall be at least 4 liters
one gallon of undiluted compound per 20 square meters 200 square feet. Compound shall form a uniform, continuous,
coherent film that will not check, crack, or peel and shall be free from pinholes or other imperfections. Apply
an additional coat of compound immediately to areas where film is defective. Respray concrete surfaces that
are subject to heavy rainfall within 3 hours after curing compound has been applied in the same manner.
3.7.2.1 Protection of Treated Surfaces
Keep concrete surfaces to which liquid membrane-forming compounds have been applied free from vehicular traffic
and other sources of abrasion for not less than 72 hours. Foot traffic is allowed after 24 hours for inspection
purposes. Maintain continuity of coating for entire curing period and repair damage to coating immediately.
[3.7.3 Liquid Chemical Sealer-Hardener
Apply sealer-hardener to interior floors not receiving floor covering and floors located under access flooring.
Apply the sealer-hardener in accordance with manufacturer's recommendations. Seal or cover joints and openings
in which joint sealant is to be applied as required by the joint sealant manufacturer. The sealer-hardener shall
not be applied until the concrete has been moist cured and has aged for a minimum of 30 days. Apply a minimum
of two coats of sealer-hardener.
]3.8 FIELD QUALITY CONTROL
3.8.1 Sampling
The Contractor's approved laboratory shall collect samples of fresh concrete in accordance with ASTM C 172 during
each working day as required to perform tests specified herein. Make test specimens in accordance with ASTM C 31/C 31M
.
3.8.2 Consistency Tests
The Contractor's approved laboratory shall perform concrete slump tests in accordance with ASTM C 143/C 143M.
Take samples for slump determination from concrete during placement. Perform tests at the beginning of a concrete
placement operation and and for each batch (minimum) or every 16 cubic meters 20 cubic yards (maximum) of concrete
to ensure that specification requirements are met. In addition, perform tests each time test beams and cylinders
are made.
3.8.3 Flexural Strength Tests
NOTE: This specification is based on a flexural strength basis. For small
jobs compressive strength may be used. In that case modify these paragraphs
to reflect a compressive strength basis.
The Contractor's approved laboratory shall test for flexural strength in accordance with ASTM C 78. Make four
test specimens for each set of tests. Test two specimens at [7][28] days, and the other two at [28][90] days.
Concrete strength will be considered satisfactory when the minimum of the [28][90]-day test results equals
or exceeds the specified [28][90]-day flexural strength, and no individual strength test is less than [3.79]
[_____] MPa [550] [_____] pounds per square inch. If the ratio of the [7][28]-day strength test to the specified
[28][90]-day strength is less than 65 percent, make necessary adjustments for conformance. Frequency of flexural
tests on concrete beams shall be not less than four test beams for each 38 cubic meters 50 cubic yards of concrete,
or fraction thereof, placed. Concrete which is determined to be defective, based on the strength acceptance
criteria therein, shall be removed and replaced with acceptable concrete.
3.8.4 Air Content Tests
Test air-entrained concrete for air content at the same frequency as specified for slump tests. Determine percentage
of air in accordance with ASTM C 231 on samples taken during placement of concrete in forms.
3.8.5 Surface Testing
NOTE: Drawings should clearly show all pavement joint intersection elevations,
and specific required deviations from a plane surface for such special features
as crowns, drainage inlets, etc.
Surface testing for surface smoothness [, edge slump] and plan grade shall be performed as indicated below by
the Testing Laboratory. The measurements shall be properly referenced in accordance with paving lane identification
and stationing, and a report given to the Government within 24 hours after measurement is made. A final report
of surface testing, signed by a Registered Engineer, containing all surface measurements and a description of
all actions taken to correct deficiencies, shall be provided to the Government upon conclusion of surface testing.
3.8.5.1 Surface Smoothness Requirements
The finished surfaces of the pavements shall have no abrupt change of 3 mm1/8 inch or more, and [all pavements
shall be within the tolerances specified when checked with a 4 meter12 foot straightedge: 5 mm1/5 inch longitudinal
and 6.5 mm1/4 inch transverse directions for roads and streets and 6.5 mm1/4 inch for both directions for other
concrete surfaces, such as parking areas.][variations in final pervious surface shall not be more than [3/8][_____]
inch[10][_____] mm under a 3.0 m10 foot straightedge.]
3.8.5.2 Surface Smoothness Testing Method
The surface of the pavement shall be tested with the straightedge to identify all surface irregularities exceeding
the tolerances specified above. The entire area of the pavement shall be tested in both a longitudinal and a
transverse direction on parallel lines approximately 4.5 m 15 feet apart. The straightedge shall be held in
contact with the surface and moved ahead one-half the length of the straightedge for each successive measurement.
The amount of surface irregularity shall be determined by placing the straightedge on the pavement surface and
allowing it to rest upon the two highest spots covered by its length and measuring the maximum gap between the
straightedge and the pavement surface, in the area between these two high points.
3.8.6 Plan Grade Testing and Conformance
The surfaces shall vary not more than 18 mm 0.06 foot above or below the plan grade line or elevation indicated.
Each pavement category shall be checked by the Contractor for conformance with plan grade requirements by running
lines of levels at intervals to determine the elevation at each joint intersection.
3.8.7 Test for Pavement Thickness
Measure during concrete placement to determine in-place thickness of concrete pavement.
3.8.8 Reinforcement
Inspect reinforcement prior to installation to assure it is free of loose flaky rust, loose scale, oil, mud,
or other objectionable material.
3.8.9 Dowels
Inspect dowel placement prior to placing concrete to assure that dowels are of the size indicated, and are spaced,
aligned and painted and oiled as specified. Dowels shall not deviate from vertical or horizontal alignment after
concrete has been placed by more than 3 mm per 300 mm 1/8 inch per foot.
NOTE: Suggestions for improvement of this specification will be welcomed using
the Navy "Change Request Forms" subdirectory located in SPECSINTACT in Jobs
or Masters under "Forms/Documents" directory or DD Form 1426. Suggestions should
be forwarded to:
Commander
Naval Facilities Engineering Command
Engineering Innovation and Criteria Office, Code EICO
1510 Gilbert Street
Norfolk, VA 23511-2699
FAX: (757) 322-4416 or
Email: cgs@efdlant.navfac.navy.mil
3.9 WASTE MANAGEMENT
NOTE: Diverting waste from the landfill contributes to the following LEED credit:
MR2. Coordinate with Section 01 33 29 LEED(tm) DOCUMENTATION. Designer shall
verify that items are able to be disposed of as specified.
In accordance with the Waste Management Plan.[ Protect excess material from contamination and return to manufacturer,
or reuse on-site for walkways, patching, ditch beds, speed bumps, or curbs.]