USACE / NAVFAC / AFCESA / NASA UFGS-03 30 53 (April 2008)
--------------------------
Preparing Activity: USACE (CW) Superseding
UFGS-03 30 04 (April 2006)
UFGS-03 30 53.00 40 (July 2007)
UNIFIED FACILITIES GUIDE SPECIFICATIONS
References are in agreement with UMRL dated January 2009
SECTION 03 30 53
MISCELLANEOUS CAST-IN-PLACE CONCRETE
04/08
NOTE: This guide specification covers the requirements for projects involving
amounts of concrete less than 380 cubic meters (500 cubic yards).
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).
This guide specification includes tailoring options for NASA, NAVFAC, and USACE,.
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 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.
1.1 SUMMARY
Perform all work in accordance with ACI MCP SET Parts 2 and 3.
1.2 UNIT PRICES
NOTE: If Section 01 22 00.00 10 MEASUREMENT AND PAYMENT is included in the
project specifications, this paragraph title (UNIT PRICES) should be deleted
from this section and the remaining appropriately edited subparagraphs below
should be inserted into Section 01 22 00.00 10.
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 meal work, for electrical conduits or timber, or for voids or
embedded items that are either less than 0.14 cubic meter 5 cubic feet in volume or 0.1 square meter 1 square
foot in cross section.
1.2.3 Unit of Measure
Unit of measure: cubic meter yard.
1.3 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 MCP SET(2008) Manual of Concrete Practice][ASTM INTERNATIONAL (ASTM)ASTM A 185/A 185M(2007) Standard Specification for Steel Welded Wire Reinforcement, Plain, for ConcreteASTM A 615/A 615M(2008b) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete ReinforcementASTM C 1064/C 1064M(2008) Standard Test Method for Temperature of Freshly Mixed Hydraulic-Cement ConcreteASTM 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 1567(2008) Standard Test Method for Potential Alkali-Silica Reactivity of Combinations of Cementitious Materials and Aggregate (Accelerated Mortar-Bar Method)ASTM C 171(2007) Standard Specification for Sheet Materials for Curing ConcreteASTM C 172(2008) Standard Practice for Sampling Freshly Mixed ConcreteASTM C 173/C 173M(2008) Standard Test Method for Air Content of Freshly Mixed Concrete by the Volumetric MethodASTM 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 39/C 39M(2005e1e2) Standard Test Method for Compressive Strength of Cylindrical Concrete SpecimensASTM 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 685/C 685M(2007) Concrete Made by Volumetric Batching and Continuous MixingASTM C 920(2008) Standard Specification for Elastomeric Joint SealantsASTM 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 C 990(2008) Standard Specification for Joints for Concrete Pipe, Manholes and Precast Box Sections Using Preformed Flexible Joint SealantsASTM C 990M(2008) Standard Specification for Joints for Concrete Pipe, Manholes and Precast Box Sections Using Preformed Flexible Joint Sealants (Metric)ASTM D 1752(2004a; R 2008) Standard Specification for Preformed Sponge Rubber Cork and Recycled PVC ExpansionASTM D 2628(1991; R 2005) Standard Specification for Preformed Polychloroprene Elastomeric Joint Seals for Concrete PavementsASTM D 75(2003) Standard Practice for Sampling AggregatesASTM D 98(2005) Calcium ChlorideASTM E 1155(1996; R 2008) Standard Test Method for Determining Floor Flatness and Floor Levelness NumbersASTM E 1155M(1996; R 2008) Standard Test Method for Determining Floor Flatness and Floor Levelness Numbers (Metric)ASTM E 96/E 96M(2005) Standard Test Methods for Water Vapor Transmission of Materials][U.S. ARMY CORPS OF ENGINEERS (USACE)COE CRD-C 400(1963) Requirements for Water for Use in Mixing or Curing ConcreteCOE CRD-C 572(1974) Specifications for Polyvinylchloride Waterstops][U.S. NATIONAL ARCHIVES AND RECORDS ADMINISTRATION (NARA)40 CFR 247Comprehensive Procurement Guideline for Products Containing Recovered Materials]1.4 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 D 75. Sample concrete in accordance with ASTM C 172. Determine slump
and air content in accordance with ASTM C 143/C 143M and ASTM C 231, respectively, when cylinders are molded.
Prepare, cure, and transport compression test specimens in accordance with ASTM C 31/C 31M. Test compression
test specimens in accordance with ASTM C 39/C 39M. Take samples for strength tests not less than once each shift
in which concrete is produced [from each class of concrete required]. Provide a minimum of three specimens from
each sample; two to be tested at 28 days (90 days if pozzolan is used) for acceptance, and one will be tested
at 7 days for information.
1.4.1 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, and no individual acceptance test result
falls below f'c by more than 3.4 MPa 500 psi.
1.4.2 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 Part 4 of ACI MCP SET.
1.4.3 Concrete Mixture Proportions
NOTE: The nominal maximum size of the coarse aggregate is as specified in ACI
318, paragraph 3.3.2 and ACI 318M.
Concrete mixture proportions are the responsibility of the Contractor. Mixture proportions shall include the
dry weights of cementitious 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 cubic meter 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. Specified compressive
strength f'c shall be [20.7] [_____] MPa [3,000] [_____] psi at 28 days (90 days if pozzolan is used). The maximum
nominal size coarse aggregate is [19] [25] [37.5] mm [3/4] [1] [1-1/2] inch, in accordance with ACI MCP SET Part
3. The air content shall be between 4.5 and 7.5 percent with a slump between 50 and 125 mm 2 and 5 inches.
The maximum water cement ratio is [0.50] [_____].
1.5 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. Submittals should be kept to the minimum required for adequate
quality control.
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, Air Force,
and NASA projects.
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
Air-Entraining Admixture
[Accelerating Admixture]
Water-Reducing or Retarding Admixture
Curing Materials
[Reinforcing Steel]
[Expansion Joint Filler Strips, Premolded]
[Joint Sealants - Field Molded Sealants]
[Waterstops]
Manufacturer's literature from suppliers which demonstrates compliance with applicable specifications
for the above materials.
Batching and Mixing Equipment
Manufacturer's data for batching and mixing equipment which demonstrates compliance with the
applicable specifications.
Conveying and Placing Concrete
Methods and equipment for transporting, handling, depositing, and consolidating the concrete
prior to the first concrete placement.
[Formwork]
Formwork design prior to the first concrete placement.
[Forms]
[Installation Drawings]
[Concrete Placement]
[Ready-Mix Concrete]
[Mix Design Data]
[Air-Entraining Admixtures]
[Fly Ash]
[Steel Reinforcement]
[Accessories]
[Curing Compound]
[Measurement of Floor Tolerances]
[Concrete]
SD-06 Test Reports
Aggregates
Test reports for aggregates showing the material(s) meets the quality and grading requirements
of the specifications.
Concrete Mixture Proportions
The mixture proportions that will produce concrete of the quality required, ten days prior
to placement of concrete. Applicable test reports to verify that the concrete mixture proportions
selected will produce concrete of the quality specified.
[Compressive Strength Testing]
[Slump]
SD-07 Certificates
Cementitious Materials
CPG for recycled materials or appropriate Waiver Form
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". Certificates for all material conforming to EPA's Comprehensive
Procurement Guidelines (CPG), in accordance with 40 CFR 247.
Aggregates
Certificates of compliance stating that the material(s) meet the quality and grading requirements
of the specifications under which it is furnished.
[Bill of Lading]
1.6 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 meters feet of concrete placements, thicknesses and widths, plan dimensions, and arrangement
of cast-in-place concrete section.
1.6.1 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 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.
1.6.2 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 E 1155M ASTM E 1155. Also Zi calculation to be used shall be N min.=A/10. Floor tolerance
measurements shall be made by the approved laboratory and inspection service within 24 hours after completion
of final troweling operation and before forms and shores have been removed. Take measurements with a Dipstick
Auto-Read floor profiler instrument. Provide results of floor tolerance tests, including formal notice of acceptance
or rejection of the work, to the Contractor within 24 hours after data collection.
PART 2 PRODUCTS
2.1 MATERIALS
2.1.1 Cementitious Materials
Provide cementitious materials that conform to the appropriate specifications listed:
2.1.1.1 Portland Cement
NOTES: Limit the use of air-entraining cement to concrete placements where
separate batching of air-entraining admixture is not practical.
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 C 150, Type [I, IA, II, IIA, III, IIIA or V], [low alkali] [, except that the tricalcium aluminate of the
Type III or IIIA cement shall be limited to [5] [8] percent].
2.1.1.2 [Blended Hydraulic Cement
NOTES: Limit the use of air-entraining cement to concrete placements where
separate batching of air-entraining admixture is not practical.
Specify low-alkali cement when reactive aggregates are to be used.
Use the MS suffix when moderate sulfate resistance is needed and the material
is available.
Use the MH suffix when the concrete sections are relative massive and heat of
hydration may be a problem.
ASTM C 595, Type IS[MS][MH][-A], IP[MS][MH][-A], P[MS][LH][-A], I[PM][MS][MH], I[SM][MS][MH][-A] or [_____] [with
Table 2 mortar expansion limits].]
2.1.1.3 Pozzolan
Provide pozzolan that conforms to ASTM C 618, Class C or F, including requirements of Tables 1A and 2A.
2.1.2 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
MORE THAN 7,700 CUBIC METERS (10,000 CUBIC YARDS), paragraph 2.2.1.2 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
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).
Fine and coarse aggregates shall [meet the quality and grading requirements of [ASTM C 33 Class Designations
4M or better][ or ][state highway department specification in accordance with paragraph REGULATORY REQUIREMENTS]]
"[be tested and evaluated for alkali-aggregate reactivity in accordance with ASTM C 1260. 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 shall have a measured expansion less than 0.10 (0.08) percent
at 16 days after casting. If the test data indicates an expansion of 0.10 (0.08) percent or greater, reject
the aggregate(s) or perform additional testing using ASTM C 1260 and ASTM C 1567. Perform the additional testing
using ASTM C 1260 and ASTM C 1567 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]".
2.1.3 Admixtures
Admixtures to be used, when required or approved, shall comply 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.
2.1.3.1 Air-Entraining Admixture
Provide air-entraining admixture that meets the requirements of ASTM C 260.
2.1.3.2 [Accelerating Admixture
Provide calcium chloride meeting the requirements of ASTM D 98. Other accelerators shall meet the requirements
of ASTM C 494/C 494M, Type C or E.]
2.1.3.3 Water-Reducing or Retarding Admixture
Provide water-reducing or retarding admixture meeting the requirements of ASTM C 494/C 494M, 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.]
2.1.4 Water
Use fresh, clean, potable water for mixing and curing, free from injurious amounts of oil, acid, salt, or alkali,
except that unpotable water may be used if it meets the requirements of COE CRD-C 400.
[2.1.5 Reinforcing Steel
NOTE: Delete this paragraph if Section 03 20 02 STEEL BARS AND WELDED WIRE
FABRIC FOR CONCRETE REINFORCEMENT 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 A 615/A 615M, Grade 60. Welded steel wire fabric
shall conform to the requirements of ASTM A 185/A 185M. Details of reinforcement not shown shall be in accordance
with ACI MCP SET Part 3, Chapters 7 and 12.
][2.1.6 Expansion Joint Filler Strips, Premolded
NOTE: Delete this paragraph if Section 03 15 14.00 10 EXPANSION, CONTRACTION
AND CONSTRUCTION JOINTS IN CONCRETE is used.
Expansion joint filler strips, premolded shall be sponge rubber conforming to ASTM D 1752, Type I.
][2.1.7 Joint Sealants - Field Molded Sealants
NOTES: Use ASTM C 920 for field-molded sealants in small hydraulic structures.
Delete this paragraph if Section 03 15 14.00 10 EXPANSION, CONTRACTION AND CONSTRUCTION
JOINTS IN CONCRETE is used.
Joint sealants - field molded sealants shall conform to ASTM C 920, 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.
][2.1.8 Waterstops
NOTE: Delete this paragraph if Section 03 15 14.00 10 EXPANSION, CONTRACTION
AND CONSTRUCTION JOINTS IN CONCRETE is used.
Waterstops shall conform to COE CRD-C 572.
][2.1.9 Formwork
NOTE: Delete this paragraph if Section 03 11 14.00 10 FORMWORK FOR CONCRETE
is used.
The design and engineering of the formwork as well as its construction, will be the responsibility of the Contractor.
][2.1.10 Form Coatings
NOTE: Delete this paragraph if Section 03 11 14.00 10 FORMWORK FOR CONCRETE
is used.
Coat forms, for exposed surfaces, with a nonstaining form oil to be applied shortly before concrete is placed.
][2.1.11 Vapor Barrier
Provide polyethylene vapor barrier sheeting with a minimum thickness of 0.15 mm 6 mils or other equivalent material
having a vapor permeance rating not exceeding 30 nanograms per pascal second square meter 0.5 perms as determined
in accordance with ASTM E 96/E 96M.
]2.1.12 Curing Materials
Provide curing materials conforming to the following requirements.
2.1.12.1 Impervious Sheet Materials
Impervious sheet materials, ASTM C 171, type optional, except polyethylene film, if used, shall be white opaque.
2.1.12.2 Membrane-Forming Curing Compound
ASTM C 309, Type 1-D or 2, Class [A] [B].
2.2 READY-MIX CONCRETE
a. Concrete shall be ready-mix concrete with mix design data conforming to ACI MCP SET Part 2
b. Non-exposed concrete elements: 20 megapascal 3000 psi minimum compressive strength.
c. Direct-exposed concrete elements (including air-conditioned rooms): 34.5 megapascal 5000 psi minimum
compressive strength as determined in 28 calendar days.
d. Slump: 25 to 100 mm 1 to 4 inch according to ASTM C 143/C 143M and ACI MCP SET Part 1.
e. [Portland Cement conforming to ASTM C 150, Type [_____].]
f. [Blended hydraulic cement conforming to ASTM C 595, Type [_____].]
g. Use one brand and type of cement for formed concrete having exposed-to-view finished surfaces.
h. Air-Entraining Admixtures conforming to ASTM C 260. [Exterior concrete exposed to freezing needs
to be air-entrained 5 to 6 percent by volume. Nonair-entrained interior concrete shall have a total
air content of 2 to 4 percent by volume.]
i. Water-reducing admixtures, retarding admixtures, accelerating admixtures, water-reducing and accelerating
admixtures, and water-reducing and retarding admixtures shall conform to ASTM C 494/C 494M.
j. Fly Ash [is required][used] as an admixture[ and] shall conform to ASTM C 618, Class [C][ or ][F]
with 4 percent maximum loss on ignition and 35 percent maximum cement replacement by weight.[ Submit
documentation in compliance with 40 CFR 247.]
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 U.S. ARMY ENVIRONMENTAL CENTER
(USACE);( http://aec.army.mil/usaec)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) U.S. NAVAL FACILITIES
ENGINEERING SERVICE CENTER (NFESC); ( http://www.nfesc.navy.mil.
k. Ground granulated blast furnace slag [is required][used] as an admixture[ and] shall conform to ASTM C 989
, Grade [120] with between 25 to 50 percent maximum cement replacement by weight.[ Submit documentation
in compliance with 40 CFR 247.]
2.3 STEEL REINFORCEMENT
2.3.1 Deformed Steel Bars
Provide steel bars conforming to ASTM A 615/A 615M, Grade [408 MPa.60 ksi][_____] ACI MCP SET Parts 2 and 3.
2.3.2 Welded Wire Fabric
Provide welded wire fabric conforming to ASTM A 185/A 185M.
2.4 FORMS
Forms shall be of wood, steel, or other approved material and conform to ACI MCP SET, Parts 2 and 3.
Provide form release conforming to ACI MCP SET, Part 4.
2.5 ACCESSORIES
2.5.1 Waterstops
a. Provide waterstops of the flat dumbbell type not less than 5 mm 3/16-inch thick for widths up to
125 mm 5 inches and not less than 10 mm 3/8-inch thick for widths 125 mm 5 inches and over.
b. [Waterstops shall be made of rubber and conform to ASTM D 1752.]
c. [Provide waterstops made of polyvinylchloride (PVC) and conforming to [ ASTM C 990M ASTM C 990][ASTM D 2628
.]]
2.5.2 Chemical Floor Hardener
Provide hardener which is a colorless aqueous solution containing a blend of magnesium fluorosilicate and zinc
fluorosilicate combined with a wetting agent. Provide solution that contains not less than 120 gram of fluorosilicates
per liter (approximate 0.5 kilogram per 4 liter) 2 pounds of fluorosilicates per gallon. An approved proprietary
chemical hardener may be used provided hardener is delivered ready for use in manufacturer's original containers.
2.5.3 Curing Compound
Provide curing compound conforming to ASTM C 309.
PART 3 EXECUTION
3.1 PREPARATION
3.1.1 General
Prepare construction joints to expose coarse aggregate. The surface shall 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. Earth foundations shall be
satisfactorily compacted. Ensure spare vibrators are available. The entire preparation shall be accepted by
the Government prior to placing.
3.1.2 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 50 mm 2 inches from
concrete surfaces permanently exposed to view or exposed to water on the finished structures. Embedded items
shall 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. All equipment needed to place,
consolidate, protect, and cure the concrete shall be at the placement site and in good operating condition.
3.1.3 Formwork Installation
Forms shall 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.
3.1.4 [Vapor Barrier Installation
NOTE: Use a vapor barrier only when it is desirable to prevent migration of
moisture through slabs of buildings.
Apply vapor barriers over gravel fill. Lap edges not less than 150 mm 6 inches. Seal all joints with pressure-sensitive
adhesive not less than 50 mm 2 inches wide. Protect the vapor barrier at all times to prevent injury or displacement
prior to and during concrete placement.]
3.1.5 Production of Concrete
3.1.5.1 Ready-Mixed Concrete
Provide ready-mixed concrete conforming to ASTM C 94/C 94M except as otherwise specified.
3.1.5.2 Concrete Made by Volumetric Batching and Continuous Mixing
Concrete made by volumetric batching and continuous mixing shall conform to ASTM C 685/C 685M.
[3.1.5.3 Batching and Mixing Equipment
The Contractor has the option of using an on-site batching and mixing facility. The facility shall provide sufficient
batching and mixing equipment capacity to prevent cold joints. Submit the method of measuring materials, batching
operation, and mixer for review. [Provide an On-site Plant conforming to the requirements of either ASTM C 94/C 94M
or ASTM C 685/C 685M.]
][3.1.6 Waterstops
NOTE: Delete this paragraph if Section 03 15 14.00 10 EXPANSION, CONTRACTION
AND CONSTRUCTION JOINTS IN CONCRETE is to be used.
Install and splice waterstops as directed by the manufacturer.
]3.2 CONVEYING AND PLACING CONCRETE
Perform conveying and placing concrete in conformance with the following requirements.
3.2.1 General
Concrete placement is not permitted when weather conditions prevent proper placement and consolidation without
approval. When concrete is mixed and/or transported by a truck mixer, deliver the concrete to the site of the
work completing the discharge within 1-1/2 hours [or 45 minutes when the placing temperature is 30 degrees C
86 degrees F or greater unless a retarding admixture is used]. Convey concrete from the mixer to the forms as
rapidly as practicable by methods which prevent segregation or loss of ingredients. Concrete shall be in place
and consolidated within 15 minutes after discharge from the mixer. Deposit concrete as close as possible to
its final position in the forms and regulate it so that it may be effectively consolidated in horizontal layers
450 mm 18 inches or less in thickness with a minimum of lateral movement. Carry on the placement at such a
rate that the formation of cold joints will be prevented.
3.2.2 Consolidation
Consolidate each layer of concrete by [rodding, spading, or] internal vibrating equipment. [External vibrating
equipment may be used when authorized.] Systematically accomplish internal vibration by inserting the vibrator
through the fresh concrete in the layer below at a uniform spacing over the entire area of placement. The distance
between insertions shall be approximately 1.5 times the radius of action of the vibrator and overlay the adjacent,
just-vibrated area by approximately 100 mm 4 inches. Ensure that the vibrator penetrates rapidly to the bottom
of the layer and at least 150 mm 6 inches into the layer below, if such a layer exists. Hold vibrator stationary
until the concrete is consolidated and then withdraw it slowly at the rate of about 75 mm 3 inches per second.
3.2.3 Cold-Weather Requirements
No concrete is to be mixed or placed when the ambient temperature is below 2 degrees C 36 degrees F or if the
ambient temperature is below 5 degrees C 41 degrees F and falling. Provide suitable covering and other means
as approved for maintaining the concrete at a temperature of at least 10 degrees C 50 degrees F for not less
than 72 hours after placing and at a temperature above freezing for the remainder of the curing period. Do not
mix salt, chemicals, or other foreign materials with the concrete to prevent freezing. Remove and replace concrete
damaged by freezing at the expense of the Contractor.
3.2.4 Hot-Weather Requirements
When the rate of evaporation of surface moisture, as determined by use of Figure 1 of ACI MCP SET Part 2, is
expected to exceed 1 kg/square meter 0.2 psf per hour, provisions for windbreaks, shading, fog spraying, or covering
with a light-colored material shall be made in advance of placement, and such protective measures taken as quickly
as finishing operations will allow.
3.2.5 Lifts in Concrete
Deposit concrete in horizontal layers not to exceed [600][_____] mm [24][_____] inches in thickness. Carry on
placement at a rate that prevents the formation of cold joints. Place slabs in one lift.
[3.3 FORM REMOVAL
NOTE: Delete this paragraph if Section 03 11 14.00 10 FORMWORK FOR CONCRETE
is used.
Do not remove forms before 24 hours after concrete placement, except as otherwise specifically authorized. Do
not remove supporting forms and shoring until the concrete has cured for at least 5 days. When conditions require
longer curing periods, forms shall remain in place.
]3.4 FINISHING
3.4.1 General
Do not finish or repair concrete when either the concrete or the ambient temperature is below 10 degrees C 50
degrees F.
3.4.2 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. Surface defects greater than
13 mm 1/2 inch in diameter and holes left by removal of tie rods in all surfaces not to receive additional concrete
shall be reamed or chipped and filled 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.
The cement used in mortar or concrete for repairs to all surfaces permanently exposed to view shall be a blend
of portland cement and white cement so that the final color when cured is the same as adjacent concrete.
3.4.3 Finishing Unformed Surfaces
Float finish all unformed surfaces, that are not to be covered by additional concrete or backfill, to elevations
shown, unless otherwise specified. Surfaces to receive additional concrete or backfill shall be brought to the
elevations shown and left as a true and regular surface. Slope exterior surfaces for drainage unless otherwise
shown. Carefully make joints with a jointing tool. Finish unformed surfaces to a tolerance of 10 mm 3/8 inch
for a float finish [and 8 mm 5/16 inch for a trowel finish] as determined by a 3 m 10 foot straightedge placed
on surfaces shown on the drawings to be level or having a constant slope. Do not perform finishing while there
is excess moisture or bleeding water on the surface. No water or cement is to be added to the surface during
finishing.
3.4.3.1 Float Finish
Provide float finished surfaces, screeded and darbied or bullfloated to eliminate the ridges and to fill in the
voids left by the screed. In addition, the darby or bullfloat shall fill all surface voids and only slightly
embed the coarse aggregate below the surface of the fresh concrete. When the water sheen disappears and the
concrete supports a person's weight without deep imprint, complete floating. Floating shall embed large aggregates
just beneath the surface, remove slight imperfections, humps, and voids to produce a plane surface, compact the
concrete, and consolidate mortar at the surface.
3.4.3.2 [Trowel Finish
NOTE: A trowel finish is required only on building slabs to be left exposed
or covered with tile. Trowel finishing does not prevent dusting. Give all
other horizontal surfaces a float finish, except when a nonskid finish is necessary,
in which case use a broom finish.
Apply a trowel finish to [_____]. Trowelling shall be done immediately following floating to provide a smooth,
even, dense finish free from blemishes including trowel marks. Protect finished surfaces from damage during
the construction period.]
3.4.3.3 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
(thin set ceramic and porcelain tile and wood gymnasium floors, etc.) 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 MCP SET Part 2, construct in accordance with one of the methods recommended in Table 7.15.3,
"Typical Composite FF/FL Values for Various Construction Methods." ACI MCP SET Part 1 for tolerances tested
by ASTM E 1155M or ASTM E 1155. These requirements are based upon the latest FF/FL method. Floor slabs shall
conform to the following ACI F-number requirements unless noted otherwise:
a. Slab on Grade:
Specified Overall Values - FF30/FL23 minimum [FF_____/FL_____]
Minimum Local Values - FF17/FL15 minimum [FF_____/FL_____]
b. Level Suspended Slabs Shored Until After Testing:
Specified Overall Values - FF25/FL20 minimum [FF_____/FL_____]
Minimum Local Values - FF17/FL15 minimum [FF_____/FL_____]
c. Unlevel Shored Suspended Slabs and Unshored Suspended Slabs:
Specified Overall Values - FF25 [FF_____]
Minimum Local Values - FL17 [FL_____]
Floor slabs subject to vehicular traffic or receiving thin-set flooring shall conform to the following ACI F-number
requirements:
a. Slab on Grade:
Specified Overall Values - FF35/FL25 minimum [FF_____/FL_____]
Minimum Local Values - FF25/FL17 minimum [FF_____/FL_____]
b. Level Suspended Slabs Shored Until After Testing:
Specified Overall Values - FF30/FL20 minimum [FF_____/FL_____]
Minimum Local Values - FF25/FL15 minimum [FF_____/FL____]
c. Unlevel Shored Suspended Slabs and Unshored Suspended Slabs:
Specified Overall Values - FF30 [FF_____]
Minimum Local Values - FL25 [FL_____]
3.4.3.4 Measurement of Floor Tolerances
Test floor slabs within 24 hours of the final troweling. Provide tests to Contracting Officer within 12 hours
after collecting data. Floor flatness inspector shall 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 E 1155M ASTM E 1155
3.4.3.5 [Broom Finish
Apply a broom finish to [_____]. Screed and float the concrete to required finish plane with no coarse aggregate
visible. After surface moisture disappears, broom or brush the surface with a broom or fiber bristle brush in
a direction transverse to that of the main traffic or as directed.]
3.4.3.6 [Expansion and Contraction Joints
NOTES: Refer to ACI/MCP-3 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 millimeters) (in feet) between adjacent joints shall
be 30 times the concrete thickness (in millimeters) (in feet) for slabs exposed
to the environment.
Delete this paragraph if Section 03 15 14.00 10 EXPANSION, CONTRACTION AND CONSTRUCTION
JOINTS IN CONCRETE is used.
Delete this paragraph if Section 03 15 14.00 10 EXPANSION, CONTRACTION AND CONSTRUCTION
JOINTS IN CONCRETE is used.
Make expansion and contraction joints in accordance with the details shown or as otherwise specified. Provide
13 mm 1/2 inch thick transverse expansion joints where new work abuts an existing concrete. Provide expansion
joints at a maximum spacing of 10 m 30 feet on center in sidewalks [and at a maximum spacing of [_____] meters
feet in slabs], unless otherwise indicated. Provide contraction joints at a maximum spacing of [2] [_____]
linear meters [6] [_____] linear feet in sidewalks [and at a maximum spacing of [_____] meters feet in slabs],
unless otherwise indicated. Cut contraction joints at a minimum of [25] [_____] mm [1] [_____] inch(es) deep
with a jointing tool after the surface has been finished.]
3.5 CURING AND PROTECTION
Beginning immediately after placement, and continuing for at least 7 days, [except for concrete made with Type
III cement, at least 3 days,] cure and protect all concrete from premature drying, extremes in temperature, rapid
temperature change, freezing, mechanical damage, and exposure to rain or flowing water. Provide all materials
and equipment needed for adequate curing and protection at the site of the placement prior to the start of concrete
placement. Accomplish moisture preservation of moisture for concrete surfaces not in contact with forms by one
of the following methods:
a. Continuous sprinkling or ponding.
b. Application of absorptive mats or fabrics kept continuously wet.
c. Application of sand kept continuously wet.
d. Application of impervious sheet material conforming to ASTM C 171.
e. Application of membrane-forming curing compound conforming to ASTM C 309, Type 1-D, on surfaces permanently
exposed to view. Accomplish Type 2 on other surfaces in accordance with manufacturer's instructions.
Accomplish the preservation of moisture for concrete surfaces placed against wooden forms by keeping the forms
continuously wet for 7 days [, except for concrete made with Type III cement, for 3 days]. If forms are removed
prior to end of the required curing period, use other curing methods for the balance of the curing period. Do
not perform protection removal if the temperature of the air in contact with the cocrete may drop more than 15
degrees C 60 degrees F within a 24 hour period.
3.6 TESTS AND INSPECTIONS
3.6.1 General
The individuals who sample and test concrete, as required in this specification, 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.
3.6.2 Inspection Details and Frequency of Testing
3.6.2.1 Preparations for Placing
Inspect foundation or construction joints, forms, and embedded items in sufficient time prior to each concrete
placement by the Contractor to certify that it is ready to receive concrete.
3.6.2.2 Air Content
Check air content at least [once] [twice] during each shift that concrete is placed [for each class of concrete
required]. Obtain samples in accordance with ASTM C 172 and tested in accordance with ASTM C 231.
3.6.2.3 Slump
Check slump [once] [twice] during each shift that concrete is produced [for each class of concrete required].
Obtain samples in accordance with ASTM C 172 and tested in accordance with ASTM C 143/C 143M.
3.6.2.4 Consolidation and Protection
Ensure that the concrete is properly consolidated, finished, protected, and cured.
3.6.3 Action Required
3.6.3.1 Placing
Do not permit placing to begin until the availability of an adequate number of acceptable vibrators, which are
in working order and have competent operators, has been verified. Do not continue placing if any pile is inadequately
consolidated.
3.6.3.2 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.
3.6.3.3 Slump
Whenever a slump test result is outside the specification limits, adjust the batch weights of water and fine
aggregate prior to delivery of concrete to the forms. The adjustments are to be made so that the water-cement
ratio does not exceed that specified in the submitted concrete mixture proportion.
3.6.4 Reports
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 3 days after the end of each weekly reporting period. See Section
01 45 01 USACE QUALITY CONTROL.
3.7 FORM WORK
Form work shall conform to ACI MCP SET Parts 2 through 5.
3.7.1 Preparation of Form Surfaces
Forms shall be true to line and grade, mortar-tight, and sufficiently rigid to prevent objectionable deformation
under load. Form surfaces for permanently exposed faces shall be smooth, free from irregularities, dents, sags,
or holes. Chamfer exposed joints and exposed edges. Arrange internal ties so that when the forms are removed,
the form ties are not less than 50 mm 2 inches from concrete surfaces permanently exposed to view or exposed
to water on the finished structure.
3.7.2 Form Coating
Coat forms, for exposed surfaces, with a nonstaining form release coating applied [shortly before concrete is
placed.] [before the steel case is added to avoid contaminating the reinforcing steel.] Forms for unexposed
surfaces may be wetted in lieu of coating immediately before the placing of concrete, except that in freezing
weather form release coating shall be used.
3.7.3 Removal of Forms
Remove forms carefully to prevent damage to the concrete. Do not remove forms before the expiration of the minimum
time indicated below:
Arches, beams and deck-type slabs 144 hours
Columns and walls (lifts 4.5 meter and under) 24 hours
Columns and walls (lifts over 4.5 meter) 48 hours
Columns and walls (lifts 15 feet and under) 24 hours
Columns and walls (lifts over 15 feet) 48 hours
3.8 STEEL REINFORCING
3.8.1 General
Reinforcement shall 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.
3.8.2 Fabrication
Shop fabricate steel reinforcement in accordance with ACI MCP SET Parts 2 and 3. Shop details and bending shall
be in accordance with ACI MCP SET Parts 2 and 3.
3.8.3 Splicing
Perform splices in accordance with ACI MCP SET Parts 2 and 3.
3.8.4 Supports
Secure reinforcement in place by the use of metal or concrete supports, spacers, or ties.
3.9 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.
3.10 BILL OF LADING
Bill of Lading for each ready-mix concrete delivery shall be in accordance with ASTM C 94/C 94M.
3.11 CHEMICAL-HARDENER TREATMENT
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 Liquid-Chemical Floor Hardener where indicated, after curing and drying concrete surface. Dilute liquid
hardener with water and apply in three coats. First coat shall be 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.
3.12 FIELD TESTING
a. Provide samples and test concrete for quality control during placement. Sampling of fresh concrete
for testing shall be in accordance with ASTM C 172.
b. Test concrete for compressive strength at 7 and 28 days for each design mix. Concrete test specimens
shall conform to ASTM C 31/C 31M. Perform Compressive strength testing conforming to ASTM C 39/C 39M
.
c. Test Slump at the [plant] [site of discharge] for each design mix in accordance with ASTM C 143/C 143M
.
d. Test air content for air-entrained concrete in accordance with ASTM C 231. Test concrete using lightweight
or test extremely porous aggegates in accordance with ASTM C 173/C 173M.
e. Determine temperature of concrete at time of placement in accordance with ASTM C 1064/C 1064M.