USACE / NAVFAC / AFCESA / NASA UFGS-03 41 33 (August 2008)
----------------------------------
Preparing Activity: NASA Superseding
UFGS-03 41 33.00 40 (January 2008)
UNIFIED FACILITIES GUIDE SPECIFICATIONS
References are in agreement with UMRL dated January 2009
SECTION 03 41 33
PRECAST STRUCTURAL PRETENSIONED CONCRETE
08/08
NOTE: This specification covers the requirements for fabrication and erection
of precast structural concrete framing elements, floor units, and roof units
for buildings including, as required by the project, the following:.
Precast conventionally reinforced concrete floor and roof units for clear spans
up to 10.5 meter 35 feet
Precast conventionally reinforced concrete columns, joists, beams, and other
structural framing elements.
Precast prestressed concrete single- and double-tee slabs, hollow-cored flat
slabs, tee- or keystone- joists, columns, and other structural elements
Precast concrete cellular floor units with cells suitable for use as electrical
raceways
Drawings must include a complete design indicating the character of the work
to be performed and giving the following:
Assumed loads, including floor live load, roof live load, wind load, concentrated
loads such as partitions, and equipment mounted on or suspended from precast
concrete construction, concrete floor topping weight, and other design data
as may be required for the proper preparation of shop drawings
Layout of the framing system indicating the relative location of the various
precast structural concrete sections, floor elevations, column centers and offsets,
openings, and sufficient dimensions to adequately convey the quantity and nature
of the required precast structural concrete framing system
Details of all precast structural concrete sections indicating cross-sections
and dimensions
Location of precast structural concrete sections having an architectural finish
on exposed-to-view surfaces when required
Details of reinforcement indicating reinforcing-bar schedules; location and
size of welded-wire fabric; and tenons for prestressed concrete indicating the
final stressing force in kips, as required
Details of connections indicating end bearing minimums and anchorage devices
and other items embedded in the precast structural concrete sections
Location and details of concrete floor topping, when required
Details of openings including the size of steel framing members as required
Details of precast concrete filler blocks, as required
Details of hangers for suspended ceilings, ducts, piping, lighting fixtures,
conduit, or other construction, as required
Precast concrete floor-unit cells that will be used for electrical raceways,
when required
When both fire-resistance-rated construction and nonrated construction are required,
the location of fire-resistance-rated construction
Cast-in-place normal-weight concrete, including concrete floor topping, is specified
in Section 03 30 53 MISCELLANEOUS CAST-IN-PLACE CONCRETE.
Precast conventionally reinforced concrete wall panels, solid-section type,
are specified in Section 03 45 00.00 40 PRECAST ARCHITECTURAL CONCRETE.
Precast-concrete roof slabs placed over purlings or joists spaced not more than
8 feet on center are specified in Section 03 41 16 PRECAST CONCRETE SLABS (MAX.
SPAN 8' - 0" 0.C).
Sealing joints in exposed-to-view surfaces of precast concrete slabs, such as
at ceilings and walls, is specified in Section 07 92 00 JOINT SEALANTS.
Painting exposed-to-view surfaces of precast concrete units such as ceilings,
is specified in Section 09 90 00.00 40 PAINTING AND COATING.
When cells of precast concrete cellular floor units will be used for electrical
raceways, the inspection of cells to be used for electrical raceways, cutting
the floor units for inserts, and electrical raceway fittings are specified in
Section 26 05 00.00 40 COMMON WORK RESULTS FOR ELECTRICAL.
Fire-resistance-rated construction using precast structural concrete sections
is described in Underwriters Laboratories, Inc., "Fire Resistance Ratings (BXUV)"
included in UL Fire Resistance Directory and the "Fire-Resistance Ratings" contained
in AIA CO-1. Fire-resistance-rated construction limits the types of precast
structural concrete sections; the requirements for end restraint; the concrete
materials and proportions of concrete mix for floor top fill; the requirements
for grouting and sealing joints; and the type of roof insulation and roof covering.
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).
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 318/318R(2008; Errata 2008) Building Code Requirements for Structural Concrete and CommentaryACI 318M(2008) Metric Building Code Requirements for Structural Concrete and CommentaryACI SP-66(2004) ACI Detailing ManualACI/MCP 205(2008) Manual of Concrete Practice Part 2 - ACI 224R-01 to ACI 313R-97ACI/MCP 305(2008) Manual of Concrete Practice Part 3:315-99 to 343R-95ACI/MCP 405(2008) Manual of Concrete Practice Part 4:345R-91(97) to 355.2R-04][AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS (AASHTO)AASHTO M 200(1973; R 2007) Standard Specification for Epoxy Protective Coatings][AMERICAN HARDBOARD ASSOCIATION (AHA)AHA A135.4(2004) Basic Hardboard][AMERICAN NATIONAL STANDARDS INSTITUTE (ANSI)ANSI A48.1(1986) Concrete Construction - Forms for One Way Concrete Joist ConstructionANSI A48.2(1986) Concrete Construction - Forms for Two Way Concrete Joist Construction][AMERICAN WELDING SOCIETY (AWS)AWS A5.1/A5.1M(2004; Errata 2004) Carbon Steel Electrodes for Shielded Metal Arc WeldingAWS D1.1/D1.1M(2008) Structural Welding Code - SteelAWS D1.4/D1.4M(2005; Errata 2005) Structural Welding Code - Reinforcing Steel][ASTM INTERNATIONAL (ASTM)ASTM A 153/A 153M(2005) Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel HardwareASTM A 185/A 185M(2007) Standard Specification for Steel Welded Wire Reinforcement, Plain, for ConcreteASTM A 283/A 283M(2003; R 2007) Standard Specification for Low and Intermediate Tensile Strength Carbon Steel PlatesASTM A 322(2007) Standard Specification Steel Bars, Alloy, Standard GradesASTM A 36/A 36M(2008) Standard Specification for Carbon Structural SteelASTM A 370(2008b) Standard Test Methods and Definitions for Mechanical Testing of Steel ProductsASTM A 416/A 416M(2006) Standard Specification for Steel Strand, Uncoated Seven-Wire for Prestressed ConcreteASTM A 421/A 421M(2005) Standard Specification for Uncoated Stress-Relieved Wire for Prestressed ConcreteASTM A 615/A 615M(2008b) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete ReinforcementASTM A 675/A 675M(2003e1) Standard Specification for Steel Bars, Carbon, Hot-Wrought, Special Quality, Mechanical PropertiesASTM A 82/A 82M(2007) Standard Specification for Steel Wire, Plain, for Concrete ReinforcementASTM C 109/C 109M(2008) Standard Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2-in. or (50-mm) Cube Specimens)ASTM C 1107/C 1107M(2008) Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink)ASTM C 114(2007) Standard Test Methods for Chemical Analysis of Hydraulic CementASTM C 115(1996a; R 2003) Standard Test Method for Fineness of Portland Cement by the TurbidimeterASTM C 117(2004) Standard Test Method for Materials Finer than 75-um (No. 200) Sieve in Mineral Aggregates by WashingASTM C 123(2004) Standard Test Method for Lightweight Particles in AggregateASTM C 126(1999; R 2005) Standard Specification for Ceramic Glazed Structural Clay Facing Tile, Facing Brick, and Solid Masonry UnitsASTM C 127(2007) Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Coarse AggregateASTM C 128(2007a) Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Fine AggregateASTM C 131(2006)Standard Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles MachineASTM C 136(2006) Standard Test Method for Sieve Analysis of Fine and Coarse AggregatesASTM C 138/C 138M(2008) Standard Test Method for Density ("Unit Weight"), Yield, and Air Content (Gravimetric) of ConcreteASTM C 142(1997; R 2004) Standard Test Method for Clay Lumps and Friable Particles in AggregatesASTM C 143/C 143M(2008) Standard Test Method for Slump of Hydraulic-Cement ConcreteASTM C 150(2007) Standard Specification for Portland CementASTM C 151(2005) Standard Test Method for Autoclave Expansion of Hydraulic CementASTM C 157/C 157M(2008) Standard Test Method for Length Change of Hardened Hydraulic-Cement Mortar and 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 183(2002) Standard Practice for Sampling and the Amount of Testing of Hydraulic CementASTM C 185(2008) Standard Test Method for Air Content of Hydraulic Cement MortarASTM C 191(2008) Standard Test Method for Time of Setting Hydraulic Cement by Vicat NeedleASTM C 192/C 192M(2007) Standard Practice for Making and Curing Concrete Test Specimens in the LaboratoryASTM C 204(2007) Standard Test Method for Fineness of Hydraulic Cement by Air Permeability ApparatusASTM C 231(2008c) Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure MethodASTM C 232(2007) Standard Test Methods for Bleeding of ConcreteASTM C 233(2007) Standard Test Method for Air-Entraining Admixtures for ConcreteASTM C 260(2006) Standard Specification for Air-Entraining Admixtures for ConcreteASTM C 266(2008) Standard Test Method for Time of Setting of Hydraulic-Cement Paste by Gillmore NeedlesASTM C 29/C 29M(2007) Standard Test Method for Bulk Density ("Unit Weight") and Voids in AggregateASTM 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 330(2005) Standard Specification for Lightweight Aggregates for Structural ConcreteASTM C 39/C 39M(2005e1e2) Standard Test Method for Compressive Strength of Cylindrical Concrete SpecimensASTM C 40(2004) Standard Test Method for Organic Impurities in Fine Aggregates for ConcreteASTM C 403/C 403M(2008) Standard Test Method for Time of Setting of Concrete Mixtures by Penetration ResistanceASTM C 404(2007) Standard Specification for Aggregates for Masonry GroutASTM C 42/C 42M(2004) Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of ConcreteASTM C 451(2008) Standard Test Method for Early Stiffening of Hydraulic Cement (Paste Method)ASTM C 535(2003e1) Standard Test Method for Resistance to Degradation of Large-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles MachineASTM C 566(1997; R 2004) Standard Test Method for Total Evaporable Moisture Content of Aggregate by DryingASTM 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 70(2006) Standard Test Method for Surface Moisture in Fine AggregateASTM C 78(2008) Standard Test Method for Flexural Strength of Concrete (Using Simple Beam with Third-Point Loading)ASTM C 88(2005) Standard Test Method for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium SulfateASTM 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 1149(2007) Standard Test Method for Rubber Deterioration - Surface Ozone Cracking in a ChamberASTM D 2103(2008) Standard Specification for Polyethylene Film and SheetingASTM D 2240(2005) Standard Test Method for Rubber Property - Durometer HardnessASTM D 312(2000; R 2006) Standard Specification for Asphalt Used in RoofingASTM D 3744(2003) Standard Test Method for Aggregate Durability IndexASTM D 395(2003; R 2008) Standard Test Methods for Rubber Property - Compression SetASTM D 412(2006ae1e2) Standard Test Methods for Vulcanized Rubber and Thermoplastic Elastomers - TensionASTM D 4397(2008) Standard Specification for Polyethylene Sheeting for Construction, Industrial, and Agricultural ApplicationsASTM D 471(2006; R 2008) Standard Test Method for Rubber Property - Effect of LiquidsASTM D 573(2004) Standard Test Method for Rubber - Deterioration in an Air OvenASTM D 75(2003) Standard Practice for Sampling AggregatesASTM E 165(2002) Standard Test Method for Liquid Penetrant ExaminationASTM E 648(2008a) Standard Test Method for Critical Radiant Flux of Floor-Covering Systems Using a Radiant Heat Energy SourceASTM E 709(2008) Standard Guide for Magnetic Particle Examination][CONCRETE REINFORCING STEEL INSTITUTE (CRSI)CRSI 10MSP(2001; 27Ed) Manual of Standard Practice][PRECAST/PRESTRESSED CONCRETE INSTITUTE (PCI)PCI MNL-116(1999) Manual for Quality Control for Plants and Production of Structural Precast Concrete ProductsPCI MNL-120(2004) Design Handbook - Precast and Prestressed Concrete][U.S. GENERAL SERVICES ADMINISTRATION (GSA)FS MMM-A-001993(1978) Adhesive, Epoxy, Flexible, Filled (For Binding, Sealing, and Grouting)FS UU-B-790(Rev A) Building Paper, Vegetable Fiber: (Kraft, Waterproofed, Water Repellent and Fire Resistant)][UNDERWRITERS LABORATORIES (UL)UL Electrical Constructn(2008) Electrical Construction Equipment DirectoryUL Fire Resistance(2008) Fire Resistance Directory]1.2 SUBMITTALS
NOTE: Review Submittal Description (SD) definitions in Section 01 33 00 SUBMITTAL
PROCEDURES and edit the following list to reflect only the submittals required
for the project. 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.][for information only. When used, a designation following the
"G" designation identifies the office that will review the submittal for the Government.] Submit the following
in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:
SD-02 Shop Drawings
Submit Fabrication Drawings in accordance with the paragraphs entitled, "Fabrication" and "Drawings,"
of this section.
Submit Installation Drawings in accordance with the paragraph entitled, "Drawings," of this
section.
SD-05 Design Data
Submit mix design data in accordance with the paragraph entitled, "Concrete Design Mixes," of
this section.
Normal Weight Concrete
Lightweight Structural Concrete
SD-06 Test Reports
Submittest reports for the following items in accordance with paragraph entitled, "Concrete
Sampling and Testing," of this section. Include within each report the project name and number,
date, name of Contractor, name of precast-concrete manufacturer, name of concrete testing service,
type of concrete, structural-member identification letter and number, design compressive strength
at 28 calendar days, concrete-mix proportions and materials, compressive breaking strength and
type of break, a record of gage pressures or dynamometer readings, compression strength of concrete
at time of detensioning, and type of reinforcement. Design mix reports must be approved at
least 15 calendar days prior to start of work.
Air Content
Air Entrainment
Compressive Strength
Slump
Moisture Content
Design Mix
Unit Weight
SD-07 Certificates
Include within the certificates of Compliance for the following items; qualifications of personnel,
location of plant, concrete batching facilities, manufacturer equipment and facilities, a list
of projects similar to specified work, handling and erection equipment, and performance requirements.
Certificates for welder qualifications must be in accordance with the paragraph entitled, "Qualifications
for Welding Work," of this section.
Installers
Manufacturer
Aggregate
Pretensioning
Detensioning
Submit Welding Procedures in accordance with AWS D1.1/D1.1M.
SD-08 Manufacturer's Instructions
Indicate within the Installation Instructions the manufacturer's recommended sequence and methods
of installation for the following items:
Welding Sequence and Procedure
Epoxy-Resin Grout
Epoxy-Resin Adhesive
1.3 QUALIFICATIONS FOR PRECAST-CONCRETE MANUFACTURER
Precast structural concrete sections must be manufactured by an organization experienced in the manufacture of
precast concrete.
Submit a written description of the Manufacturer giving the qualifications of personnel, location of plant, concrete
batching facilities, manufacturing equipment and facilities, list of projects similar to specified work, and
other information as may be required.
Produce sections/units under plant-controlled conditions conforming to PCI MNL-116 by a firm certified under
the PCI Plant Certification Program and specializing in providing precast/prestressed products and related services.
1.4 QUALIFICATIONS FOR INSTALLER
Install members by an organization experienced in the installation of precast structural-concrete sections.
Submit a written description of Installers giving the qualifications of personnel, handling and erection equipment,
list of projects similar to specified work, and other information as may be required.
1.5 QUALIFICATIONS FOR WELDING WORK
[Section 05 05 23 WELDING, STRUCTURAL applies to work specified in this section.]
[Welding Procedures must be in accordance with AWS D1.1/D1.1M.]
[Welders must be qualified by tests in accordance with AWS D1.1/D1.1M.]
[Welders are to make only those types of weldments for which each is specifically qualified.]
Provide installation instructions for the Welding Sequence and Procedure which indicates the manufacturer's recommended
sequence and method of installation.
1.6 PERFORMANCE REQUIREMENTS
1.6.1 Design Methods
Design must be in accordance with ACI/MCP 305, ACI 318/318R, ACI 318M and PCI MNL-120.
1.6.2 Allowable Design Loads and Deflections
NOTE: Allowable design loads must be indicated and include dead loads, live
loads, stationary loads, concentrated moving loads, deflection of roof slab
sections, etc.
Recommended design loads are specified in article ix of the National Building
Code, recommended by the American Insurance Association AIA CO-1 and ANSI A58.1.
Allowable design loads and deflections must be as indicated.
1.6.3 UL Fire-Resistance Listing and Label
NOTE: Delete paragraph heading and the following paragraph when UL-listed fire-resistant
precast structural concrete sections are not required. The UL lists several
manufacturers of prestressed precast-concrete hollow-core flat slabs and single-tee
and double-tee slabs. Location and fire-resistance classification of fire-resistant-rated
structural sections must be indicated.
Sections indicated requiring a fire-resistance classification must be listed in UL Fire Resistance, part entitled,
"Precast Concrete Units (CFTV)," and bear the UL label and marking.
1.6.4 Electrical Raceway UL Listing and Label
NOTE: Delete paragraph heading and the following paragraph when hollow-core
floor-slab precast structural sections will not be used for electrical raceways,
either under this contract or in the future. Location of electrical raceway
structural sections must be indicated.
Hollow-core floor slabs indicated as electrical raceways must be listed in UL Electrical Constructn, part entitled,
"Raceways (RGKT) Cellular Concrete Floor (RGYR)," and bear the UL label and marking.
1.7 CONCRETE SAMPLING AND TESTING
1.7.1 Tests for Concrete Materials
NOTE: Delete the following materials and tests that are not required.
Sample and test concrete materials proposed for use in the work as follows:
MATERIAL REQUIREMENT TEST METHOD NUMBER OF TESTS
Concrete Sampling ASTM D 75 One for each
aggregates material source
for normal- Sieve analysis ASTM C 136 and grading
weight size
concrete Calculating ASTM C 126
fineness
modulus
Amount of ASTM C 117
material pass-
ing 75 micrometer
sieve
Amount of fri- ASTM C 142
able particles
Amount of ASTM C 40
organic
impurities
Amount of coal ASTM C 123
and lignite
Magnesium sul- ASTM C 88
fate soundness
test
Aggregate dura- ASTM D 3744
bility
Compact unit ASTM C 29/C 29M
weight of slag
(coarse
aggregate)
Resistance to ASTM C 131 or
abrasion test ASTM C 535
of small size
coarse
aggregate
Lightweight Sampling ASTM D 75 One for each
aggregates material source
for struc- Sieve ASTM C 136 and grading
tural con- analysis ASTM C 330 size
crete
Compact unit ASTM C 29/C 29M
Unit weight and
(loose) ASTM C 330
Lightweight Specimen ASTM C 192/C 192M As required for
structural preparation and each type of
concrete us- ASTM C 330 test to deter-
ing the pro- mine
conformance
posed light- Compressive ASTM C 39/C 39M
weight strength
aggregates
Unit-weight ASTM C 330
Shrinkage ASTM C 157/C 157M
and
ASTM C 330
Hydraulic Sampling ASTM C 183 One for each
cement material
source,
Chemical ASTM C 114 type, and
color
analysis
Fineness ASTM C 115
or
ASTM C 204
Autoclave ASTM C 151
expansion
Time of ASTM C 191
setting or
ASTM C 266
Air content ASTM C 185
of mortar
Compressive ASTM C 109/C 109M
strength
Heat of ASTM C 185
hydration
False set ASTM C 451
Air entrain- Materials ASTM C 233 One set of
ing admix- for tests tests for each
ture using type of port-
air-entrain- Number of ASTM C 233, land cement
ing concrete specimens Table 1 proposed for
made of the use and for
proposed each type of
concrete Bleeding ASTM C 232 concrete
materials
Time of ASTM C 403/C 403M
setting and
ASTM C 233
Compressive- ASTM C 192/C 192M
strength test and
specimen ASTM C 233
Compressive- ASTM C 39/C 39M
strength and
test at 3, 7, ASTM C 233
and 28 calendar
days
MATERIAL REQUIREMENT TEST METHOD NUMBER OF TESTS
Concrete Sampling ASTM D 75 One for each
aggregates material source
for normal- Sieve analysis ASTM C 136 and grading
weight size
concrete Calculating ASTM C 126
fineness
modulus
Amount of ASTM C 117
material pass-
ing No. 200
sieve
Amount of fri- ASTM C 142
able particles
Amount of ASTM C 40
organic
impurities
Amount of coal ASTM C 123
and lignite
Magnesium sul- ASTM C 88
fate soundness
test
Aggregate dura- ASTM D 3744
bility
Compact unit ASTM C 29/C 29M
weight of slag
(coarse
aggregate)
Resistance to ASTM C 131 or
abrasion test ASTM C 535
of small size
coarse
aggregate
Lightweight Sampling ASTM D 75 One for each
aggregates material source
for struc- Sieve ASTM C 136 and grading
tural con- analysis ASTM C 330 size
crete
Compact unit ASTM C 29/C 29M
Unit weight and
(loose) ASTM C 330
Lightweight Specimen ASTM C 192/C 192M As required for
structural preparation and each type of
concrete us- ASTM C 330 test to deter-
ing the pro- mine conformance
posed light- Compressive ASTM C 39/C 39M
weight strength
aggregates
Unit-weight ASTM C 330
Shrinkage ASTM C 157/C 157M
and
ASTM C 330
Hydraulic Sampling ASTM C 183 One for each
cement material source,
Chemical ASTM C 114 type, and color
analysis
Fineness ASTM C 115
or
ASTM C 204
Autoclave ASTM C 151
expansion
Time of ASTM C 191
setting or
ASTM C 266
Air content ASTM C 185
of mortar
Compressive ASTM C 109/C 109M
strength
Heat of ASTM C 185
hydration
False set ASTM C 451
Air entrain- Materials ASTM C 233 One set of
ing admix- for tests tests for each
ture using type of port-
air-entrain- Number of ASTM C 233, land cement
ing concrete specimens Table 1 proposed for
made of the use and for
proposed each type of
concrete Bleeding ASTM C 232 concrete
materials
Time of ASTM C 403/C 403M
setting and
ASTM C 233
Compressive- ASTM C 192/C 192M
strength test and
specimen ASTM C 233
Compressive- ASTM C 39/C 39M
strength and
test at 3, 7, ASTM C 233
and 28 calendar
days
1.7.2 Concrete Design Mixes
NOTE: Delete the following types of concrete and tests not required.
Determine and test concrete Design Mix for concrete used as follows:
TYPE OF
CONCRETE REQUIREMENT TEST METHOD NUMBER OF TESTS
Normal Specific ASTM C 128 As required for
weight gravity and the concrete
concrete absorption of aggregates for
fine aggregate each trial mix
Specific ASTM C 127
gravity and
absorption of
coarse
aggregate
Moisture Content ASTM C 70
tent of both and
fine and ASTM C 566
coarse
aggregate
Dry-rodded ASTM C 29/C 29M
Unit Weight of
coarse
aggregate
Trial mixes us- ACI 211.1 As required to
ing at least determine the
three different concrete mix
water/cement having the
ratios, minimum properties
allowable cement specified in
content, maxi- the paragraph
mum allowable entitled,
slump; all with "Quality of
Air Entrainment Concrete"
Making and ASTM C 192/C 192M Two sets of
curing concrete three specimens
specimens in for each design
the laboratory mix
Sampling fresh ASTM C 192/C 192M One for each
concrete in the set of design
laboratory mix specimens
Slump ASTM C 143/C 143M
Air Content ASTM C 231
Yield ASTM C 138/C 138M
Compressive ASTM C 39/C 39M Three specimens
strength tested at 28
calendar days
Lightweight Dry loose unit ASTM C 29/C 29M As required for
structural weight of and the lightweight
concrete aggregates ASTM C 330 aggregate for
each trial mix
Moisture con- ASTM C 566
tent of
aggregate
Trial mixes us- ACI 211.1 As required to
ing at least determine the
three different concrete mix
water/cement having the
ratios, maxi- properties
mum allowable specified in
slump; both the paragraph
with and with- entitled,
out air en- "Quality of
trainment Concrete"
Making and ASTM C 192/C 192M Two sets of
curing concrete for each design
the laboratory mix
Sampling fresh ASTM C 192/C 192M One for each
concrete in the set of design
laboratory mix specimens
Slump ASTM C 143/C 143M
Air content ASTM C 173/C 173M
Yield ASTM C 138/C 138M
Compressive ASTM C 39/C 39M Three specimens
strength tested at 7
calendar days
and three
specimens tested
at 28 calendar
days
Air-dried ASTM C 330 Two specimens
unit weight tested after
curing 28
calendar days
NOTE: Delete the following paragraph when normal-weight concrete is not required.
From the results of the tests for normal-weight concrete, plot a curve showing the relationships between water/cement
ratios and compressive strengths. Do not exceed the maximum water/cement ratio specified for normal-weight concrete
properties shown by the curve to produce a design-minimum laboratory Compressive Strength at 28 calendar days
not less than that specified.
NOTE: Delete the following paragraph when lightweight structural concrete is
not required.
From the results of the tests for lightweight structural concrete, plot a curve showing the relationships between
cement contents and compressive strengths. Do not provide less then the minimum cement content specified for
lightweight structural properties shown by the curve to produce a design-minimum laboratory compressive strength
at 28 calendar days not less than that specified.
1.7.3 Quality Control Testing During Fabrication
NOTE: Delete the following types of concrete not required by the project.
Sample and test concrete for quality control during fabrication as follows:
TYPE OF
CONCRETE REQUIREMENT TEST METHOD NUMBER OF TESTS
Normal Sampling of ASTM C 172 As required for
weight fresh except each test
concrete concrete modified for
slump per
ASTM C 94/C 94M
Slump test ASTM C 143/C 143M One for each
concrete load
at point of
discharge and
one for each
set of
compressive
strength test
Air Content ASTM C 231 One for each
by pressure set of compres-
method sive-strength
tests
Compression ASTM C 31/C 31M One set of six
test standard cyl-
specimens inder speci-
mens for each
compressive
strength test
Curing of compression test specimens must be the same as
the curing method used for the precast-concrete structural
members.
Concrete Each time a set
temperature of compression-
test specimens
is made
Compressive ASTM C 39/C 39M One set for
strength tests every ten
structural mem-
bers, or frac-
tion thereof,
cast in any one
day; two speci-
mens tested at
7 calendar
days, three
specimens
tested at 28
calendar days,
and one
specimen re-
tained in
reserve for
testing if
required
Lightweight Sampling ASTM C 172 As required for
structural fresh except each test
concrete concrete modified for
slump per
ASTM C 94/C 94M
Slump test ASTM C 143/C 143M One for each
and unit ASTM C 138/C 138M concrete load
weight of at point of
fresh discharge and
concrete one for each
set of compres-
sive-strength
tests
Air content ASTM C 173/C 173M One for each
by volumetric set of compres-
method sive-strength
tests
Compressive ASTM C 31/C 31M One set of six
test standard
specimens cylinder speci-
mens for each
compressive-
strength test
The curing of Compressive Strength test specimens must be the
same as the curing method used for the precast-concrete
structural members.
Concrete Each time a set
temperature of compression
test specimens
is made
Compressive- ASTM C 39/C 39M One set for
strength tests every ten
structural mem-
bers, or frac-
tion thereof,
as in any one
day; two speci-
mens tested at
7 calendar
days, three
specimens
tested at 28
calendar days,
and one
specimen re-
tained in re-
serve for test-
ing if required
Air-dried ASTM C 330 One for each
Unit Weight compressive
at 28 calendar strength test
days
Submit test results on the same day that tests are made.
1.8 DRAWINGS
Show type and location of all reinforcement, size and spacing of welds within Fabrication Drawings.
Indicate type and location of all anchorage devices, size and spacing of all welded connections, grouting and
joint sealant details, and dimensions and locations of all openings in structural concrete sections within Installation
Drawings.
PART 2 PRODUCTS
2.1 QUALITY OF CONCRETE
2.1.1 Normal-Weight Concrete Properties
NOTE: Delete paragraph heading and the following paragraphs when normal-weight
concrete will not be required.
PROPERTY VALUE
Design Compressive Strength Not less than
at 28 calendar days 34.5 Megapascal
Maximum Aggregate size 19 millimeter
Maximum water/cement ratio 16 liter per
42.5 kilogram
sack of cement
Slump at point of concrete Not to exceed
discharge 75 millimeter
Total air content by volume Not less than 4 percent nor
at point of concrete more than 8 percent
discharge
PROPERTY VALUE
Design Compressive Strength Not less than
at 28 calendar days 5,000 psi
Maximum Aggregate size 3/4 inch
Maximum water/cement ratio 4.25 gallons per
94-pound
sack of cement
Slump at point of concrete Not to exceed
discharge 3 inches
Total air content by volume Not less than 4 percent nor
at point of concrete more than 8 percent
discharge
2.1.2 Lightweight Structural Concrete Properties
NOTE: Delete paragraph heading and the following paragraphs when light-weight
structural concrete will not be required.
PROPERTY VALUE
Design compressive strength Not less than
at 28 calendar days 34.5 Megapascal
Maximum size Aggregate 19 millimeter
Minimum cement content Seven 42.5 kilogram
sacks of cement per
0.75 cubic meter
Slump at point of concrete Not to exceed
discharge 75 millimeter
Total air content by volume Not less than 4 percent
at point of concrete nor more than 8 percent
discharge
Air-dry density at 28 calendar Not less than 1440 nor more
days than 1840 kilogram
per cubic meter
PROPERTY VALUE
Design compressive strength Not less than
at 28 calendar days 5,000 psi
Maximum size Aggregate 3/4 inch
Minimum cement content Seven 94-pound
sacks of cement per
cubic yard
Slump at point of concrete Not to exceed
discharge 3 inches
Total air content by volume Not less than 4 percent
at point of concrete nor more than 8 percent
discharge
Air-dry density at 28 calendar Not less than 90 nor more
days than 115 pounds
per cubic foot
2.2 CONCRETE MATERIALS
2.2.1 Aggregates
NOTE: Delete paragraph heading and the following paragraphs when precast structural-concrete
sections will be fabricated of lightweight structural concrete. Precast concrete
elements that will be exposed to the weather must be fabricated of normal-weight
concrete. When an architectural finish, such as exposed aggregate, is required
for exposed-to-view surfaces, refer to Section 03 45 00.00 40 PRECAST ARCHITECTURAL
CONCRETE for concrete aggregate specifications.
Delete the following paragraph when both normal-weight concrete and lightweight
structural concrete is required.
Aggregates must be fine and coarse conforming to ASTM C 33 and the following:
NOTE: Delete the following paragraph when precast structural concrete sections
will be fabricated of normal-weight concrete.
Aggregates for normal-weight concrete must be fine and coarse conforming to ASTM C 33 and the following:
Where a structural member will be exposed to the weather meet the requirements of ASTM C 33
for fine aggregate subject to abrasion, for coarse aggregate subject to severe exposure, and
for all concrete aggregates where surface appearance of the concrete is important.
Maximum size of coarse aggregate must be as specified.
2.2.2 Lightweight Aggregates
NOTE: Delete paragraph heading and the following paragraph when all precast
structural-concrete sections will be fabricated of normal-weight concrete.
Fire-resistance-rated structural sections may be fabricated of lightweight structural
concrete, especially when the fire-resistance rating exceeds 2 hours.
Conform to ASTM C 330 for fine and coarse aggregates in structural concrete.
2.2.3 Portland Cement
NOTE: If high early strength concrete is required, add Type III.
[Portland cement must conform to ASTM C 150, Type [_____].]
[Blended hydraulic cement must conform to ASTM C 595, Type [_____].]
Use one brand and type of cement for formed concrete having exposed-to-view finished surfaces.
2.2.4 Fly Ash
Fly ash [is required] [used] as an admixture [and] must conform to ASTM C 618, Class [C or F] with 4 percent
maximum loss on ignition and between 15 to 35 percent maximum cement replacement by weight.
NOTE: Ground granulated blast furnace slag is one of the materials listed in
the EPA's Comprehensive Procurement Guidelines (CPG)
(http://www.epa.gov/cpg/). If the Architect/Engineer determines that use of
certain materials meeting the CPG content standards and guidelines would result
in inadequate competition, do not meet quality/ performance specifications,
are available at an unreasonable price or are not available within a reasonable
time frame, the Architect/Engineer may submit written justification and supporting
documentation for not procuring designated items containing recovered material.
Written justification may be submitted on a Request for Waiver Form to the NASA
Environmental Program Manager for approval. The Request for Waiver Form is
located in the NASA Procedures and Guidelines (NPG 8830.1) (http://nodis3.gsfc.nasa.gov
).
2.2.5 Ground Granulated Blast Furnace (GGBF) Slag
GGBF slag [is required] [used] as an admixture [and] must conform to ASTM C 989, Grade [120] with between 25
to 50 percent maximum cement replacement by weight.
2.2.6 Air-Entraining Admixture
Admixture must be free of sodium chloride and nitrates and conform to ASTM C 260.
2.2.7 Water
Water must be potable.
2.3 REINFORCEMENT MATERIALS
NOTE: Delete the following reinforcement materials that are not required.
Concrete reinforcement materials are required for both conventionally reinforced
and prestressed precast structural-concrete sections.
2.3.1 Reinforcement Bars
Bars must be deformed and conform to ASTM A 615/A 615M, Grade 60, except that 9.5 millimeter diameter bars may
be Grade 40.
NOTE: Delete the following paragraph when galvanized reinforcing bars for concrete
reinforcement will not be required. Galvanizing is recommended when the concrete
cover over reinforcing bars is less than 38 millimeter 1-1/2 inches for structural
sections exposed to the weather.
Galvanize bars for structural sections exposed to the weather in accordance with ASTM A 153/A 153M.
2.3.2 Cold-Drawn Steel Wire
Wire must conform to ASTM A 82/A 82M.
2.3.3 Welded-Wire Fabric
NOTE: Select one of the following paragraphs as applicable to the project.
Provide uncoated wire fabric conforming to ASTM A 185/A 185M. Provide galvanized wire fabric in structural sections
exposed to the weather.
2.3.4 Supports for Concrete Reinforcement
Include bolsters, chairs, spacers, and other devices necessary for proper spacing, supporting, and fastening
reinforcement bars and wire in place.
Provide wire supports conforming to ACI/MCP 405, ANSI A48.1, ANSI A48.2, ASTM E 648, ACI SP-66 and CRSI 10MSP
.
Legs of supports in contact with formwork for sections that will be exposed to weather must be hot-dip galvanized
after fabrication, plastic coated, or corrosion-resistant steel bar supports.
2.4 PRESTRESSING MATERIALS
NOTE: Delete paragraph heading and the following paragraphs when prestressed
structural-concrete sections are not required.
2.4.1 Strand Tendons
NOTE: Strand tendons for prestressed concrete are primarily intended for use
in pretensioned, bonded, prestressed concrete construction.
Provide uncoated, 7-strand, stress-relieved, steel wire conforming to ASTM A 416/A 416M.
2.4.2 Wire Tendons
NOTE: Delete paragraph heading and the following paragraph when wire tendons
for prestressed concrete will not be required. Prestressing steel wire is commonly
used in prestressed linear concrete construction in which the steel wire ends
are anchored by cold-end deformation (that is, button anchorage) or in which
the steel wire ends are anchored by wedges.
Provide tendons conforming to ASTM A 421/A 421M, Type BA or Type WA, as required to suit the steel-wire anchorage
method used.
2.4.3 Steel-Bar Tendons
NOTE: Delete paragraph heading and the following paragraphs when steel-bar
tendons for prestressed concrete will not be required. Steel bars are principally
used in post tensioning.
Provide uncoated round steel bars conforming to ASTM A 322.
Tensile properties of the bars after processing, when tested in accordance with ASTM A 370, must be as follows:
NOTE: Select one of the following values of tensile property and value as applicable
to the project.
TENSILE PROPERTY VALUE NO. 1 VALUE NO. 2
Ultimate tensile 1000 Megapascal min 1100 Megapascal min
strength
Yield strength (0.2- 900 Megapascal min 970 Megapascal min
percent offset)
Elongation at rupture 4 percent min 4 percent min
in 20 diameters
Reduction on area at 25 percent min 20 percent min
rupture
TENSILE PROPERTY VALUE NO. 1 VALUE NO. 2
Ultimate tensile 145,000 psi min 160,000 psi min
strength
Yield strength (0.2- 130,000 psi min 140,000 psi min
percent offset)
Elongation at rupture 4 percent min 4 percent min
in 20 diameters
Reduction on area at 25 percent min 20 percent min
rupture
2.4.4 Tendon Anchorages for Pretensioning
Provide tendon anchorages capable of anchoring reinforcement without slippage after seating.
Steel cases for prestressing steel strand must be prooftested by the manufacturer to at least 90 percent of the
ultimate tensile strength of the strand.
2.4.5 Tendon Anchorages for Post Tensioning
NOTE: Delete paragraph heading and the following paragraphs when tendon anchorages
for post tensioning will not be required. Normally, pretensioning only is required
for prestressed precast structural concrete sections for building construction.
Post tensioning may be required for field connections.
Anchorages must be capable of developing 100 percent of the guaranteed ultimate tensile strength of the reinforcement
for prestressed concrete without excessive deformation. Provide anchorage plates of sufficient size to keep
bearing pressures within the stress allowed by ACI/MCP 305 and ACI 318/318R for the specified concrete strength
at stressing.
Submit test data confirming the adequacy of anchorages.
2.5 CONNECTION MATERIALS
2.5.1 Steel Plates, Shapes, and Bars
Plates must conform to ASTM A 283/A 283M, Grade C, or to ASTM A 36/A 36M.
Structural-steel shapes must conform to ASTM A 36/A 36M.
Bar shapes, flats, and rounds must conform to ASTM A 675/A 675M, Grade 65, or ASTM A 36/A 36M.
2.5.2 Steel Anchor Bolts
NOTE: Delete paragraph heading and the following paragraph when anchor bolts
will not be required. Anchor bolts are normally required for precast concrete
column base connections.
Anchor bolts must be steel with steel hexagon nuts and steel washers.
2.5.3 Electrodes for Welding
NOTE: Delete paragraph heading and the following paragraphs when welded connections
will not be required.
Electrodes for manual shielded metal-arc welding connections consisting of structural quality carbon-steel members
must conform to the AWS Code and be covered mild-steel electrodes conforming to AWS A5.1/A5.1M, E60 series.
Electrodes for welding steel bars for concrete reinforcement must conform to AWS D1.4/D1.4M.
2.5.4 Flexible Bearing Pads
NOTE: Delete one of the following paragraphs as applicable to the project.
Delete paragraph heading and the following paragraphs when flexible bearing
pads are not required. Hardboard bearing pads are recommended for gravity connections
having a bearing load not exceeding 1725 kilopascal 250 pounds per square inch
(psi). Elastomeric nonlaminated bearing pads are recommended for gravity connections
having a bearing load not exceeding 5500 kilopascal 800 psi. Where the bearing
load exceeds 5500 kilopascal 800 psi or where there are small rotations, laminated
type bearing pads designed and constructed to meet the requirements for loading
and movement must be considered. The location and size of flexible bearing
pads must be indicated.
Provide tempered hardboard pads not less than 3 millimeter 1/8 inch in thickness, smooth-two-sides, conforming
to AHA A135.4.
Pads must be molded or cut from elastomeric material. Provide pad dimensions as indicated and within the following
tolerances: thickness, plus or minus 1.5 millimeter 1/16 inch; width, minus 3 to plus 6.5 millimeter 1/8 to plus
1/4 inch; length, plus or minus 3 millimeter. 1/8 inch Material must be a vulcanized, chloroprene elastomeric
compound conforming to the following tests:
PROPERTY TEST METHOD PERFORMANCE
Hardness Shore A durometer ASTM D 2240 70 plus or minus
5 points
Tensile strength ASTM D 412, Not less than
Die C 17.2 Megapascal
Ultimate elongation ASTM D 412, Not less than
Die C 300 percent
Resistance to oil aging: ASTM D 471 Not more than
change in volume after 70- plus 120
hour immersion in ASTM percent
oil No. 3 at 100 degrees C
Resistance to heat aging: ASTM D 573 Plus 15
change in original proper- percent,
ties after 70 hours at 100 minus 40
degrees C tensile strength percent,
ultimate elongation 0 to plus 15
hardness points
Resistance to permanent ASTM D 395 Not more than
set: compression set after Method B 35 percent
22 hours at 100 degrees C
Resistance to ozone: ASTM D 1149 No cracks
condition after exposure
of a sample kept under a
surface tensile strain of
20 percent to an ozone
concentration of 100 parts
per million of air by
volume in air for 100
hours at 40 degrees C
Not less than
91 kilogram per
25 linear millimeter
PROPERTY TEST METHOD PERFORMANCE
Hardness Shore A durometer ASTM D 2240 70 plus or minus
5 points
Tensile strength ASTM D 412, Not less than
Die C 2,500 psi
Ultimate elongation ASTM D 412, Not less than
Die C 300 percent
Resistance to oil aging: ASTM D 471 Not more than
change in volume after 70- plus 120
hour immersion in ASTM percent
oil No. 3 at 212 degrees F
Resistance to heat aging: ASTM D 573 Plus 15
change in original proper- percent,
ties after 70 hours at 212 minus 40
degrees F tensile strength percent,
ultimate elongation 0 to plus 15
hardness points
Resistance to permanent ASTM D 395 Not more than
set: compression set after Method B 35 percent
22 hours at 212 degrees F
Resistance to ozone: ASTM D 1149 No cracks
condition after exposure
of a sample kept under a
surface tensile strain of
20 percent to an ozone
concentration of 100 parts
per million of air by
volume in air for 100
hours at 104 degrees F
Not less than
200 pounds per
linear inch
2.6 GROUTING MATERIALS
NOTE: Delete the following paragraphs that are not applicable to the project.
When fire-resistance rated precast structural-concrete sections are required,
the applicable fire agency's requirements for grouting materials must be consulted.
NOTE: Ground granulated blast furnace slag is one of the materials listed in
the EPA's Comprehensive Procurement Guidelines (CPG)
(http://www.epa.gov/cpg/). If the Architect/Engineer determines that use of
certain materials meeting the CPG content standards and guidelines would result
in inadequate competition, do not meet quality/ performance specifications,
are available at an unreasonable price or are not available within a reasonable
time frame, the Architect/Engineer may submit written justification and supporting
documentation for not procuring designated items containing recovered material.
Written justification may be submitted on a Request for Waiver Form to the NASA
Environmental Program Manager for approval. The Request for Waiver Form is
located in the NASA Procedures and Guidelines (NPG 8830.1) (http://nodis3.gsfc.nasa.gov
).
Portland cement must conform to ASTM C 150, Type I.
Blended hydraulic cement must conform to ASTM C 595, Type [_____].
Aggregate for cement grout must conform to ASTM C 404, Size No. 2.
Shrinkage-resistant grouting compound must be premixed and packaged ferrous aggregate conforming to ASTM C 1107/C 1107M
, for expansive grouts.
Water must be potable.
Provide two-component, mineral-filled, epoxy-polysulfide epoxy-Resin Grout conforming to FS MMM-A-001993, Type
I.
Provide two-component, epoxy-polyamide cured type epoxy-Resin Adhesive conforming to AASHTO M 200.
2.7 BITUMINOUS JOINT SEALING MATERIALS
NOTE: Delete paragraph heading and the following paragraphs when single- or
double-tee roof slab structural sections are not required.
Use asphalt bituminous cement conforming to ASTM D 312, Type IV.
Joint sealing tape must be 150 millimeter 6 inches wide, multilayered, asphalt treated, glass-fiber reinforced,
conforming to [ASTM D 2103] [ASTM D 4397] [FS UU-B-790, Type I, Grade C, Style 4,] with the following modification:
Dry tensile strength must not be less than 6130 newton per meter 35 pounds per inch width, both directions.
2.8 FABRICATION
2.8.1 Fabrication Tolerances
NOTE: Delete the following fabrication tolerances that are not required by
the project.
Fabricate sections within the following tolerances:
Overall dimensions Plus or minus 3 millimeter
per 3048 millimeter but not
greater than 19.1 millimeter
overall
Cross-sectional dimensions of Plus or minus 3 millimeter
up to 150 millimeter
Over 150 to 460 millimeter Plus or minus 4.8 millimeter
Over 460 to 915 millimeter Plus or minus 6.4 millimeter
Over 915 millimeter Plus or minus 9.5 millimeter
Deviation from straight line Not over 9.5 millimeter
parallel to centerline of
section up to 12.2 meter in
length
12.2 to 18.3 meter in length Not over 12.7 millimeter
Over 18.3 meter in length Not over 19.1 millimeter
Deviation from camber indicated Plus or minus 3 millimeter
on the drawings per 3 meter
Ends out of square, up to 305 0.80 millimeter per 25.4
millimeter in width or depth millimeter of width or depth
Over 300 millimeter in width 0.80 plus 0.40 millimeter
or depth per 25.4 millimeter of
width or depth
Position of block-outs Plus or minus 12.7 millimeter
Position of voids in hollow Plus or minus 12.7 millimeter
cored flat slabs, for both
vertical and horizontal
dimensions
Concrete cover over Plus 6.4, minus 0 millimeter
reinforcement
Position of tendons for pre- Plus or minus 3.2 millimeter
stressed concrete
Position of deflection points Plus or minus 152 millimeter
for deflected strand tendons
for prestressed concrete
Position of weld plates Plus or minus 25.4 millimeter
Position of lateral Plus or minus 25.4 millimeter
anchorage points
Position of pickup devices Plus or minus 152 millimeter
Overall dimensions Plus or minus 1/8 inch per
10 feet but not greater
than 3/4 inch overall
Cross-sectional dimensions of Plus or minus 1/8 inch
up to 6 inches
Over 6 to 18 inches Plus or minus 3/16 inch
Over 18 to 36 inches Plus or minus 1/4 inch
Over 36 inches Plus or minus 3/8 inch
Deviation from straight line Not over 3/8 inch
parallel to centerline of
section up to 40 feet in
length
40 to 60 feet in length Not over 1/2 inch
Over 60 feet in length Not over 3/4 inch
Deviation from camber indicated Plus or minus 1/8 inch per
on the drawings 10 feet
Ends out of square, up to 12 1/32 inch per inch of
inches in width or depth width or depth
Over 12 inches in width or 1/32 inch plus 1/64 inch
depth per inch of width or depth
Position of block-outs Plus or minus 1/2 inch
Position of voids in hollow Plus or minus 1/2 inch
cored flat slabs, for both
vertical and horizontal
dimensions
Concrete cover over Plus 1/4, minus 0 inch
reinforcement
Position of tendons for pre- Plus or minus 1/8 inch
stressed concrete
Position of deflection points Plus or minus 6 inches
for deflected strand tendons
for prestressed concrete
Position of weld plates Plus or minus 1 inch
Position of lateral Plus or minus 1 inch
anchorage points
Position of pickup devices Plus or minus 6 inches
2.8.2 Forms
NOTE: Structural-section dimensions, cross-sections, and other details as required
by the project must be indicated.
Use forms and form-facing materials that are nonreactive with concretesuch as wood, metal, plastic, or other
approved materials. Conform to the shapes, lines, and dimensions indicated and are within the limits of the
specified fabrication tolerances.
2.8.3 Reinforcement
NOTE: Reinforcement types, sizes, and arrangement as required for structural
strength after the structural sections have been installed must be indicated.
Provide types, sizes, and arrangement as indicated on the approved drawings. Details of reinforcement must be
in accordance with ACI/MCP 305 and ACI 318/318R, unless otherwise specified.
Place and secure steel bars, welded-wire fabric, and other reinforcement by means of metal bar supports and spacers.
NOTE: Delete the following paragraph when prestressed structural-concrete sections
are not required by the project.
Place tendons and anchorages in accordance with ACI/MCP 305 and ACI 318/318R. End anchorages that will be permanently
protected with concrete must be free of loose rust, grease, oil, paint, and other foreign matter. Bearing surface
between anchorages and concrete must be perpendicular to and concentric with the tendons and the line of action
prestressing force.
NOTE: Revise the following paragraphs when not applicable to the project.
Concrete cover for reinforcement must be indicated.
Concrete cover for reinforcement must be in accordance with ACI/MCP 305 and ACI 318/318R.
2.8.4 Built-In Anchorage Devices
NOTE: Anchorage devices that are to be embedded in the precast structural concrete
sections must be indicated. Anchorage devices include weld plates, bearing
plates and steel shapes.
Position, anchor, and locate anchorage devices where they do not affect the position of the main reinforcement
or placing concrete. Bearing plates must be set level, aligned properly, and anchored in the exact location indicated.
2.8.5 Lifting Devices
Provide lifting devices designed for 100-percent impact, and of materials sufficiently ductile to ensure visible
deformation before fracture.
2.8.6 Blockouts
NOTE: Blockouts or openings in slabs that would require the cutting of primary
reinforcement if such openings were to be cut in the field must be cast in the
unit during fabrication and must be indicated. The maximum size of field-cut
openings may be from 150 to 300 millimeter 6 to 12 inches depending on the type
of unit used such as the inside diameter of the voids in hollow cored flat slabs
and the spacing of reinforcement.
Provide blockouts as indicated.
2.8.7 Pretensioning
NOTE: Delete paragraph heading and the following paragraphs when prestressed
structural-concrete sections are not required by the project.
Pretensioning of tendons may be accomplished either by the single-strand or multiple-strand tensioning method.
Determine the prestressing force by measuring the tendon elongation, either by checking the jack pressure on
a recently calibrated gage or by use of a recently calibrated dynamometer. Correct any discrepancy that exceeds
5 percent. Base elongation requirements on the load-elongation curves for the type of tendon used. The total
loss of prestress due to unreplaced broken tendons must not exceed 2 percent of the total prestress.
2.8.8 Concrete Mixing and Conveying
Measure concrete materials, concrete batching plant, concrete mixers, and concrete mixing in accordance with
ASTM C 94/C 94M.
Handle concrete to prevent segregation and loss of concrete mix materials.
2.8.9 Preparations for Placing Concrete
Keep form interiors and reinforcement free of accumulations of hardened concrete, form-parting compound, standing
water, ice, snow, or other deleterious substances. Secure in position, inspect and approve reinforcement and
other embedded items .
2.8.10 Weather Limitations
Do not place concrete when temperature of the atmosphere is below 5 degrees C 40 degrees F nor during rain, sleet,
and snow unless adequate protection is provided. Protection during inclement weather must prevent the entry
of rain, sleet, or snow into the forms or into the fresh concrete.
2.8.11 Concrete Placing
Depost concrete so that no concrete will be placed on concrete that has hardened sufficiently to cause formation
of seams or planes of weakness. Consolidate concrete in a manner that will prevent segregation and will produce
concrete free of honeycomb or rock pockets and with the required surface finish.
2.8.12 Identification Markings
Clearly mark each structural section in a permanent manner to indicate its location and orientation in the building
and the pickup points.
Each structural section must have the date of casting plainly indented in the unexposed face of the concrete.
2.8.13 Finishing Unformed Surfaces
Trowel finish unformed surfaces unless otherwise specified. Provide smooth surface free of trowel marks, uniform
in texture and appearance, and be plane to a tolerance not exceeding 3.2 millimeter in 3048 millimeter 1/8 inch
in 10 feet when tested with a 3000 millimeter 10-foot straightedge.
Provide top surfaces of sections that are to receive concrete topping after installation with a transversely
scarified scratch finish and remove laitance.
2.8.14 Curing
Cure concrete by keeping the concrete damp for not less than 7 calendar ays if made of Type I portland cement
and for not less than 3 calendar days if made of Type III portland cement. For each decrease of 3 degrees below
21 degrees C 5 degrees below 70 degrees F in the average curing temperature, increase the curing period by 4
calendar days for concrete made of Type I portland cement and by 2 calendar days for concrete made of Type III
portland cement.
Curing by low-pressure steam, steam vapor, radiant heat and moisture, or other acceptable process may be employed
provided that the compressive strength of the concrete is equal to that obtained by moist curing and the 28-day
compressive strength of the concrete meets the requirements specified, as determined by test cylinders of the
same concrete cured by the same curing process.
Do not remove sections from their casting beds until the curing period is completed or concrete has attained
at least 75 percent of its design compressive strength.
2.8.15 Protection of Concrete After Placing
Protection must meet the requirements of ACI/MCP 205 for hot or cold weather, as applicable.
2.8.16 Detensioning
NOTE: Delete paragraph heading and the following paragraphs when prestressed
structural-concrete sections are not required by the project.
Detensioning of tendons must not be done until the concrete compressive strength, as indicated by test cylinders,
is as follows:
TYPE OF REINFORCEMENT TRANSFER STRENGTH OF CONCRETE
Concentrically stressed Not less than 20 Megapascal
sections
Eccentrically stressed Not less than 24.1 Megapascal
sections
Beams or other sections Not less than 27.6 Megapascal
in which camber must be
minimized
TYPE OF REINFORCEMENT TRANSFER STRENGTH OF CONCRETE
Concentrically stressed Not less than 3,000 psi
sections
Eccentrically stressed Not less than 3,500 psi
sections
Beams or other sections Not less than 4,000 psi
in which camber must be
minimized
Remove test cylinders to be used to establish the compressive strength of the concrete from the casting bed at
least 1 hour prior to the start of the detensioning operation. Allow test cylinders from heat-cured casting
beds to cool for approximately 1/2 hour prior to capping, and allow caps of sulfur compound to cure for 1/2 hour
prior to the compressive-strength test.
If concrete has been heat cured, the detensioning operation must be done following the curing period while the
concrete is still warm and moist to avoid cracking or undesirable stresses in the concrete.
Prior to detensioning operations, forms, ties, inserts, holddowns, or other devices that would restrict the longitudinal
movement of the sections along the casting bed must be removed or loosened to provide free movement of the structural
section. Alternately, perform detensioning so that longitudinal movement is precluded.
In detensioning operations, prestressing forces must be kept nearly symmetrical about the vertical axis of the
section and be applied in a manner that will minimize sudden or shock loading. Limit maximum eccentricity about
the vertical axis to one strand. Detensioning of pretensioned tendons may be accomplished either by gradual
release of the tensioning jacks or by heat-cutting the tendons in accordance with an approved pattern and sequence
to prevent severe unbalancing of the loading.
2.8.17 Finishing Formed Surfaces
Upon removal of forms, repair and patch defective areas. Limit defective areas to holes left by tie rods and
other temporary inserts and to honeycomb or rock pockets not deep enough to expose the reinforcement and not
located in bearing areas. Cut out defective areas to solid concrete and cleaned. Patches on lower side of sections,
near the center or in areas of variable tensile strength, must be bonded by a two-component epoxy-polysulfide
or epoxy-polyamine bonding adhesive. Other areas will be dampened with water and patched with portland cement
grout. Where the concrete surface will be exposed to view, the patches, when dry, must match the surrounding
concrete.
Formed surfaces of sections that will be concealed by other construction can have the standard smooth finish
having the texture imparted by the forms. Repair and patch defective areas as specified and all fins and other
projections removed.
NOTE: Delete the following paragraph and specify the required finish when an
architectural finish is required. For an exposed-aggregate finish refer to
Section 03 45 00.00 40 PRECAST ARCHITECTURAL CONCRETE. The location of precast
structural concrete sections having an architectural finish must be indicated.
Provide grout finish on formed surfaces of sections that are to be exposed-to-view after installation. Final
color of the grout, when dry, must be the same for all concrete surfaces. Spread over dampened concrete surface
with clean burlap pads, carpet, or sponge rubber floats to fill pits, air bubbles, and surface holes. Remove
excess grout by scraping and then rubbing the surface with clean burlap or carpet to remove visible grout film.
In hot dry weather, kept grout damp by means of fog-spraying during the setting period.
PART 3 EXECUTION
3.1 GENERAL
Install sections in accordance with the approved drawings and as specified.
3.2 ANCHORAGE ITEMS EMBEDDED IN OTHER CONSTRUCTION
NOTE: Delete the paragraph heading and the following paragraph when precast
structural-concrete sections will not be connected to cast-in-place concrete
construction or masonry construction. Such anchorage items include anchor bolts,
steel dowels, and steel bearing plates.
Deliver items to the site before the start of other construction. Provide setting drawings, templates, instructions,
and directions for the installation of anchorage items.
3.3 INSTALLATION OF FLEXIBLE BEARING PADS
NOTE: Delete paragraph heading and the following paragraphs when flexible bearing
pads are not required. Bearing pads must be indicated.
Install pads where indicated, set in correct position, and have a uniform bearing. Keep in the correct position
while placing sections.
3.4 STRENGTH OF STRUCTURAL SECTIONS AT INSTALLATION
NOTE: Delete one of the following paragraphs as applicable to the project.
Select the first paragraph except when the project schedule indicates installation
of 28-day structural sections.
Do not install sections until concrete has attained the specified minimum laboratory strength at 28 calendar
days.
Do not install sections before 28 calendar days from the date of casting has elapsed unless approval has been
obtained to make one compressive-strength test, ASTM C 39/C 39M, and one flexural strength test using simple
beam with third point loading, ASTM C 78, on field cured concrete test specimens, ASTM C 31/C 31M, for each individual
structural section to determine the strength of the concrete.
3.5 INSTALLATION TOLERANCES
Install sections within the following tolerances:
Deviation in location from Plus or minus 6.4 millimeter
indicated
Deviation from plumb for Not over 6.4 millimeter
columns in any story or 6.1
meter maximum
In 12.2 meter or more Not over 12.7 millimeter
Deviation from elevations Not over 6.4 millimeter
indicated for girders, beams,
joists, and slabs in any bay or
6.1 meter maximum
In 12.2 meter or more Not over 12.7 millimeter
Difference between adjacent Plus or minus 1.6 millimeter
structural sections in erected per 3000 millimeter but not
position greater than 6.4 millimeter
overall
Deviation in location from Plus or minus 1/4 inch
indicated
Deviation from plumb for Not over 1/4 inch
columns in any story or 20
feet maximum
In 40 feet or more Not over 1/2 inch
Deviation from elevations Not over 1/4 inch
indicated for girders, beams,
joists, and slabs in any bay or
20 feet maximum
In 40 feet or more Not over 1/2 inch
Difference between adjacent Plus or minus 1/16 inch
structural sections in erected per 10 feet but not
position greater than 1/4 inch
overall
3.6 PLACING FRAMING STRUCTURAL SECTIONS
NOTE: Delete paragraph heading and the following paragraphs when framing structural
sections such as columns, beams, girders, and joists will not be required.
Place supporting sections, including anchorage items attached to or embedded in other construction before placing
sections is started.
NOTE: Delete the following paragraphs when precast concrete columns with attached
steel bearing plates will not be required.
Installation of precast concrete columns with attached steel bearing plates must be as follows:
Concrete and steel plate bearing surfaces must be cleaned of laitance, dirt, oil, grease, and other foreign
materials. Roughen concrete surface.
Space between the top of the concrete bearing surface and the bottom of the steel plate must be approximately
1/24 of the width of the bearing plate, but not less than 12.7 millimeter 1/2 inch for bearing plate
that is less than 300 millimeter 12 inches wide. Support and align bearing plate on steel wedges or
shims.
After precast concrete columns have been positioned and braced and anchor bolts tightened, the space
between the top of the bearing surface and the bottom of the steel bearing plate must be grouted.
Do not remove wedges or shims shall not be removed but, when protruding, cut off flush with the edge of the steel
bearing plate prior to grouting.
Install sections plumb, level, and in alignment within the limits of the installation tolerances specified.
3.7 PLACING SLAB STRUCTURAL SECTIONS
NOTE: Delete the paragraph heading and the following paragraphs when slab structural
sections, such as single- and double-tee slabs and hollow-cored flat slabs will
not be required. Slab structural-sections may be placed over structural-steel
framing members, precast structural-concrete framing sections, cast-in-place
structural-concrete framing sections, or bearing walls, or a combination thereof.
Supporting sections, including bearing pads or plates, must be in place before placing sections is started.
Slab structural sections must be placed on supporting construction with ends bearing on the structural framing
sections or bearing walls as indicated. End bearings must not be less than 75 millimeter 3 inches. Accurately
align slabs end to end with sides and ends butted together. Provide grouting void at sides and ends of the slabs
as indicated.
NOTE: Delete the following paragraph when electrical-raceway hollow-cored flat-slab
structural sections will not be required.
Place electrical raceway hollow-cored flat-slab structural sections in straight alignment for the entire length
of run of the hollow cores and with close alignment between hollow cores at the ends of abutting slab structural
sections.
3.8 WELDED CONNECTIONS
NOTE: Welded connections are the most commonly used type of connection. Other
types of connections that may be employed are gravity, structural-steel bolted,
post-tensioned, cast-in-place reinforced-concrete, and doweled connections.
Connection details must be indicated.
Welding reinforcing steel, metal inserts, and connections in precast-concrete structural-member construction
must be in accordance with AWS D1.4/D1.4M.
Welding structural steel connections must be in accordance with AWS D1.1/D1.1M Code.
3.9 GROUTING CONNECTIONS AND JOINTS
NOTE: Delete paragraph heading and the following paragraphs when precast structural-concrete
framing sections or floor-slab structural sections or both will not be required.
When fire-resistance-rated precast structural-concrete sections are required,
consult the applicable fire agency's requirements for grouting joints.
After sections have been placed and connected, grout open spaces at connections and joints.
NOTE: Delete the following paragraph when shrink-resistant grout only is required.
Cement grout must be of 1 part cement, 2-1/2 parts of specified aggregate for cement grout, and not more than
17 liter 4-1/2 gallons of water per 42.6 kilogram 94-pound sack of cement.
NOTE: Delete the following paragraph when cement grout only is required.
Mix shrink-resistant grout compound with water to provide a flowable mixture without segregation or bleeding.
Provide forms or other approved methods to retain the grout in place. Pack spaces with grout until the voids
are completely filled. Flush grout at slab structural sections with top surface of the slab and remove excess.
Keep grout damp for not less than 24 hours.
NOTE: Delete the following paragraphs when cement grout only is required or
when epoxy-resin grout or adhesive instead of shrink-resistant grout is not
required.
Epoxy-resin grout or adhesive may be used in lieu of shrink-resistant grout. Installation of epoxy-resin grout
or adhesive must be in accordance with the manufacturer's printed instructions.
NOTE: Delete the following paragraph when electrical raceway hollow-cored flat-slab
structural sections are not required.
Open spaces at abutting ends of electrical raceway hollow-cored flat-slab structural sections must be sealed
with pressure-sensitive tape. Hollow cores used for electrical raceways must be kept free from grout and other
foreign materials.
3.10 SEALING JOINTS IN ROOF SLABS
NOTE: Delete paragraph heading and the following paragraphs when roof slab
structural sections will not be required. Where fire-resistance-rated roof
slab structural sections are required, the applicable fire agency's requirements
for sealing joints must be consulted.
After precast-concrete roof slab sections have been placed and connected, seal open spaces at connections and
the top portion of joints.
Fill keyways and joints at ridges, hips, and connections with cement grout. Level with the top surfaces of slabs,
remove excess grout, and apply a smooth finish.
Seal other joints with bituminous joint-sealing material. Center joint-sealing tape over the joint and embedded
in hot bituminous cement. Lap Ends not less than 100 millimeter 4 inches. Remove excess bitumen and provide
a smooth tape surface.
3.11 OPENINGS IN SLAB STRUCTURAL SECTIONS
NOTE: The maximum size of field-cut openings is governed by the spacing of
reinforcement and the inside diameter of the voids in hollow-cored flat slabs.
Cut and fit sections as required for other work projecting through, or adjacent to, the members. Cuts must be
straight and at 90 degrees to the surfaces without breaking or spalling the edges.
NOTE: Delete the following paragraph when hollow-cored flat-slab structural
sections will not be required. Openings larger than the width of a slab structural
section must be framed with supporting members.
Openings in hollow-core flat-slab sections having any dimension more than the inside diameter of the hollow cores
and not exceeding the width of the slab structural section must be reinforced by means of hung steel angle saddle
headers. Headers must be shop prime-coat painted and as indicated on the approved drawings.
3.12 TOUCHUP PAINTING
NOTE: Delete paragraph heading and the following paragraph when precast structural-concrete
sections will not be supported by steel structural members.
After sections have been installed, scarred surfaces on steel supporting members and weld plates must be wire
brushed, cleaned, and touchup painted.
3.13 PROTECTION AND CLEANING
NOTE: Where architectural finishes such as exposed-aggregate finish are specified
for exposed-to-view surfaces, such surfaces must be cleaned as specified in
Section 03 45 00.00 40 PRECAST ARCHITECTURAL CONCRETE.
Protect exposed-to-view surfaces against staining and other damage until completion of the work.
Upon completion of installation, swept clean and leave ready slab surfaces to receive concrete floor topping,
roofing, or other covering.
3.14 INSPECTION AND ACCEPTANCE PROVISIONS
3.14.1 Evaluation of Compressive Strength Tests
Concrete quality control tests will be evaluated as specified.
NOTE: Delete the following paragraph when normal-weight concrete will not be
required.
Normal-weight concrete delivered to the point of placement having a slump or total air content outside the values
specified must not be used in the work.
NOTE: Delete the following paragraph when lightweight structural concrete will
not be required.
Lightweight structural concrete delivered to the point of placement having a unit weight of fresh concrete that
varies more than 2 percent from the design mix wet unit weight or having a slump or total air content outside
the values specified must not be used in the work.
Compressive-strength tests will be considered satisfactory if the average of any group of 5 consecutive compressive-strength
tests that may be selected is in each instance equal to or greater than the 28-day design compressive strength
or if not more than one compressive-strength test in 10 has a value less than 90 percent of the 28-day design
compressive-strength.
If the compressive-strength tests fail to meet the minimum requirements specified, the sections fabricated of
concrete represented by such tests will be considered deficient in strength and subject to the provisions specified.
3.14.2 Dimensional Tolerances
Members having any dimension outside the limits for fabrication tolerances specified will be rejected.
3.14.3 Surface-Finish Requirements
Sections will be rejected for any of the following surface-finish deficiencies:
NOTE: Delete the first of the following paragraphs when architectural finishes
such as exposed-aggregate finish, are not required for exposed-to-view surfaces.
Exposed-to-view surfaces having architectural finishes that do not match the color, aggregate size and
distribution, and texture of the approved sample for the exposed-to-view finish
Exposed-to-view formed surfaces that contain cracks, spalls, air bubbles, honeycomb, rock pockets, or
stains or other discoloration that cannot be removed by cleaning
Concealed formed surfaces that contain cracks in excess of 0.25 millimeter 0.01 inch wide; cracks or
any other surface deficiency that penetrates to the reinforcement regardless of the width of crack or
size of other deficiency; honeycomb and rock pockets located in bearing surfaces; and spalls except minor
breakage at corners
Unformed surfaces that contain cracks and other surface deficiencies as specified for concealed formed
surfaces
3.14.4 Strength of Structural Members
Strength of precast structural-concrete sections will be considered potentially deficient if they fail to comply
with the requirements that control the strength of the structural members, including the following conditions:
Failure to meet compressive strength tests
Reinforcement and pretensioning and detensioning of tendons of prestressed concrete not conforming to
the requirements specified
Concrete curing and protection of structural sections against extremes in temperature during curing not
conforming to the requirements specified
Structural sections damaged during handling and erection
3.14.5 Testing Structural Sections for Strength
When there is evidence that the strength of precast structural-concrete sections does not meet specification
requirements, cores drilled in hardened concrete for compressive strength determination must be made in accordance
with ASTM C 42/C 42M and as follows:
Take at least three representative cores from the precast structural concrete sections that are considered
potentially deficient.
Test cores saturated-surface-dry if the concrete they represent will be wet at all times during the use
of the completed structure.
Test cores air-dry if the concrete they represent will be dry at all times during the use of the completed
structure.
Strength of cores will be considered satisfactory if their average is equal to or greater than the 28-day
design compressive strength of 150 by 300 millimeter 6-by 12-inch cylinders.
Fill core holes solidly with patching mortar and finished to match the adjacent concrete surfaces.
If the results of the core tests are unsatisfactory or if core tests are impractical to obtain, static load tests
must be made of a structural section and will be evaluated in accordance with ACI/MCP 305 and ACI 318/318R, except
that the superimposed test load must be as specified for the proof-test method of strength design.
Sections that are found inadequate by the core tests or by the results of static load tests must be replaced
with sections that meet the specified requirements.
3.14.6 Inspection of Welding
NOTE: Delete paragraph heading and the following paragraphs when inspection
of welding will not be required.
Perform inspection of weldingin accordance with AWS D1.1/D1.1M, Section entitled, "Inspection," and as follows:
NOTE: Delete the following paragraphs that are not applicable to the project.
The location of welds requiring inspection and the type of inspection must be
indicated. The liquid-penetration inspection of welds is the most economical
and commonly used method.
Liquid-penetration inspection of welds must conform to ASTM E 165.
Magnetic-particle inspection of welds must conform to ASTM E 709.
3.14.7 Structural Sections-in-Place
Sections-in-place will be rejected for any one of the following deficiencies:
Sections not conforming to the requirements for installation tolerances specified
Sections that are damaged during construction operations
Sections having exposed-to-view surface finishes that develop surface finish deficiencies specified