USACE / NAVFAC / AFCESA / NASA UFGS-03 45 00 (August 2008)
-------------------------------------
Preparing Activity: NAVFAC Superseding
UFGS-03 45 00 (January 2008)
UNIFIED FACILITIES GUIDE SPECIFICATIONS
References are in agreement with UMRL dated January 2009
SECTION 03 45 00
PRECAST ARCHITECTURAL CONCRETE
08/08
NOTE: This guide specification covers the requirements for precast concrete
wall panels with normal-weight aggregate portland cement concrete, conventional
reinforcing, and smooth surface or exposed aggregate facing.
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 LANTNAVFACENCOM. 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.
NOTE: The panels specified are intended for attachment of the building framing
system at each floor elevation and at the roof elevation. The panels may be
provided with built-in anchorage devices for the attachment of thermal insulation
blankets to the interior face of the wall panels and for the attachment of metal
flashing after the wall panels have been installed.
Note: Drawings should include a complete design indicating the character of
the work to be performed and the following:
1. Location and details of wall panels, showing all dimensions, and size and
type of reinforcement.
2. Details of joints between wall panel units, showing sealant or gasket shape,
dimensions, and location.
3. Details showing both the location and type of anchorage devices of the panels
to the building framing system and the connection of other materials (reglets,
insulation nailers, etc.) to the panels. Indicate gravity loads, live loads,
dynamic loads, and stresses inherent in the structure for the manufacturer to
provide embedded panel anchorage.
4. Locations where flashing reglets are required.
5. Locations of inserts (wedge type, slotted type, etc.) cast into the concrete
panels.
6. Location of each type of surface finish, with details of transitions between
different types of surface finishes.
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 117(2006) Standard Specifications for Tolerances for Concrete Construction and MaterialsACI 211.1(1991; R 2002) Standard Practice for Selecting Proportions for Normal, Heavyweight, and Mass ConcreteACI 211.2(1998; R 2004) Standard Practice for Selecting Proportions for Structural Lightweight ConcreteACI 214R(2002) Recommended Practice for Evaluation of Strength Test Results of ConcreteACI 301(2005; Errata 2008) Specifications for Structural ConcreteACI 304R(2000) Guide for Measuring, Mixing, Transporting, and Placing ConcreteACI 305.1(2006) Specification for Hot Weather ConcretingACI 305R(1999; Errata 2006) Hot Weather ConcretingACI 306.1(1990; R 2002) Standard Specification for Cold Weather ConcretingACI 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-205(2001) Finite Element Analysis of Reinforced Concrete StructuresACI SP-66(2004) ACI Detailing Manual][AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE)ASCE/SEI 7-05(2006) Minimum Design Loads for Buildings and Other Structures, Including Supplement No. 1][AMERICAN WELDING SOCIETY (AWS)AWS D1.1/D1.1M(2008) Structural Welding Code - SteelAWS D1.4/D1.4M(2005; Errata 2005) Structural Welding Code - Reinforcing Steel][AMERICAN WOOD PROTECTION ASSOCIATION (AWPA)AWPA C1(2003) All Timber Products - Preservative Treatment by Pressure ProcessesAWPA C2(2003) Lumber, Timber, Bridge Ties and Mine Ties - Preservative Treatment by Pressure Processes][ASME INTERNATIONAL (ASME)ASME B18.21.1(1999; R 2005) Lock Washers (Inch Series)][ASTM INTERNATIONAL (ASTM)ASTM A 153/A 153M(2005) Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel HardwareASTM A 167(1999; R 2004) Standard Specification for Stainless and Heat-Resisting Chromium-Nickel Steel Plate, Sheet, and StripASTM A 185/A 185M(2007) Standard Specification for Steel Welded Wire Reinforcement, Plain, for ConcreteASTM A 27/A 27M(2008) Standard Specification for Steel Castings, Carbon, for General ApplicationASTM A 283/A 283M(2003; R 2007) Standard Specification for Low and Intermediate Tensile Strength Carbon Steel PlatesASTM A 36/A 36M(2008) Standard Specification for Carbon Structural SteelASTM A 416/A 416M(2006) Standard Specification for Steel Strand, Uncoated Seven-Wire for Prestressed ConcreteASTM A 449(2007b) Specification for Hex Cap Screws, Bolts, and Studs, Steel, Heat Treated, 120/105/90 ksi Minimum Tensile Strength, General UseASTM A 47/A 47M(1999; R 2004) Standard Specification for Steel Sheet, Aluminum-Coated, by the Hot-Dip ProcessASTM A 496/A 496M(2007) Standard Specification for Steel Wire, Deformed, for Concrete ReinforcementASTM A 497/A 497M(2007) Standard Specification for Steel Welded Wire Reinforcement, Deformed, for ConcreteASTM A 563(2007a) Standard Specification for Carbon and Alloy Steel NutsASTM A 563M(2007) Standard Specification for Carbon and Alloy Steel Nuts (Metric)ASTM A 615/A 615M(2008b) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete ReinforcementASTM A 653/A 653M(2008) Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip ProcessASTM A 706/A 706M(2008a) Standard Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete ReinforcementASTM A 966/A 966M(2008) Standard Test Method for Magnetic Particle Examination of Steel Forgings Using Alternating CurrentASTM B 370(2003) Standard Specification for Copper Sheet and Strip for Building ConstructionASTM C 1088(2007a) Standard Specification for Thin Veneer Brick Units Made From Clay or ShaleASTM 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 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 125(2007) Standard Terminology Relating to Concrete and Concrete AggregatesASTM 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 172(2008) Standard Practice for Sampling Freshly Mixed ConcreteASTM 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 186(2005) Standard Test Method for Heat of Hydration of Hydraulic CementASTM 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 289(2007) Standard Test Method for Potential Alkali-Silica Reactivity of Aggregates (Chemical Method)ASTM 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 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 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 494/C 494M(2008a) Standard Specification for Chemical Admixtures for ConcreteASTM 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 1056(2007) Standard Specification for Flexible Cellular Materials - Sponge or Expanded RubberASTM D 1149(2007) Standard Test Method for Rubber Deterioration - Surface Ozone Cracking in a ChamberASTM D 3744(2003) Standard Test Method for Aggregate Durability IndexASTM D 635(2006) Standard Test Method for Rate of Burning and/or Extent and Time of Burning of Self-Supporting Plastics in a Horizontal PositionASTM D 746(2007) Standard Test Method for Brittleness Temperature of Plastics and Elastomers by ImpactASTM D 75(2003) Standard Practice for Sampling Aggregates][PRECAST/PRESTRESSED CONCRETE INSTITUTE (PCI)PCI MNL-116(1999) Manual for Quality Control for Plants and Production of Structural Precast Concrete ProductsPCI MNL-117(1996) Quality Control for Plants and Production of Architectural Precast Concrete ProductsPCI MNL-122(1989) Architectural Precast Concrete]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
Precast concrete wall panel[; G][; G, [_____]]
[Submit formwork shop drawings and panel elevations detailing the location of embedded brick
work.]
[1. Panel Sizes]
[2. Joint Locations]
[3. Joint Widths]
[4. Brick Coursing]
[5. Brick Coursing Alignment Across Panel Joints]
[6. Reveal and False-joint Locations and Dimensions]
[Architect/Engineer review of shop drawings is for general conformance with design concept and
project requirements only, and does not imply approval or any variance from the Contract Documents.]
SD-03 Product Data
Cast-in embedded items and connectors[; G][; G, [_____]]
Connection devices[; G][; G, [_____]]
[1. Brick Color chips representing color and size of each brick type to be used.]
[2. Form Liner Samples representing all brick inlay form liners which will be used.]
[3. Bond breaker sample on brick chip representing bond breaker which will be used.]
[4. Printed product data and installation instructions for brick inlay form liner system, and
brick.]
SD-04 Samples
Concrete wall panel surface finishing[; G][; G, [_____]]
SD-05 Design Data
Precast concrete wall panel design calculations[; G][; G, [_____]]
Contractor-furnished mix design[; G][; G, [_____]]
Concrete mix design for repair of surface defects[; G][; G, [_____]]
Precast concrete wall panel connection and embedment design calculations[; G][; G, [_____]]
SD-06 Test Reports
Strength tests[; G][; G, [_____]]
Submit commercial testing results in accordance with PCI MNL-117 and as required in paragraph
entitled "Sampling and Testing."
SD-08 Manufacturer's Instructions
Installation of precast concrete wall panel[; G][; G, [_____]]
Cleaning of wall panel[; G][; G, [_____]]
Include precast concrete wall panel manufacturer's written recommendations for installation
and cleaning.
SD-11 Closeout Submittals
Concrete batch ticket information[; G][; G, [_____]]
Manufacturer's Qualifications
Calculations
Mix Design
Precast Concrete Manufacturer
Wall-panel Installer
Concrete
Exposed-to-View Concrete
Backing Concrete
Slump
Air Content
Compressive Strength
Mock-Up
Pre-Installation Meeting
Tolerances
Portland Cement
Exposed-to-View Finished Surfaces
Air-Entrained Admixtures
Finish Aggregate
Gasket
Miscellaneous Architectural Precast Concrete Systems
Thin Brick Veneer
Erection
1.3 MODIFICATION OF REFERENCES
In the referenced ACI and PCI publications, consider the advisory provisions to be mandatory. Interpret reference
to the "Building Official," the "Structural Engineer," and the "Architect/Engineer" to mean the Contracting Officer.
1.4 GENERAL REQUIREMENTS
Precast concrete units must be designed and fabricated by an experienced and acceptable precast concrete manufacturer
certified under the PCI Plant Certification Program. The manufacturer needs to have been regularly and continuously
engaged in the manufacture of precast concrete work similar to that indicated on the drawings for at least 3
years. The Contractor must submit a statement detailing the Manufacturer's Qualifications as specified in the
Submittals paragraph. Coordinate precast work with the work of other trades.
1.5 DESIGN
1.5.1 Standards and Loads
NOTE: Design loads will be shown on the drawings. Criteria for design loads
are contained in ASCE/SEI 7-05 and EI 01S010. The differential temperature
of 89 degrees C (160 degrees F) is based on extreme values of 40 degrees C (40
degrees F) below zero to 49 degrees C (120 degrees F) above zero; it should
be used for computing volume changes due to temperature variations. Other values,
greater or smaller, should be used instead whenever justified by climatic conditions
at the jobsite. For in-house design delete all references to design by others.
Precast unit design must conform to ASCE/SEI 7-05, ACI 318MACI 318/318R and PCI MNL-122. Indicate design loads
for precast concrete on the drawings. A differential temperature of [89] [_____] degrees C [192] [_____] degrees
F, between interior and exterior faces of the units, must be considered in the design. Stresses due to restrained
volume change caused by shrinkage and temperature differential, handling, transportation and erection must be
accounted for in the design.
1.5.2 Connections
Connection of units to other members, or to other units must be of the type and configuration indicated. The
design and sizing of connections for all design loads will be completed by the Contractor.
1.5.3 Concrete Strength
Precast concrete units must have a 28-day compressive strength of 34 MPa 5000 psi.
1.5.4 Concrete Proportion
Base the selection of proportions for concrete on the methodology presented in ACI 211.1 for normal weight concrete
and ACI 211.2 for lightweight concrete. Develop the concrete proportion using the same type and brand of cement,
the same type and gradation of aggregates, and the same type and brand of admixture that will be used in the
manufacture of precast concrete units for the project. Do not use calcium chloride in precast concrete and admixtures
containing chloride ions, nitrates, or other substances that are corrosive will not be used in prestressed concrete.
1.5.5 Calculations
Calculations for design of members and connections not shown must be made by a professional engineer experienced
in the design of precast architectural concrete. Calculation will include the analysis of member for lifting
stresses and the sizing of the lifting inserts.
1.5.6 Mix Design
The Contractor must submit the mix design formula giving the maximum nominal coarse aggregate size, the proportions
of all ingredients and the type and amount of any admixtures that will be used in the manufacture of each strength
and type of concrete, prior to commencing operations. Submit certified copies of laboratory test reports, including
mill tests and all other test data, for portland cement, blended cement, pozzolan, ground granulated blast furnace
slag, silica fume, and aggregates. The statement must be accompanied by test results from an approved testing
laboratory, certifying that the proportions selected will produce concrete of the properties required. Make
no substitutions without additional tests to verify that the concrete properties are satisfactory.
1.6 DELIVERY, STORAGE, AND HANDLING
Deliver packaged materials, except for wall panels, to the project site in the original, unbroken packages or
containers, each bearing a label clearly identifying manufacturer's name, brand name, weight or volume, and other
pertinent information. Store packaged materials, and materials in containers, in a weathertight and dry place
until ready for use.
Store products in manufacturer's unopened packaging in dry storage area, with ambient temperature between -1
degree C 30 degrees F and 41 degrees C 120 degrees F, until installation.
1.7 STORAGE AND INSPECTION AT MANUFACTURER'S PLANT
Protect precast units temporarily stored at the manufacturer's plant from damage in accordance with [PCI MNL-116
] [and] [PCI MNL-117 and PCI MNL-122]. Immediately prior to shipment to the jobsite, all precast concrete units
must be inspected for quality to insure all precast units conform to the requirements specified. Inspection
for quality will include, but will not be limited to, the following elements: color, texture, dimensional tolerances,
chipping, cracking, staining, warping and honeycombing. Replace or repair all defective precast concrete units
as approved.
1.8 PLANT INSPECTION
[At the option of the Contracting Officer, precast units may be inspected.] [Precast units must be inspected
by the QC representative prior to being transported to the job site.] The Contractor is to give notice 14 days
prior to the time the units will be available for plant inspection. Neither the exercise nor waiver of inspection
at the plant will affect the Government's right to enforce contractual provisions after units are transported
or erected.
1.8.1 PCI Quality Certifications
NOTE: For normal routine projects, use the first paragraph. For complex or
large precast/prestressed projects, use the second paragraph. Note that use
of the second paragraph may limit competition. Verify the availability of
certified PCI precasters in the bidding area. Do not use for LANTNAVFACENGCOM.
[1.8.1.1 Product Quality Control
PCI MNL-116 for PCI enrolled plants. Where panels are manufactured by specialist in plants not currently enrolled
in the PCI "Quality Control Program," provide a product quality control system in accordance with PCI MNL-116
and perform concrete and aggregate quality control testing using an approved, independent commercial testing
laboratory. Submit test results to the Contracting Officer.
][1.8.1.2 Product Quality Control
NOTE: Category C1: Mild steel reinforced precast concrete element. Category
C2: Prestress hollow core and repetitive products. Category C3: Prestressed
Straight Strand Structural Members. Category C4: Prestressed Draped Strand
Structural Members.
Plants must be certified by the PCI Plant Certification Program for Category [A1] [A2] work, or Architectural
Precast Association (APA) certification.
]1.9 QUALIFICATIONS FOR PRECAST CONCRETE MANUFACTURER
Panels are to be manufactured by an organization experienced in the manufacture of precast concrete panels.
Submit a letter of reference for 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 by the Contracting Officer.
1.10 QUALIFICATIONS FOR WALL-PANEL INSTALLER
Panels must be installed by an organization experienced in the installation of precast wall panels.
Submit a letter of reference for the installer giving the qualifications of personnel, handling and erection
equipment, lists of projects similar to specified work, and other information as may be required by the Contracting
Officer.
1.11 CONCRETE SAMPLING AND TESTING
1.11.1 Test for Concrete Materials
NOTE: Delete the following where required by the project.
Sample and test concrete materials proposed for use in the work as follows:
MATERIALS REQUIREMENT TEST METHOD NUMBER OF TESTS
Aggregate Sampling sieve ASTM D 75 One for each
analysis, cal- ASTM C 136 material
culating fine- source and
ness modulus ASTM C 125 grading size
Amount of ASTM C 117
material pass-
ing 75 micrometer
sieve
Amount of ASTM C 142
friable
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
Specific grav- ASTM C 128
ity of fine
aggregate
Specific gravity ASTM C 127
of coarse
aggregates
Resistance to ASTM C 131 or
abrasion of ASTM C 535
small size
coarse
aggregate
Potential ASTM C 289
reactivity to
alkalis
Portland 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 ex- ASTM C 151
pansion time ASTM C 191 or
of setting ASTM C 266
Air Content of ASTM C 185
mortar
Compressive ASTM C 109/C 109M
strength
Heat of ASTM C 186
hydration
False set ASTM C 451
Air-en- Materials for ASTM C 233 One set of
training test tests for
admixture each type
using air- and color of
entrained portland
concrete Number of ASTM C 233, cement pro-
made of the specimens Table 1 posed for
proposed use
concrete
materials Bleeding ASTM C 232
Time of setting ASTM C 403/C 403M
and
ASTM C 233
Compressive ASTM C 192/C 192M
strength test and
specimen ASTM C 233
Compressive ASTM C 39/C 39M
strength test and
at 3, 7, and ASTM C 233
28 calendar days
MATERIALS REQUIREMENT TEST METHOD NUMBER OF TESTS
Aggregate Sampling sieve ASTM D 75 One for each
analysis, cal- ASTM C 136 material
culating fine- source and
ness modulus ASTM C 125 grading size
Amount of ASTM C 117
material pass-
ing No. 200
sieve
Amount of ASTM C 142
friable
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
Specific grav- ASTM C 128
ity of fine
aggregate
Specific gravity ASTM C 127
of coarse
aggregates
Resistance to ASTM C 131 or
abrasion of ASTM C 535
small size
coarse
aggregate
Potential ASTM C 289
reactivity to
alkalis
Portland 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 ex- ASTM C 151
pansion time ASTM C 191 or
of setting ASTM C 266
Air Content of ASTM C 185
mortar
Compressive ASTM C 109/C 109M
strength
Heat of ASTM C 186
hydration
False set ASTM C 451
Air-en- Materials for ASTM C 233 One set of
training test tests for
admixture each type
using air- and color of
entrained portland
concrete Number of ASTM C 233, cement pro-
made of the specimens Table 1 posed for
proposed use
concrete
materials Bleeding ASTM C 232
Time of setting ASTM C 403/C 403M
and
ASTM C 233
Compressive ASTM C 192/C 192M
strength test and
specimen ASTM C 233
Compressive ASTM C 39/C 39M
strength test and
at 3, 7, and ASTM C 233
28 calendar days
NOTE: Water absorption test is a relative measure of the ability of different
concretes to resist dirt adhesion, staining from soft aggregates, or other phenomena
that may lead to non-uniformity and unsightliness.
MATERIALS REQUIREMENT TEST METHOD NUMBER OF TESTS
Concrete Water As Three 100 by
made of the absorption specified 200 millimeter
proposed cylinders or 100
concrete millimeter cube
materials concrete specimens
for each type of
mixture required
MATERIALS REQUIREMENT TEST METHOD NUMBER OF TESTS
Concrete Water As Three 4- by
made of the absorption specified 8-inch cylinders
proposed or 4-inch
concrete cube concrete
materials specimens for
each type of
mixture required
Submit reports for each material sampled and tested prior to the start of work. Reports must contain the project
name and number, date, name of Contractor, name of precast wall panel manufacturer, name of concrete testing
service, source of concrete aggregates, generic name of aggregate, and values specified.
1.11.2 Concrete Design Mixes
Concrete design mix for concrete, including Exposed-to-View Concrete facing mixture and Backing Concrete mixture,
must be determined and tested as follows:
REQUIREMENT TEST METHOD NUMBER OF TESTS
Specific gravity and ASTM C 128 As required for the
absorption of fine concrete aggregates
aggregate
Specific gravity and ASTM C 127
absorption of coarse
aggregate
Moisture content of ASTM C 70
both fine and coarse and
aggregate ASTM C 566
Dry-rodded unit ASTM C 29/C 29M
weight of coarse
aggregate
Trial mixes using at ACI 211.1 As required to de-
least three different termine the concrete
water/cement ratios, mix having the prop-
minimum allowable erties specified
cement content, and
maximum allowable
slump; all with air-
entrainment
Making and curing ASTM C 192/C 192M Two sets of three
concrete specimens specimens for each
in the laboratory design mix
Sampling fresh ASTM C 192/C 192M One for each set of
concrete in the design mix
laboratory specimens
Slump ASTM C 143/C 143M
ACI 211.1
Air Content ASTM C 231
Yield ASTM C 138/C 138M
Compressive Strength ASTM C 39/C 39M Three specimens
tested at 7 calendar
days and
three specimens
tested at 28 calendar
days
From the results of the tests, plot a curve for each concrete mixture, showing the relationships between water/cement
ratios and compressive strengths. Maximum permissible water/cement ratio must be that value not exceeding the
maximum water/cement ratio specified, indicated by the curve to produce a design minimum laboratory compressive
strength at 28 calendar days not less than that specified.
Submit report of the design mix for both exposed-to-view facing mixture and backing mixture for approval at least
15 calendar days prior to start of fabricating panels. Report is to contain the project name and number, date,
name of Contractor, name of precast concrete wall panel manufacturer, name of concrete testing service, use of
concrete mixture (facing or backing), source of concrete aggregates for each mixture, manufacturer and brand
name of manufactured materials, the exact proportions of each concrete mix, the concrete properties specified,
and the test results for each requirement specified for the concrete design mixes.
1.11.3 Quality Control Testing During Panel Fabrication
Sample and test concrete for quality control during fabrication as follows:
REQUIREMENT TEST METHOD NUMBER OF TESTS
Sampling fresh ASTM C 172 As required for
concrete except modified each test
for slump per
ASTM C 94/C 94M
Slump test ASTM C 143/C 143M One for each con-
crete load at point
of discharge and one
for each set of com-
pressive strength
tests
Air Content by ASTM C 231 One for each set of
pressure method compressive
strength tests
Compressive test ASTM C 31/C 31M One set of six
specimens specimens for each
Compressive Strength
test
Compression test specimens may be either standard 150 by 300 millimeter 6- by 12-inch cylinders or 100 millimeter
4-inch cubes. Cubes may be molded individually or cut from slabs. Preparation and testing of cube specimens
must be as nearly consistent with the test methods specified as possible, with the exception that the concrete
will be placed in a single layer.
Curing of compression test specimens must be the same as the curing method used for the precast concrete wall
panels until panels are stripped of forms and then standard moist cure will continue.
REQUIREMENT TEST METHOD NUMBER OF TESTS
Concrete Each time a set of
temperature compression test
specimens is made
Compressive ASTM C 39/C 39M One set of facing
strength tests mix and one set of
backing mix for
every ten panels or
fraction thereof
cast in any
one day; two speci-
mens in each set
tested at 7 calendar
days; three specimens in
each set tested at
28 calendar days,
and one specimen in each
set retained in
reserve for
testing if required
Submit test reports on the same day that tests are made.
Test results that fail to meet the value for any concrete property specified in "Quality of Concrete" must be
noted in the report.
Reports for Compressive Strength tests need to contain the project name and number, date of concrete placement,
name of Contractor, name of precast concrete wall panel manufacturer, name of concrete testing service, panel
identification letter and number, use of concrete mixture (facing or backing), design compressive strength at
28 calendar days, concrete-mix proportions and materials, and compressive breaking strength and type of break.
If 100 millimeter 4-inch cubes are used for compressive strength specimens, average strength of the cubes at
any test age must be multiplied by the factor of 0.8 to arrive at an estimate of the corresponding 150 by 300
millimeter 6- by 12-inch cylinder strength. Report both of these values .
1.12 QUALITY ASSURANCE
1.12.1 Wall Panel Drawings
a. Wall panel dimensions, cross-section, and edge details; location, size, and type of reinforcement,
including reinforcement necessary for safe handling and erection of panels. Comply with ACI SP-66
.
b. Layout, dimensions, and identification of each panel, corresponding to installation sequence.
c. Setting drawings, instructions, and directions for installation of concrete inserts.
d. Location and details of anchorage devices and lifting devices embedded in panels, and connection
details to building framing system.
1.12.2 Design Calculations
Submit design calculations prepared and sealed by a registered professional engineer demonstrating compliance
with indicated loading conditions.
1.12.3 Connection and Embedment Design Calculations
Submit design calculations prepared and sealed by a professional engineer demonstrating compliance with the indicating
connection and embedment details.
1.12.4 Mix Designs
Sixty days minimum prior to concrete placement, submit a mix design for each strength and type of concrete.
Include a complete list of materials including type; brand; source and amount of cement[, fly ash, pozzolan,
ground slag,] and admixtures; and applicable reference specifications.
1.12.5 Concrete Wall Panel Surface Finish Sample
Submit a concrete wall panel sample 300 mm by 300 mm 12 inches by 12 inches by approximately 40 mm 1 1/2 inches
in thickness, to illustrate quality, color, and texture of both exposed-to-view surface finish and finish of
panel surfaces that will be concealed by other construction. [Obtain approval prior to submission of sample panels.]
1.12.6 Required Records
ASTM C 94/C 94M. Submit mandatory batch ticket information for each load of ready-mixed concrete.
1.12.7 Mock-Up
Apply specified products to determine acceptability of appearance and optimum coverage rate required for application
1. Finish areas designated by Architect
2. Apply in accordance with manufacturer's instructions.
3. After materials have cured, water test surface to determine that sufficient water repellent has been
applied.
4. Do not proceed with remaining work until mock-up is approved by Architect.
[Job Mock Up Panel: Minimum 1.2 meters 4 feet by 1.2 meters 4 feet]
[1. Incorporate edge, reveal, and brick coursing detail as shown on drawings.]
[2. Utilize full range of brick sizes, variance of brick size, general color of brick and variance in
color and texture of brick.]
[3. Show clean, pressure washed brick and concrete surface]
[4. Utilize full range of color of concrete mortar joints]
[5. Maintain Mock Up for comparison with finished work]
Provide mock-up to establish that proposed materials and construction techniques provide acceptable visual effect.
Materials used for mock-up should be those proposed for actual construction; retain samples of cement and aggregates
used.
Provide mock-up sections of building and structures which typify the most difficult areas to build.
Do not proceed with remaining work until workmanship, color, and detail are approved by Architect. Modify mock-up
area as required to produce acceptable work. After approval by Architect, transport mock-up to job-site and
erect where directed by [Architect] [_____].
1.12.8 Pre-Installation Meeting
Hold a meeting at the job site with representative of the manufacturer and the applicator prior to application
of water repellents. Notify the Owner and the Architect at least 3 days in advance of the time of the meeting.
1.13 Tolerances
Dimensions of the finished panel, at the time of erection in the structure, must conform to the tolerances for
precast, non-prestressed elements in ACI 117, unless otherwise specified by the Architect.
PART 2 PRODUCTS
2.1 PROPERTIES OF CONCRETE
PROPERTY VALUE
Design compressive strength Not less than 34,500
at 28 calendar days, 150 by 300 kilopascal
millimeter cylinders
Maximum aggregate size As specified
Maximum water/cement ratio 16 liter per 43
kilogram sack of
cement
Minimum cement content 7.5 43 kilogram sacks
of cement per 0.76 cubic
meter
Slump at point of concrete Not to exceed 50
discharge millimeter
Total air content by volume Not less than 4
at point of concrete dis- percent nor more
charge than 6 percent
PROPERTY VALUE
Design compressive strength Not less than 5,000
at 28 calendar days, 6- by 12-inch psi
cylinders
Maximum aggregate size As specified
Maximum water/cement ratio 4.25 gallons per
94-pound sack of
cement
Minimum cement content 7.5 94-pound sacks
of cement per cubic
yard
Slump at point of concrete Not to exceed 2
discharge inches
Total air content by volume Not less than 4
at point of concrete dis- percent nor more
charge than 6 percent
2.2 CONCRETE
2.2.1 Contractor-Furnished Mix Design
NOTE: If gap-graded or one size architectural aggregates are used in a high
coarse aggregate mix, delete the air percentage requirements and use the second
bracketed sentence.
ACI 211.1 and ACI 301. Concrete must have a 28-day compressive strength of 28 MPa [4000] [_____] psi. [Air
content of plastic concrete must be between 4 and 6 percent air by volume.] [Provide a dosage of air entraining
agent which will produce 19 plus or minus 3 percent air in a 1 to 4 by weight standard sand mortar in accordance
ASTM C 185.]
[2.2.2 Exposed-to-View Facing Mixture
Provide aggregates for exposed-to-view facing mixture; white, gray, or buff portland cement or a blend of two
or more portland cements; [air-entraining admixture;] and water. Provide exact proportions of facing mixture
to produce concrete having the specified properties and capable of obtaining the approved surface color and finish.
]2.2.3 Backing Mixture
Provide the approved mix design.
2.3 MATERIALS
2.3.1 Fine Aggregates
NOTE: Choose appropriate gradation based upon use of concrete. Where concrete
is for back-up and separate facing aggregate is used, a gradation or maximum
aggregate size may be specified.
ASTM C 33. The optional method of reducing the No. 50 and No. 100 sieve aggregates does not apply. The restriction
to use only fine aggregates that do not contain any materials that are deleteriously reactive with alkalis in
cement does apply.
2.3.2 Coarse Aggregate
NOTE: Choose appropriate gradation based upon use of concrete. Where concrete
is for back-up and separate facing aggregate is used, a gradation or maximum
aggregate size may be specified. Class 5S is for exposed architectural concrete.
ASTM C 33, Size No. [57] [67], Class 5S. The restriction to use only coarse aggregates that do not contain any
materials that are deleteriously reactive with alkalis in cement does apply. Aggregate must not contain slag
or crushed concrete.
2.3.3 Exposed Aggregate
NOTE: Choose appropriate gradation based upon use of concrete. Where concrete
is for back-up and separate facing aggregate is used, a gradation or maximum
aggregate size may be specified.
In addition to the above, facing mixture aggregate, and aggregate for homogeneous panels with exposed aggregate
finish, will be [gravel] [crushed gravel] [crushed stone] of size and color to produce exposed surfaces to match
the color and texture of the sample on file with the Contracting Officer.
2.3.4 Cement
NOTE: Acceptable types of cement are:
ASTM C 150 [ASTM C 595]
Portland Blended
Type I Type IP or IS For general use in
construction.
Type II Type IP(MS) For general use in
or Type IS(MS) construction where
concrete is exposed
to moderate sulfate
action or where
moderate heat of
hydration is
required. ASTM C 595
(blended hydraulic
cements): add the
suffix MS or MH
where either
moderate sulfate
resistance or
moderate heat of
hydration,
respectively, is
required.
Type III None For use when high
early strength is
required.
Type V None For use when high
sulfate resistance
is required.
Specify either a tricalcium aluminate content of 5 percent maximum or 50 percent
ground iron blast furnace slag with 50 percent portland cement or 25 percent
pozzolan with 75 percent Type II portland cement when structure is within a
saltwater spray range of 8 m 25 feet or within a horizontal distance of 30 m
100 feet. Require cement to meet chemical requirements of ASTM C 150, Table
1A, when using alkali-reactive aggregates.
ASTM C 150, Type [I or II] [_____] [or ASTM C 595, Type [IP(MS) or IS(MS)] [_____] blended cement except as modified
herein. The blended cement must consist of a mixture of ASTM C 150 cement and one of the following materials:
ASTM C 618 pozzolan or fly ash, or ASTM C 989 ground iron blast furnace slag. The pozzolan or fly ash content
can not exceed 25 percent, and ground slag can not exceed 50 percent, by weight of the total cementitious material.]
For exposed concrete, use one manufacturer for each type of cement[, pozzolan, fly ash, and ground slag].
2.3.5 Fly Ash and Pozzolan
NOTE: Fly ash and slag cement may produce uneven discoloration of the concrete
during the early stages of construction, depending upon the type of curing provided.
Fly ash or pozzolan meeting the specified test results, which are more stringent
than ASTM C 618, should provide acceptable results, but it is recommended that
fly ash, pozzolan, and ground slag not be permitted where appearance is an important
factor. Fly ash or pozzolan should not be used in panels where light colored
concrete is planned without first checking with the pigment manufacturer.
ASTM C 618, Type N, F, or C, except that the maximum allowable loss on ignition will be 6 percent for Type N
and F. Add with cement.
2.3.6 Ground Iron Blast-Furnace Slag
ASTM C 989, Grade 100 or 120.
2.3.7 Admixtures
ASTM C 260 for air-entraining admixtures. Other admixtures: ASTM C 494/C 494M.[ Certify that admixtures are
free of chlorides.]
2.3.8 Water
Fresh, clean, and potable.
2.3.9 Reinforcement
NOTE: Specify ASTM A 775 for epoxy-coated reinforcing bars or ASTM A 767 and
ASTM A 780 for zinc-coated (galvanized) bars. Define where coated bars are
to be used, if not for entire project. Include ASTM publications in paragraph
entitled "References":
A 767: Zinc-Coated (Galvanized) Steel Bars for Concrete Reinforcement
A 775: Epoxy-Coated Reinforcing Bars
A 780: Repair of Damaged Hot-Dip Galvanized Coatings
All exposed steel must be phosphate treated, primed, and coated to prevent rust.
2.3.9.1 Reinforcing Bars
ACI 301 unless otherwise specified. [ASTM A 706/A 706M, Grade [400] [60], ASTM A 615/A 615M, [400][60], or ASTM A 966/A 966M
, Grade [300] [40], or ASTM A 966/A 966M, Grade [400] [60].]
2.3.9.2 Welded Wire Fabric
ASTM A 185/A 185M or ASTM A 497/A 497M.
2.3.9.3 Supports for Concrete Reinforcement
Include bolsters, chairs, spacers, and other devices necessary for proper spacing, supporting, and fastening
in place.
a. Supports: ASTM A 615/A 615M, wire-type reinforcing bars and welded wire fabric.
b. Legs of supports in contact with formwork: Stainless steel, ASTM A 167, Type 302 or Type
304.
2.3.10 Prestressing Strands
NOTE: This paragraph will be retained only when prestressed units are permitted
or required.
Prestressing strands need to conform to ASTM A 416/A 416M.
2.3.11 Tie Wire
Tie wire must be soft monel or 18-8 stainless steel.
2.3.12 Inserts
Inserts will be manufacturer's standard, suited for the application.
2.3.13 Plates, Angles, Anchors and Embedment
Material will be as specified in PCI MNL-117. Coat steel items, other than stainless, with a rust-inhibiting
paint or provide hot-dip galvanized steel. Steel items, including items embedded in concrete, must be either
stainless steel or hot dip galvanized steel.
2.3.14 Form Release Agent
Release agent must be manufacturer's standard non-staining type.
2.3.15 Aggregates for Exposed-to-View Facing
NOTE: Aggregates for exposed-to-view facing mixture may be natural mineral
particles, natural building stone particles, or combinations thereof, or synthetic
materials such as glass or plastic; natural aggregates may be crushed or gravel.
Delete the following paragraph when crushed natural aggregate is not required
by the project. Specify the mineral or rock generic name, color, particle shape,
size range of particles, and other information relative to the appearance of
the exposed-to-view finish surface as applicable to the project.
Crush coarse aggregate by a means that will produce material of cubical shape with a minimum of elongated, thin,
or partially fractured particles. Material or crushing methods that produce particles classified by petrographic
examination as being weak, highly fractured or somewhat friable, or both, in excess of 16 percent of the particles
in any whole sample will be rejected. Material for coarse aggregate must be free of substances that change color
on oxidation. Obtain material used for the work from the same basic source and stratum. Quarry material to
produce a uniformly colored aggregate that does not change color upon weathering. During quarrying operations,
the uniformity of rock face color must be verified by periodically comparing the rock face color to the approved
coarse aggregate sample.
NOTE: Revise the following paragraph when fine white-quartz aggregate is not
required by the project.
Fine aggregate will be white quartz natural sand or stone screenings, or manufactured sand produced from white
quartz. Aggregate must be free of substances that change color on oxidation. Color must conform to the approved
sample.
2.3.16 Portland Cement
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 [_____].]
[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.
2.3.17 Ground Granulated Blast Furnace (GGBF) Slag
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
).
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.
2.3.18 Air-Entrained Admixtures
Admixture must contain no sodium chloride or nitrates and will conform to ASTM C 260.
2.4 Cast-In Embedded Items and Connectors
Design structural embedded anchorage and connections to panels to withstand gravity loads, live loads, dynamic
loads, any volume change stresses inherent in the structure, and loads indicated.
2.4.1 Inserts
2.4.1.1 Threaded-Type Concrete Inserts
ASTM A 47/A 47M, Grade 22010 Grade 32510 or 35018, or may be medium strength cast steel conforming to ASTM A 27/A 27M
, Grade 415-205 Grade U-60-30. Provide [galvanized] ferrous casting having enlarged base with two nailing lugs
minimum length less than the thickness of panel less 20 mm 3/4 inch, and internally threaded to receive 20 mm
3/4 inch diameter machine bolt. Ferrous castings must be ferritic malleable iron. [Provide inserts hot-dip
galvanized after fabrication in accordance with ASTM A 153/A 153M.]
2.4.1.2 Wedge-Type Concrete Inserts
Provide galvanized, box-type ferrous castings with integral anchor loop at back of box to accept 20 mm 3/4 inch
diameter bolts having special wedge-shaped head. Provide ferrous castings[ ASTM A 47/A 47M, Grade 22010, Grade
32510 or 35018, ferritic malleable iron] [or] [ASTM A 27/A 27M, Grade 415-205, Grade U-60-30, medium-strength
cast steel]. [Provide inserts hot-dip galvanized after fabrication in accordance with ASTM A 153/A 153M.]
2.4.1.3 Slotted-Type Concrete Inserts
Provide pressed steel plate, welded construction, box type with slot to receive 20 mm 3/4 inch diameter square
head bolt, and provide lateral adjustment of bolt. Length of insert body, less anchorage lugs, must be 110 mm
4 1/2 inches minimum. Provide insert with knockout cover. Steel plate must be 3 mm 1/8 inch minimum thickness,
ASTM A 283/A 283M, Grade C. [Provide inserts hot-dip galvanized after fabrication in accordance with ASTM A 153/A 153M
.]
2.4.1.4 Wood Nailer Inserts
NOTE: Location and size of wood nailer inserts must be indicated.
Inserts will be kiln-dried "standard" grade Douglas fir or "No. 2" grade southern pine, surfaced 4 sides, and
sized as indicated. Pressure treat wood with an approved wood preservative.
2.4.1.5 Flashing Reglets
NOTE: Location of flashing reglets embedded in precast-concrete panels must
be indicated.
Reglets must be sheet metal open-type with continuous groove not less than 30 millimeter 1-1/8 inches deep by
5 millimeter 3/16-inch wide at opening and sloped upward, designed to anchor snap-lock counter flashing.
NOTE: Delete the following paragraphs if not applicable to the project.
When visible staining from the flashing reglets can occur, corrosion-resisting
chromium-nickel steel only must be specified.
When the wall panels will be subjected to a sea coast atmosphere, galvanized
carbon steel flashing reglets must not be specified.
Metal must be minimum 0.28 millimeter 0.011-inch thick conforming to ASTM A 167, Type 302 or 304, No. 1 finish,
soft temper.
Metal must be copper strip weighing a minimum of 4.8 kilogram per square meter 16 ounces per square foot, and
conforming to ASTM B 370, cold-rolled temper.
Metal is to be 0.55 millimeter 26-gage galvanized steel sheet conforming to ASTM A 653/A 653M, Z275 G90.
2.4.2 Embedded Plates
ASTM A 36/A 36M, [galvanized] ferrous metal plate connectors for attachment to the structural framing using manufacturer
standard construction procedures. Headed studs will use 400 MPa 60,000 psi steel with construction conforming
to AWS D1.1/D1.1M, Type B. Deformed bar anchors must conform to ASTM A 496/A 496M. [Provide embedded anchors
galvanized after fabrication in accordance with ASTM A 153/A 153M].
2.4.3 Embedded Attachments
2.4.3.1 Embedded Wood Nailer
Kiln-dried Standard Grade Douglas Fir or No. 2 Grade Southern Pine. Surface four sides. Treat with waterborne
pressure-preservative in accordance with AWPA C1 and AWPA C2. All wood needs to be air or kiln dried after treatment.
Verify specific treatments by the report of an approved independent inspection agency. The AWPA C1 and AWPA C2
Quality Mark "C1" and "C2" on each piece will be accepted, in lieu of inspection reports, as evidence of compliance
with applicable AWPA treatment standards.
2.4.3.2 Flashing Reglets
NOTE: When visible staining from the flashing reglet can occur, chromium-nickel
stainless steel should be specified. When the wall panels will be subjected
to a coastal salt atmosphere, galvanized carbon steel flashing reglets should
be used with care to prevent visible staining.
Fabricate of sheet metal, open-type with continuous groove 30 mm 1 1/8 inches deep minimum by 5 mm 3/16 inch
wide at opening and sloped upward at 45 degrees. Top surface will have toothed lip section to anchor upturned
edge of metal snap-lock counter flashing when inserted. [Sheet metal must be stainless steel, 0.28 mm 0.011
inch minimum thickness, ASTM A 167, Type 302 or Type 304, Number 2D finish, soft temper.] [Sheet metal will
be copper strip for building construction, weight 4.8 kg per square meter 16 ounce per square foot minimum, ASTM B 370
, cold-rolled temper.] [Sheet metal must be 0.5 mm 0.0197 inch minimum thickness (26 gage), galvanized carbon
steel sheet, ASTM A 653/A 653M, Coating Designation Z275 G90.]
2.4.4 Connection Devices
2.4.4.1 Clip Angles
ASTM A 36/A 36M steel, galvanized after fabrication in accordance with ASTM A 153/A 153M.
2.4.4.2 Ferrous Casting Clamps
ASTM A 47/A 47M, Grade 22010, Grade 32510 or Grade 35018 malleable iron or cast steel, or ASTM A 27/A 27M, Grade
415-205 Grade U-60-30, cast steel casting, hot-dip galvanized in accordance with ASTM A 153/A 153M.
2.4.4.3 Threaded Fasteners
Provide galvanized machine bolts, washers and, when required, nuts.
a. Bolts: ASTM A 449, 20 mm 3/4 inch diameter machine bolts with hexagon head.
b. Washers: ASME B18.21.1, medium or heavy lock-spring washers.
c. Nuts: ASTM A 563M ASTM A 563, Grade C, heavy, hexagon-type nuts.
d. Square Nuts: ASTM A 563M ASTM A 563, Grade A, plain, square-type nuts where required for
slotted-type concrete inserts.
2.4.5 Form Materials
Provide forms and form-facing materials of wood, metal, plastic, or other approved material to produce concrete
having the specified finish. Construct forms mortar-tight and of sufficient strength to withstand all pressures
due to concrete placing operations and temperature changes within the specified fabrication tolerances.
2.5 PANEL FABRICATION
2.5.1 Formwork and Fabrication Tolerances
NOTE: Review PCI MNL-117 and determine whether the tolerances specified are
adequate for the project.
Provide metal or wood forms. Brace and stiffen against deformation. Provide form liners where required to produce
indicated finish. Provide dimensional tolerances as follows:
Overall panel dimensions:
3 m Plus 3 mm
3 to 6 m Plus or minus 3 mm
6 m Plus of minus 5 mm
Thickness: Plus 6 mm, minus 3 mm
Angular deviation of sides:
Plus or minus one percent, 2 mm
Deviation from square (difference in length of two diagonals):
Not to exceed 0.1 percent, 6 mm
Size and location of openings within one unit:
Plus or minus 6 mm
Local smoothness (deviation from a true plane):
Plus or minus 0.2 percent
Bowing (convex or concave):
Length of bow/480 (0.2 percent), with a maximum of 15 mm
Position of reinforcement: Within 6 mm of indicated position
Position of anchorage devices: Plus or minus 12 mm
Position of pick-up devices: Plus or minus 75 mm
Overall panel dimensions:
10 feet or less Plus 1/8 inch, minus zero
10 to 20 feet Plus or minus 1/8 inch
20 feet or more Plus of minus 3/16 inch
Thickness: Plus 1/4 inch, minus 1/8 inch
Angular deviation of sides:
Plus or minus one percent, 1/16 inch maximum
Deviation from square (difference in length of two diagonals):
Not to exceed 0.1 percent, 1/4 inch maximum
Size and location of openings within one unit:
Plus or minus 1/4 inch
Local smoothness (deviation from a true plane):
Plus or minus 0.2 percent
Bowing (convex or concave):
Length of bow/480 (0.2 percent), with a maximum of 5/8 inch
Position of reinforcement: Within 1/4 inch of indicated position
Position of anchorage devices: Plus or minus 1/2 inch
Position of pick-up devices: Plus or minus 3 inches
2.5.2 Reinforcement
ACI 301. Place reinforcing bars and welded wire fabric. Secure in position with tie wires, bar supports, and
spacers.
2.5.3 Preparation for Placing Concrete
Remove hardened concrete, excess form parting compound, standing water, ice, snow, or other deleterious substances
from form interiors and reinforcement before concrete placement. Secure reinforcement and embedded items.
2.5.4 Concrete Mixing and Conveying
2.5.4.1 Batch Plant, Mixer, Mixing, and Measuring of Materials
ASTM C 94/C 94M.
2.5.4.2 Conveying
Prevent segregation and loss of materials.
2.5.5 Concrete Placing
ACI 304R. Deposit concrete in the forms continuously or in layers of such thickness that no concrete will be
placed on concrete which has hardened sufficiently to cause formation of seams or planes of weakness within the
precast concrete wall panel. Place concrete at a constant temperature of between 10 and 32 degrees C 50 and
90 degrees F throughout fabrication of each panel. Make temperature of forms or molds the same as or close to
the concrete temperature. For hot or cold weather, use methods recommended by ACI 305R and ACI 306.1. Vibrate
and consolidate concrete to prevent segregation and to produce a high-density concrete free of honeycomb and
rock pockets. When specified, the exposed-to-view facing mixture is required to be a minimum thickness of 20
mm 3/4 inches. Place backing mixture before facing mixture attains initial set.
2.5.6 Identification Markings
Permanently mark each panel to indicate pick-up points, location, orientation in the building, and date of casting.
Identification markings need to correlate with approved detail drawings. Do not locate in exposed-to-view finished
surfaces.
2.5.7 Finishing
2.5.7.1 Unformed Concealed Surfaces (Standard Smooth Finish)
Provide a trowel finish. Level surface with a straightedge, and strike off. After surface water has disappeared,
float and trowel surface. Provide smooth finished surface, free of trowel marks, and uniform in texture and
appearance.
2.5.7.2 Smooth, Exposed-to-View Surfaces
Provide a standard smooth finish to all exposed-to-view surfaces of panels, unless otherwise indicated. Provide
a concrete surface having the texture imparted by a steel form or other approved smooth surfaces form-facing
material.
2.5.7.3 Exposed Aggregate Finish
Provide for exposed-to-view surfaces of panels, including chamfers, edges, recesses, and projections, unless
otherwise indicated. Provide standard smooth finish with outer skin of mortar removed, before concrete has hardened,
and exposing coarse aggregate. A chemical retarder may be used on exposed face to facilitate removal of mortar.
Match finish of the approved surface finish sample. Expose aggregates as soon after concrete placing as practicable
[by wire brushing, sand blasting, or bush hammering] [or] [by washing the concrete surface with a diluted solution
of muriatic acid to thoroughly clean exposed aggregate. Rinse concrete surface with fresh, clean water to remove
traces of acid.]
2.5.7.4 Other Surfaces
Surfaces of precast units not exposed to view or not otherwise indicated to be finished are to be finished in
accordance with Section 03 31 00.00 10 CAST-IN-PLACE STRUCTURAL CONCRETE.
2.5.8 Curing
Provide moist or steam curing or curing compound. Do not remove panel from forms; prevent moisture loss and
maintain 10 degrees C 50 degrees F minimum for at least 24 hours after finishing. Maintain panels in a surface
damp condition at 10 degrees C 50 degree F minimum until concrete has attained 75 percent minimum of the design
compressive strength. [Do not use steam curing with wood forms or in connection with chemically retarded exposed
aggregate surfaces].
2.5.9 Repair of Surface Defects
Cut out defective areas to solid concrete, with edges of cuts perpendicular to the surface of the concrete, and
clean thoroughly. Dampen area to be patched and brush-coat with nonshrink grout or bonding agent. Patch the
surface in accordance with procedures previously submitted by the Contractor and approved by the Contracting
Officer. Where exposed to view, the patches, when dry, needs to be indistinguishable from the surrounding surfaces.
2.5.9.1 Smooth, Concealed Surfaces
Acceptable defective area will be limited to holes left by rods and other temporary inserts, and to honeycomb
or rock pockets of 6 mm 1/4 inch diameter maximum. Remove fins and other projections on the surfaces.
2.5.9.2 Exposed-to-View Surfaces
The combined area of acceptable defective areas must not exceed 0.2 percent of the exposed-to-view surface area
and will be limited to holes of 6 mm 1/4 inch diameter maximum.
2.5.10 Embedded Accessories
Furnish and install anchors, inserts, lifting devices, and other accessories which are to be embedded in the
precast units in accordance with the approved detail drawings. Embedded items must be accurately positioned
in their designed location, and have sufficient anchorage and embedment to satisfy design requirements.
2.5.11 Stripping
Do not remove precast concrete units from forms until units develop sufficient strength to safely strip the formwork
and to remove the precast concrete units from the forms to prevent damage to the units from overstress or chipping.
2.5.12 Forms
NOTE: Precast concrete wall panel dimensions, cross sections, and details of
edges, sills, soffits, and reveals, as required by the project, must be indicated.
Forms and facing materials must be wood, metal, plastic, or other approved material that is non-reactive with
concrete. Completed panels must conform to the shapes, lines, and dimensions indicated, within the limits of
the specified fabrication tolerances.
2.5.13 Built-In Anchorage Devices
NOTE: Anchorage devices to be embedded in the panels must be indicated. Anchorage
devices include threaded concrete inserts for bolted connections; wood nailers
to receive thermal insulation that will be applied to the panel; and flashing
reglets to receive sheetmetal counter flashing.
Accurately position and securely anchor all anchorage devices. Openings in anchorage devices must be filled
temporarily to prevent entry of concrete.
2.5.14 Lifting Devices
Lifting devices must be provided, and designed for a safety factor of 4, which includes 100 percent impact.
Do not use brittle material.
2.5.15 Weather Limitations
Do not place concrete when the temperature of the atmosphere is below 5 degrees C 40 degrees F nor during rain,
sleet, or snow unless adequate protection is provided. Protection during inclement weather must prevent entry
of rain, sleet, or snow into the forms or into the fresh concrete.
2.5.16 Protection of Concrete After Placing
Protection needs to meet the requirements of ACI SP-205 for hot or cold weather as applicable.
2.5.17 Finishing for Formed Surfaces
Prior to panel fabrication, three samples of Exposed-to-View Surface Finish (300 by 300 millimeter) (12 by 12
inches), and Finish Aggregate for exposed-to-view facing material is to be provided by the Contractor.
After approval of the surface, Contractor must provide one full size sample Wall Panel. Approved sample may
be used in construction when properly identified.
Upon removal of forms, repair and patch defective areas. Where the finished surface will be exposed to view,
the combined area of defective areas must not exceed 0.2 percent of the surface and will be limited to honeycomb
or rock pockets not deep enough to expose the reinforcement. Where the finished surface will be concealed by
other construction, defective areas are limited to holes left by the rods and other temporary inserts and honeycomb
or rock pockets not deep enough to expose the reinforcement. Defective areas must be cut out to solid concrete,
cleaned, and patched with grout. Where concrete surface will be exposed to view, the patches, when dry, must
be indistinguishable from the surrounding surfaces.
NOTE: Delete the following paragraph, and specify the required finish or finishes
when an exposed-aggregate finish is not required for exposed-to-view panel surfaces.
Other finishes include textured form finishes, sculptured inserts, rubbed finishes,
and combinations thereof; such finishes may require the specified exposed-to-view
facing mixture.
It is recommended that a sample of the required exposed-to-view finish be on
display where it may be seen by bidders during the bidding period.
Exposed-aggregate finish must match the finish of the approved sample. Aggregates in exposed-to-view surfaces
will be exposed as soon after concrete placing as practical by power sanders, wire brushes, or other acceptable
methods. Give surfaces one or more washings with a dilute solution of muriatic acid, then washed with fresh,
clean water to remove all traces of the acid.
2.6 JOINT MATERIALS
NOTE: Cross sections of gaskets with dimensions must be indicated.
Gasket must be elastomeric material, premolded to cross section indicated.
Material must be a vulcanized closed-cell expanded chloroprene conforming to ASTM D 1056, Grade No. SCE 42, with
the following additional properties:
Brittleness temperature will be minus 5 degrees C 40 degrees F when tested in accordance with ASTM D 746
.
Flammability resistance needs to be self-extinguishing when tested in accordance with ASTM D 635.
Resistance to ozone must be "no cracks" after exposure of a sample, at 20 percent elongation, to an ozone
concentration of 100 parts per million of air by volume in air for 100 hours at 40 degrees C 104 degrees
F when tested in accordance with ASTM D 1149.
2.7 MISCELLANEOUS ARCHITECTURAL PRECAST CONCRETE SYSTEMS
2.7.1 Thin Brick Veneer
As the precast requirements for thin brick tolerances are stricter than what is acceptable in laid-up masonry,
more care is often taken in the manufacturing process to produce a quality thin brick.
ASTM International has issued a standard specification for "Thin Brick Veneer Units Made from Clay or Shale."
This specification, identified as Designation: ASTM C 1088, addresses such product dynamics as absorption, warpage,
freeze/thaw, weight loss, durability, and size dimensions.
As with face brick, thin brick shades can vary substantially within any color selection. Because it is a baked,
or kilned, product these variations of color are inevitable and have been part of the nature of brick for centuries.
Thin brick sample boards offer a general example of available colors and finishes.
A mock up panel of at least sixteen square feet is also recommended. Often, these mock up panels must be produced
prior to manufacture of the brick, so it must be understood that they are only a 'close' representation of the
actual product. It is also important to use the same method of cleaning and sealing of the brick that will be
used in production. Waxes, acids, and sealers may have a slight impact on color and shade.
2.7.1.1 Storage of Thin Brick
Thin brick is generally packed in cartons, palletized, and wrapped in protective plastic for transportation.
The brick itself is relatively impervious to the elements. However the protective coatings that are often applied
to the face of the brick may weather or age.
It is advisable to protect the brick from extreme heat until it is installed and cast. In addition, excessive
dust and dirt may affect the brick's ability to bond to the concrete properly. Care should be taken to keep
the brick covered and protected from the sun prior to its installation.
2.7.1.2 Engineering Considerations
1. Pullout tests
2. Pre-stress or post tensioning, (deflection criteria)
3. Freeze thaw tests
4. Module openings, corners & quirk joints
2.7.1.3 Placing Concrete
1. Concrete Placement
When placing concrete, take care not to create currents with the concrete that could disturb
the brick. Placement should be done in such a way that there is little or no forceful impact
of concrete onto the brick.
2. Self consolidating concrete
Self consolidating, sometimes called 'self compacting' or 'self leveling' concrete, is considered
the easiest to place. It requires little to no vibration, and rarely disturbs the brick.
3. Vibration
Consolidating the concrete through vibration rarely causes brick to become dislodged from the
liner. Brick will not 'float' into the concrete under normal conditions.
Do not lay the vibrator horizontal and drag it into, or along the surface of, the concrete.
When the vibrator is properly inserted the energy affects a broader area and does not induce
strong concentrated currents that may tilt brick.
4. Re-bar chairs
Adhere to rule of thumb of minimum of 1.5 times the diameter of the re-bar from the surface
to the steel (surface is back of brick).
5. Slump of concrete
It is not necessary to adjust the slump from the normal setting in order to accommodate the
thin brick.
2.7.2 Glass Fiber Reinforced Concrete Panels (GFRC)
Glass fiber reinforced concrete (GFRC) is the term applied to products manufactured using a cement/aggregate
slurry reinforced throughout with alkali resistant glass fibers.
GFRC does not consist of a single composition, but can be manufactured using different combinations of materials
to meet the required properties. Mix composition, degree of compaction, type of cement, and the proportion,
length, and orientation of glass fibers may all be varied to produce a specific product. Typically, a GFRC panel
consists of 5 percent by weight (of total mix) of alkali resistant glass fiber (absolute minimum of 4 percent)
combined with a portland cement/sand slurry. Methods of manufacture vary, but spraying either by hand equipment
onto a form of the desired shape and size, or mechanically on a production line are most common.
It is important to understand that the material is a composite with reinforcing elements randomly distributed
throughout the matrix, unlike reinforced concrete where the reinforcing steel is placed primarily in tensile
stress areas.
Currently, GFRC is not considered as a vertical load-bearing component or as part of the lateral load-resisting
system, although it can accept and transfer wind and self-weight and its own inertial seismic loads to the building's
load resisting system. GFRC panels are used primarily as cladding or fascia panels.
GFRC systems can be designed to provide a 2-hour fire resistance rating using fire rated insulation and drywall.
In addition, GFRC does not contribute to the fire load of the building.
2.7.2.1 Responsibilities
The PCI Code of Standard Practice for Precast Concrete is a compilation of practices and recommendation for design,
manufacture and erection of precast concrete that also provides an excellent guide for GFRC panel fabrication
and erection.
Areas of contractual responsibility that should be clearly assigned in the contract documents are:
1. Panel design
2. Installing, furnishing, and design of connection hardware
a. Attached to the building frame
b. Furnished loose
c. Secured to the panel
d. Integral with the panel
3. Panel installation
4. Sealing or coating
5. Joint sealant
6. Panel cleaning
Design calculations should be performed under the supervision of a registered professional engineer with experience
in GFRC design. The GFRC manufacturer should be prepared to assist in the design of panels and connections.
The owner's [Architect][Engineer] maintains ultimate design responsibility.
Contract drawings prepared by the [Architect][Engineer] should show connections in sufficient detail to permit
design, estimating, and bidding. Panel manufacturers, during the preparation of shop drawings, usually review
connections for tolerances, clearances, practicality, and performance. The manufacturer should call to the [Architect's][Engineer's]
attention any recognized conflicting conditions.
PART 3 EXECUTION
3.1 GENERAL
Install panels and accessories in accordance with the approved shop drawings and as specified.
If substrate preparation is the responsibility of an installer other than the Contractor, notify Architect of
unsatisfactory preparation before proceeding.
3.2 EXAMINATION
Do not begin installation until supporting structures have been properly prepared.
If support structure is the responsibility of another installer, notify Architect of unsatisfactory preparation
before proceeding.
3.3 INSTALLATION
Verify that all parts of the supporting structure are complete and ready to receive the panels and that site
conditions are conducive to proper installation. Install precast concrete wall panels and accessories in accordance
with approve detail drawings and descriptive data, and as specified below.
3.3.1 Building Framing System
Provide supporting members, including anchorage items attached to or embedded in building structural elements,
prior to placement of panels.
3.3.2 Placing Panels
Panels must attain the specified 28-day compressive design strength prior to placement. Provide temporary supports
and bracing, as required, to maintain panel position and alignment during attachment to the building framing
system. Secure adjustable connections after panels have been properly positioned. All welded connections need
to conform to the requirements of AWS D1.1/D1.1M and AWS D1.4/D1.4M.
3.3.3 Erection Tolerances
NOTE: Review PCI MNL-117 and determine whether the tolerances specified are
adequate for the project.
Locate panels to accommodate adjacent products, proper joint width, and alignment with adjacent precast members.
Non-cumulative dimensional tolerances for erection of panels are as follows:
a. Face width of joint
Panel dimension normal to joint
3 m 10 feet or under: Plus or minus 5 mm 3/16 in
3 m to 6 m 10 feet to 20 feet: Plus 5 mm minus 6 mm 3/16 inch minus 1/4 inch
Each additional 3 m 10 feet: Plus or minus 2 mm 1/16 inch
b. Joint taper (panel edges not parallel): 0.2 percent or 2 mm 1/16 inch total, whichever
is larger, but not greater than 10 mm 3/8 inch
c. Panel alignment
Jog in alignment of edge: 6 mm 1/4 inch
Offset in face of panel (exterior face unless otherwise noted): 6 mm 1/4 inch
d. Variation from theoretical position, any location: Plus or minus 6 mm 1/4 inch
e. Deviation from plumb: 0.2 percent, 10 mm 3/8 inch maximum
f. Maximum warpage after erection: One corner out of plane of other three, 0.5 percent of
distance from nearer adjacent corner, or 3 mm1/8 inch
g. Differential bowing or camber of adjacent panels: 6 mm 1/4 inch maximum
3.3.4 Joints
Joint widths between panels will be as specified unless otherwise indicated. Provide joints with sealants in
accordance with Section 07 92 00 JOINT SEALANTS.
3.3.4.1 JOINT SEALING
Joint sealing will be as specified in Section 07 92 00 JOINT SEALANTS.
3.3.5 Protection
Protect exposed-to-view facing from staining and other damage. Do not allow laitance to penetrate, stain, or
harden on exposed surfaces.
3.4 ERECTION
Erect precast units in accordance with the detail drawings and without damage to other units or to adjacent members.
Set units true to alignment and level, with joints properly spaced and aligned both vertically and horizontally.
Erection tolerances must be in accordance with the requirements of PCI MNL-117 and PCI MNL-122. As units are
being erected, shims and wedges will be placed as required to maintain correct alignment. After final attachment,
grout precast units as shown. After erection, clean and touch-up welds and abraded surfaces of steel with a
zinc-rich paint. Welds must be made by a certified welder in accordance with the manufacturer's erection drawings.
Finish pickup points, boxouts, inserts, and similar items to match adjacent areas after erection. Erection of
precast units must be supervised and performed by workmen skilled in this type of work. Welding and the qualifications
of welders must be in accordance with AWS D1.1/D1.1M.
3.5 PROTECTION OF WORK
Protect precast units against damage from subsequent operations.
3.6 DEFECTIVE WORK
Repair precast concrete units damaged during erection as soon after occurrence as possible or replaced, as directed,
using approved procedures. All repairs to precast concrete units must match the adjacent surfaces in color and
texture, as approved. Unless otherwise approved, repair procedures will conform to [PCI MNL-116] [and] [PCI MNL-117
].
3.7 CONCRETE INSERTS EMBEDDED IN CAST-IN-PLACE CONCRETE
NOTE: Delete paragraph heading and the following paragraph when the precast
concrete wall panels will not be attached to cast-in-place concrete structural
members. Installation of concrete inserts embedded in cast-in-place concrete
is specified in Section 03 30 53.00 40 MISCELLANEOUS CAST-IN-PLACE CONCRETE.
Deliver inserts to the site in time to be installed before the start of concrete placing. Contractor must provide
setting drawings, instructions, and directions for the installation of inserts.
3.8 CONCRETE STRENGTH AT TIME OF PANEL INSTALLATION
NOTE: Delete one of the following paragraphs as applicable to the project.
First paragraph will be selected except when the project schedule indicates
installation of 28-day panels.
Do not install panels until concrete has attained the minimum laboratory compressive strength at 28 calendar
days specified.
Do not install panels before 28 calendar days from the date of casting 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 panel to determine
the strength of the concrete.
3.9 INSTALLATION TOLERANCES
Install panels within the tolerances specified in PCI MNL-116.
3.10 PLACING PANELS
Supporting members, including anchorage items attached to or embedded in building structural elements, must be
in place before placing panels is started.
Install panels plumb, level, in alignment, and within limits of the installation tolerances.
3.11 CONNECTIONS TO THE BUILDING FRAMING SYSTEM
Connect panels to the building framing system as indicated on the approved shop drawings. Fix adjustable connections
by locknuts or other approved means after panels have been positioned.
3.12 JOINTS AND GASKETS
Joints between panels must be the width indicated and within limits of installation tolerances.
Install gaskets in joints as indicated, continuous throughout the joint length, and compressed at least 25 percent
by volume.
3.13 PROTECTION
Protect panels against staining of exposed-to-view facing and other damage until completion of the work.
3.14 INSPECTION AND ACCEPTANCE PROVISIONS
NOTE: When prestressed precast concrete wall panels are required, refer to
Section 03 41 33 PRECAST STRUCTURAL PRETENSIONED CONCRETE.
3.14.1 Evaluation of Compressive Strength Tests
Concrete quality control tests specified will be evaluated as specified.
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.
Compressive strength tests will be considered satisfactory if the average of any group of five consecutive compressive
strength tests which 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, panels fabricated of concrete
represented by such tests will be considered deficient in strength and subject to the provisions specified.
3.14.2 Dimensional Tolerances
Panels having dimensions outside the limits for fabrication tolerances will be rejected.
3.14.3 Surface Finish Requirements
Panels will be rejected for the following surface finish deficiencies:
Exposed-to-view surfaces that do not match the color, aggregate size and distribution, and texture of
the approved sample
Exposed-to-view surfaces that contain defects that affect the appearance of the finish, such as cracks,
spalls, honeycomb, rock pockets, or stains and discoloration of aggregate or matrix that cannot be removed
by cleaning
Concealed surfaces that contain cracks in excess of 0.2 millimeter 0.01 inch wide, cracks that penetrate
to the reinforcement regardless of width, honeycomb, rock pockets, and spalls except minor breakage at
corners and edges
3.14.4 Strength of Panels
Strength of precast concrete panels will be considered potentially deficient if the panels fail to comply with
the requirements that control the strength of the panels, including the following conditions:
Failure to meet compressive strength tests
Reinforcement not conforming to the requirements specified
Concrete curing and protection of panels against extremes of temperature during curing not conforming
to the requirements specified
Panels damaged during handling and erection
3.14.5 Testing Panels for Strength
When there is evidence that the strength of precast concrete panels does not meet specification requirements,
cores drilled from 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-concrete panels that are considered potentially
deficient.
Test cores with the saturated surface dry.
Strength of cores will be considered satisfactory if their average is equal to or greater than 90 percent
of the 28-day design compressive strength of 150 by 300 millimeter 6- by 12-inch cylinders.
Submit test reports on the same day that tests are made. Reports must contain the project name and number, date,
name of contractor, name of precast concrete wall panel manufacturer, name of concrete-testing service, identification
letter and number of panel or panels represented by core tests, nominal maximum size of aggregate, design compressive
strength of concrete at 28 calendar days, compressive breaking strength and type of break, length of core test
specimen before capping, compressive strength after correcting for length diameter ratio, direction of application
of the load on the core test specimen with respect to the horizontal plane of the concrete as placed, and the
moisture condition of the core test specimen at time of testing.
If the results of the core tests are unsatisfactory or if core tests are impractical to obtain, make static load
tests of a panel and will be evaluated in accordance with ACI 305.1 and ACI 318/318R.
Replace panels used for core tests or static load tests with panels that meet the requirements of this section.
3.14.6 Panels-in-Place
Panels will be rejected for any one of the following deficiencies:
Panels not conforming to the requirements for installation tolerances
Panels that are damaged during construction operations
Panels that develop surface-finish deficiencies as specified
3.15 CLEANING
Clean exposed-to-view surfaces of panels thoroughly with detergent and water; use a brush to remove foreign matter.
Remove stains that remain after washing in accordance with recommendations of the panel manufacturer. Surfaces
must be clean and uniform in color.
3.16 SAMPLING AND TESTING
3.16.1 Product Quality Control
PCI MNL-117 for PCI enrolled plants. Where panels are manufactured by specialists in plants not currently enrolled
in the PCI "Quality Control Program," provide a product quality control system in accordance with PCI MNL-117
and perform concrete and aggregate quality control testing using an approved, independent commercial testing
laboratory. Submit test results to the Contracting Officer.
3.16.1.1 Aggregate Tests
ASTM C 33. Perform one test for each aggregate size, including determination of the specific gravity.
3.16.1.2 Strength Tests
ASTM C 172. Provide ASTM C 39/C 39M and ASTM C 31/C 31M compression tests. Perform ASTM C 143/C 143M slump
tests. Mold six cylinders each day or for every 15 cubic meters 20 cubic yards of concrete placed, whichever
is greater. Perform strength tests using two cylinders at 7 days and two at 28 days. Cure four cylinders in
the same manner as the panels and place at the point where the poorest curing conditions are offered. Moist
cure two cylinders and test at 28 days.
3.16.1.3 Changes in Proportions
If, the compressive strength falls below that specified, adjust the mix proportions and water content and make
necessary changes in the temperature, moisture, and curing procedures to secure the specified strength. Notify
the Contracting Officer of all changes.
3.16.1.4 Strength Test Results
Evaluate compression test results at 28 days in accordance with ACI 214R using a coefficient of variation of
20 percent. Evaluate the strength of concrete by averaging the test results (two specimens) of standard cylinders
tested at 28 days. Not more than 20 percent of the individual tests can have an average compressive strength
less than the specified ultimate compressive strength.
3.16.2 Rejection
Panels in place may be rejected for any one of the following product defects or installation deficiencies remaining
after repairs and cleaning have been accomplished. "Visible" means visible to a person with normal eyesight
when viewed from a distance of 6 m 20 feet in broad daylight.
a. Nonconformance to specified tolerances.
b. Air voids (bugholes or blowholes) larger than 10 mm 3/8 inch diameter.
c. Visible casting lines.
d. Visible from joints.
e. Visible irregularities.
f. Visible stains on panel surfaces.
g. Visible differences between panel and approved sample.
h. Visible non-uniformity of textures or color.
i. Visible areas of backup concrete bleeding through the facing concrete.
j. Visible foreign material embedded in the face.
k. Visible repairs.
l. Visible reinforcement shadow lines.
m. Visible cracks.
3.16.3 Field Quality Control
Perform field inspection of panel connections. Notify the Contracting Officer in writing of defective welds,
bolts, nuts and washers within 7 working days of the date of inspection. All defective connections or welds
are to be removed and re-welded or repaired as required by the Contracting Officer.
3.16.3.1 Welded Connection Visual Inspection
AWS D1.1/D1.1M, furnish the services of AWS-certified welding inspector for erection inspections. Welding inspector
must visually inspect all welds and identify all defective welds.