130 KB
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USACE / NAVFAC / AFCEC / NASA
UFGS-03 41 33 (February 2011)
Change 2 - 05/14
----------------------------Preparing Activity: NASA
Superseding
UFGS-03 41 33 (August 2008)
UNIFIED FACILITIES GUIDE SPECIFICATIONS
References are in agreement with UMRL dated January 2016
**************************************************************************
SECTION TABLE OF CONTENTS
DIVISION 03 - CONCRETE
SECTION 03 41 33
PRECAST STRUCTURAL PRETENSIONED CONCRETE
02/11
PART 1
GENERAL
1.1
REFERENCES
1.2
SUBMITTALS
1.3
QUALIFICATIONS FOR PRECAST-CONCRETE MANUFACTURER
1.4
QUALIFICATIONS FOR INSTALLER
1.5
QUALIFICATIONS FOR WELDING WORK
1.6
PERFORMANCE REQUIREMENTS
1.6.1
Design Methods
1.6.2
Allowable Design Loads and Deflections
1.6.3
UL Fire-Resistance Listing and Label
1.6.4
Electrical Raceway UL Listing and Label
1.7
CONCRETE SAMPLING AND TESTING
1.7.1
Tests for Concrete Materials
1.7.2
Concrete Design Mixes
1.7.3
Quality Control Testing During Fabrication
1.8
DRAWINGS
PART 2
PRODUCTS
2.1
QUALITY OF CONCRETE
2.1.1
Normal-Weight Concrete Properties
2.1.2
Lightweight Structural Concrete Properties
2.2
CONCRETE MATERIALS
2.2.1
Aggregates
2.2.2
Lightweight Aggregates
2.2.3
Portland Cement
2.2.4
Fly Ash
2.2.5
Ground Granulated Blast Furnace (GGBF) Slag
2.2.6
Air-Entraining Admixture
2.2.7
Water
2.3
REINFORCEMENT MATERIALS
2.3.1
Reinforcement Bars
2.3.2
Cold-Drawn Steel Wire
2.3.3
Welded-Wire Fabric
SECTION 03 41 33
Page 1
2.3.4
Supports for Concrete Reinforcement
2.4
PRESTRESSING MATERIALS
2.4.1
Strand Tendons
2.4.2
Wire Tendons
2.4.3
Steel-Bar Tendons
2.4.4
Tendon Anchorages for Pretensioning
2.4.5
Tendon Anchorages for Post Tensioning
2.5
CONNECTION MATERIALS
2.5.1
Steel Plates, Shapes, and Bars
2.5.2
Steel Anchor Bolts
2.5.3
Electrodes for Welding
2.5.4
Flexible Bearing Pads
2.6
GROUTING MATERIALS
2.7
BITUMINOUS JOINT SEALING MATERIALS
2.8
FABRICATION
2.8.1
Fabrication Tolerances
2.8.2
Forms
2.8.3
Reinforcement
2.8.4
Built-In Anchorage Devices
2.8.5
Lifting Devices
2.8.6
Blockouts
2.8.7
Pretensioning
2.8.8
Concrete Mixing and Conveying
2.8.9
Preparations for Placing Concrete
2.8.10
Weather Limitations
2.8.11
Concrete Placing
2.8.12
Identification Markings
2.8.13
Finishing Unformed Surfaces
2.8.14
Curing
2.8.15
Protection of Concrete After Placing
2.8.16
Detensioning
2.8.17
Finishing Formed Surfaces
PART 3
EXECUTION
3.1
GENERAL
3.2
ANCHORAGE ITEMS EMBEDDED IN OTHER CONSTRUCTION
3.3
INSTALLATION OF FLEXIBLE BEARING PADS
3.4
STRENGTH OF STRUCTURAL SECTIONS AT INSTALLATION
3.5
INSTALLATION TOLERANCES
3.6
PLACING FRAMING STRUCTURAL SECTIONS
3.7
PLACING SLAB STRUCTURAL SECTIONS
3.8
WELDED CONNECTIONS
3.9
GROUTING CONNECTIONS AND JOINTS
3.10
SEALING JOINTS IN ROOF SLABS
3.11
OPENINGS IN SLAB STRUCTURAL SECTIONS
3.12
TOUCHUP PAINTING
3.13
PROTECTION AND CLEANING
3.14
INSPECTION AND ACCEPTANCE PROVISIONS
3.14.1
Evaluation of Compressive Strength Tests
3.14.2
Dimensional Tolerances
3.14.3
Surface-Finish Requirements
3.14.4
Strength of Structural Members
3.14.5
Testing Structural Sections for Strength
3.14.6
Inspection of Welding
3.14.7
Structural Sections-in-Place
-- End of Section Table of Contents --
SECTION 03 41 33
Page 2
**************************************************************************
USACE / NAVFAC / AFCEC / NASA
UFGS-03 41 33 (February 2011)
Change 2 - 05/14
----------------------------Preparing Activity: NASA
Superseding
UFGS-03 41 33 (August 2008)
UNIFIED FACILITIES GUIDE SPECIFICATIONS
References are in agreement with UMRL dated January 2016
**************************************************************************
SECTION 03 41 33
PRECAST STRUCTURAL PRETENSIONED CONCRETE
02/11
**************************************************************************
NOTE: This guide 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 keystonejoists, columns, and other structural elements.
Precast concrete cellular floor units with cells
suitable for use as electrical raceways.
Include in drawings 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.
SECTION 03 41 33
Page 3
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 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 16.08 PRECAST CONCRETE
SLABS (MAX. SPAN 8 FEET 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 PAINTS AND COATINGS.
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
SECTION 03 41 33
Page 4
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.
Adhere to UFC 1-300-02 Unified Facilities Guide
Specifications (UFGS) Format Standard when editing
this guide specification or preparing new project
specification sections. Edit this guide
specification for project specific requirements by
adding, deleting, or revising text. For bracketed
items, choose applicable items(s) or insert
appropriate information.
Remove information and requirements not required in
respective project, whether or not brackets are
present.
Comments, suggestions and recommended changes for
this guide specification are welcome and should be
submitted as a Criteria Change Request (CCR).
**************************************************************************
PART 1
1.1
GENERAL
REFERENCES
**************************************************************************
NOTE: This paragraph is used to list the
publications cited in the text of the guide
specification. The publications are referred to in
the text by basic designation only and listed in
this paragraph by organization, designation, date,
and title.
Use the Reference Wizard's Check Reference feature
when you add a RID outside of the Section's
Reference Article to automatically place the
reference in the Reference Article. Also use the
Reference Wizard's Check Reference feature to update
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.
**************************************************************************
SECTION 03 41 33
Page 5
ASTM A185/A185M
(2007) Standard Specification for Steel
Welded Wire Reinforcement, Plain, for
Concrete
ASTM A283/A283M
(2013) Standard Specification for Low and
Intermediate Tensile Strength Carbon Steel
Plates
ASTM A322
(2013) Standard Specification Steel Bars,
Alloy, Standard Grades
ASTM A36/A36M
(2014) Standard Specification for Carbon
Structural Steel
ASTM A370
(2014) Standard Test Methods and
Definitions for Mechanical Testing of
Steel Products
ASTM A416/A416M
(2015) Standard Specification for Steel
Strand, Uncoated Seven-Wire for
Prestressed Concrete
ASTM A421/A421M
(2015) Standard Specification for Uncoated
Stress-Relieved Steel Wire for Prestressed
Concrete
ASTM A615/A615M
(2015a; E 2015) Standard Specification for
Deformed and Plain Carbon-Steel Bars for
Concrete Reinforcement
ASTM A675/A675M
(2014) Standard Specification for Steel
Bars, Carbon, Hot-Wrought, Special
Quality, Mechanical Properties
ASTM A82/A82M
(2007) Standard Specification for Steel
Wire, Plain, for Concrete Reinforcement
ASTM C109/C109M
(2013; E 2015) Standard Test Method for
Compressive Strength of Hydraulic Cement
Mortars (Using 2-in. or (50-mm) Cube
Specimens)
ASTM C1107/C1107M
(2014a) Standard Specification for
Packaged Dry, Hydraulic-Cement Grout
(Nonshrink)
ASTM C114
(2015) Standard Test Methods for Chemical
Analysis of Hydraulic Cement
ASTM C115/C115M
(2010; E 2013) Standard Test Method for
Fineness of Portland Cement by the
Turbidimeter
ASTM C117
(2013) Standard Test Method for Materials
Finer than 75-um (No. 200) Sieve in
Mineral Aggregates by Washing
ASTM C123
(2011) Standard Test Method for
Lightweight Particles in Aggregate
SECTION 03 41 33
Page 7
ASTM A185/A185M
(2007) Standard Specification for Steel
Welded Wire Reinforcement, Plain, for
Concrete
ASTM A283/A283M
(2013) Standard Specification for Low and
Intermediate Tensile Strength Carbon Steel
Plates
ASTM A322
(2013) Standard Specification Steel Bars,
Alloy, Standard Grades
ASTM A36/A36M
(2014) Standard Specification for Carbon
Structural Steel
ASTM A370
(2014) Standard Test Methods and
Definitions for Mechanical Testing of
Steel Products
ASTM A416/A416M
(2015) Standard Specification for Steel
Strand, Uncoated Seven-Wire for
Prestressed Concrete
ASTM A421/A421M
(2015) Standard Specification for Uncoated
Stress-Relieved Steel Wire for Prestressed
Concrete
ASTM A615/A615M
(2015a; E 2015) Standard Specification for
Deformed and Plain Carbon-Steel Bars for
Concrete Reinforcement
ASTM A675/A675M
(2014) Standard Specification for Steel
Bars, Carbon, Hot-Wrought, Special
Quality, Mechanical Properties
ASTM A82/A82M
(2007) Standard Specification for Steel
Wire, Plain, for Concrete Reinforcement
ASTM C109/C109M
(2013; E 2015) Standard Test Method for
Compressive Strength of Hydraulic Cement
Mortars (Using 2-in. or (50-mm) Cube
Specimens)
ASTM C1107/C1107M
(2014a) Standard Specification for
Packaged Dry, Hydraulic-Cement Grout
(Nonshrink)
ASTM C114
(2015) Standard Test Methods for Chemical
Analysis of Hydraulic Cement
ASTM C115/C115M
(2010; E 2013) Standard Test Method for
Fineness of Portland Cement by the
Turbidimeter
ASTM C117
(2013) Standard Test Method for Materials
Finer than 75-um (No. 200) Sieve in
Mineral Aggregates by Washing
ASTM C123
(2011) Standard Test Method for
Lightweight Particles in Aggregate
SECTION 03 41 33
Page 7
ASTM C126
(2015) Standard Specification for Ceramic
Glazed Structural Clay Facing Tile, Facing
Brick, and Solid Masonry Units
ASTM C127
(2015) Standard Test Method for Density,
Relative Density (Specific Gravity), and
Absorption of Coarse Aggregate
ASTM C128
(2015) Standard Test Method for Density,
Relative Density (Specific Gravity), and
Absorption of Fine Aggregate
ASTM C131/C131M
(2014) Standard Test Method for Resistance
to Degradation of Small-Size Coarse
Aggregate by Abrasion and Impact in the
Los Angeles Machine
ASTM C136
(2006) Standard Test Method for Sieve
Analysis of Fine and Coarse Aggregates
ASTM C138/C138M
(2014) Standard Test Method for Density
("Unit Weight"), Yield, and Air Content
(Gravimetric) of Concrete
ASTM C142/C142M
(2010) Standard Test Method for Clay Lumps
and Friable Particles in Aggregates
ASTM C143/C143M
(2012) Standard Test Method for Slump of
Hydraulic-Cement Concrete
ASTM C150/C150M
(2015) Standard Specification for Portland
Cement
ASTM C151/C151M
(2015) Standard Test Method for Autoclave
Expansion of Hydraulic Cement
ASTM C157/C157M
(2008; R 2014; E 2014) Standard Test
Method for Length Change of Hardened
Hydraulic-Cement Mortar and Concrete
ASTM C172/C172M
(2014a) Standard Practice for Sampling
Freshly Mixed Concrete
ASTM C173/C173M
(2014) Standard Test Method for Air
Content of Freshly Mixed Concrete by the
Volumetric Method
ASTM C183/C183M
(2015) Standard Practice for Sampling and
the Amount of Testing of Hydraulic Cement
ASTM C185
(2015) Standard Test Method for Air
Content of Hydraulic Cement Mortar
ASTM C191
(2013) Standard Test Method for Time of
Setting Hydraulic Cement by Vicat Needle
ASTM C192/C192M
(2015) Standard Practice for Making and
Curing Concrete Test Specimens in the
SECTION 03 41 33
Page 8
Laboratory
ASTM C204
(2011; E 2014) Standard Test Method for
Fineness of Hydraulic Cement by Air
Permeability Apparatus
ASTM C231/C231M
(2014) Standard Test Method for Air
Content of Freshly Mixed Concrete by the
Pressure Method
ASTM C232/C232M
(2014) Standard Test Methods for Bleeding
of Concrete
ASTM C233/C233M
(2014) Standard Test Method for
Air-Entraining Admixtures for Concrete
ASTM C260/C260M
(2010a) Standard Specification for
Air-Entraining Admixtures for Concrete
ASTM C266
(2015) Standard Test Method for Time of
Setting of Hydraulic-Cement Paste by
Gillmore Needles
ASTM C29/C29M
(2009) Standard Test Method for Bulk
Density ("Unit Weight") and Voids in
Aggregate
ASTM C31/C31M
(2012) Standard Practice for Making and
Curing Concrete Test Specimens in the Field
ASTM C33/C33M
(2013) Standard Specification for Concrete
Aggregates
ASTM C330
(2009) Standard Specification for
Lightweight Aggregates for Structural
Concrete
ASTM C39/C39M
(2015a) Standard Test Method for
Compressive Strength of Cylindrical
Concrete Specimens
ASTM C40
(2011) Standard Test Method for Organic
Impurities in Fine Aggregates for Concrete
ASTM C403/C403M
(2008) Standard Test Method for Time of
Setting of Concrete Mixtures by
Penetration Resistance
ASTM C404
(2011) Standard Specification for
Aggregates for Masonry Grout
ASTM C42/C42M
(2013) Standard Test Method for Obtaining
and Testing Drilled Cores and Sawed Beams
of Concrete
ASTM C451
(2013) Standard Test Method for Early
Stiffening of Hydraulic Cement (Paste
Method)
SECTION 03 41 33
Page 9
ASTM C535
(2012) Standard Test Method for Resistance
to Degradation of Large-Size Coarse
Aggregate by Abrasion and Impact in the
Los Angeles Machine
ASTM C566
(2013) Standard Test Method for Total
Evaporable Moisture Content of Aggregate
by Drying
ASTM C595/C595M
(2015; E 2015) Standard Specification for
Blended Hydraulic Cements
ASTM C618
(2012a) Standard Specification for Coal
Fly Ash and Raw or Calcined Natural
Pozzolan for Use in Concrete
ASTM C70
(2013) Standard Test Method for Surface
Moisture in Fine Aggregate
ASTM C78/C78M
(2015a) Standard Test Method for Flexural
Strength of Concrete (Using Simple Beam
with Third-Point Loading)
ASTM C88
(2013) Standard Test Method for Soundness
of Aggregates by Use of Sodium Sulfate or
Magnesium Sulfate
ASTM C94/C94M
(2015) Standard Specification for
Ready-Mixed Concrete
ASTM C989/C989M
(2014) Standard Specification for Slag
Cement for Use in Concrete and Mortars
ASTM D1149
(2007; R 2012) Standard Test Method for
Rubber Deterioration - Surface Ozone
Cracking in a Chamber
ASTM D2103
(2015) Standard Specification for
Polyethylene Film and Sheeting
ASTM D2240
(2005; R 2010) Standard Test Method for
Rubber Property - Durometer Hardness
ASTM D312/D312M
(2015) Standard Specification for Asphalt
Used in Roofing
ASTM D3744/D3744M
(2011a) Standard Test Method for Aggregate
Durability Index
ASTM D395
(2014) Standard Test Methods for Rubber
Property - Compression Set
ASTM D412
(2006a; R 2013) Standard Test Methods for
Vulcanized Rubber and Thermoplastic
Elastomers - Tension
ASTM D4397
(2010) Standard Specification for
Polyethylene Sheeting for Construction,
Industrial, and Agricultural Applications
SECTION 03 41 33
Page 10
ASTM D471
(2015a) Standard Test Method for Rubber
Property - Effect of Liquids
ASTM D573
(2004; R 2010) Standard Test Method for
Rubber - Deterioration in an Air Oven
ASTM D75/D75M
(2014) Standard Practice for Sampling
Aggregates
ASTM E165
(2009) Standard Test Method for Liquid
Penetrant Examination
ASTM E648
(2014c) Standard Test Method for Critical
Radiant Flux of Floor-Covering Systems
Using a Radiant Heat Energy Source
ASTM E709
(2015) Standard Guide for Magnetic
Particle Examination
CONCRETE REINFORCING STEEL INSTITUTE (CRSI)
CRSI 10MSP
(2009; 28th Ed) 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 Products, 4th Edition
PCI MNL-120
(2010) PCI Design Handbook - Precast and
Prestressed Concrete, 6th Edition
U.S. GENERAL SERVICES ADMINISTRATION (GSA)
FS MMM-A-001993
(1978; Rev A) Adhesive, Epoxy, Flexible,
Filled (For Binding, Sealing, and Grouting)
FS UU-B-790
(Rev A; Notice 2) Building Paper Vegetable
Fiber: (Kraft, Waterproofed, Water
Repellent and Fire Resistant)
UNDERWRITERS LABORATORIES (UL)
UL Electrical Constructn
(2012) Electrical Construction Equipment
Directory
UL Fire Resistance
(2014) 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.
The Guide Specification technical editors have
designated those items that require Government
SECTION 03 41 33
Page 11
approval, due to their complexity or criticality,
with a "G." Generally, other submittal items can be
reviewed by the Contractor's Quality Control
System. Only add a ā€œGā€ to an item, if the submittal
is sufficiently important or complex in context of
the project.
For submittals requiring Government approval on Army
projects, a code of up to three characters within
the submittal tags may be used following the "G"
designation to indicate the approving authority.
Codes for Army projects using the Resident
Management System (RMS) are: "AE" for
Architect-Engineer; "DO" for District Office
(Engineering Division or other organization in the
District Office); "AO" for Area Office; "RO" for
Resident Office; and "PO" for Project Office. Codes
following the "G" typically are not used for Navy,
Air Force, and NASA projects.
An "S" following a submittal item indicates that the
submittal is required for the Sustainability
Notebook to fulfill federally mandated sustainable
requirements in accordance with Section 01 33 29
SUSTAINABILITY REPORTING.
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.] Submittals with an "S" are for inclusion in the
Sustainability Notebook, in conformance to Section 01 33 29 SUSTAINABILITY
REPORTING. Submit the following in accordance with Section 01 33 00
SUBMITTAL PROCEDURES:
SD-02 Shop Drawings
Fabrication Drawings[; G[, [____]]]
Installation Drawings[; G[, [____]]]
SD-05 Design Data
Normal Weight Concrete[; G[, [____]]]
Lightweight Structural Concrete[; G[, [____]]]
SD-06 Test Reports
Air Content[; G[, [____]]]
Air Entrainment[; G[, [____]]]
Compressive Strength[; G[, [____]]]
SECTION 03 41 33
Page 12
Slump[; G[, [____]]]
Moisture Content[; G[, [____]]]
Design Mix[; G[, [____]]]
Unit Weight[; G[, [____]]]
SD-07 Certificates
Qualifications for Welding Work[; G[, [____]]]
Installers[; G[, [____]]]
Manufacturer[; G[, [____]]]
Aggregate[; G[, [____]]]
Pretensioning[; G[, [____]]]
Detensioning[; G[, [____]]]
Welding Procedures[; G[, [____]]]
SD-08 Manufacturer's Instructions
Installation Instructions[; G[, [____]]]
Welding Sequence and Procedure[; G[, [____]]]
Epoxy-Resin Grout[; G[, [____]]]
Epoxy-Resin Adhesive[; G[, [____]]]
1.3
QUALIFICATIONS FOR PRECAST-CONCRETE MANUFACTURER
Provide precast structural concrete sections 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.
SECTION 03 41 33
Page 13
1.5
QUALIFICATIONS FOR WELDING WORK
Submit 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
Performance requirements
[ Section 05 05 23.16 STRUCTURAL WELDING applies to work specified in this
section.
] Ensure all welding procedures are in accordance with AWS D1.1/D1.1M, and
welders are 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
1.6.1
PERFORMANCE REQUIREMENTS
Design Methods
Design in accordance with ACI/MCP-3, ACI 318, ACI 318M and PCI MNL-120.
1.6.2
Allowable Design Loads and Deflections
**************************************************************************
NOTE: Allowable design loads 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 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
SECTION 03 41 33
Page 14
UL lists several manufacturers of prestressed
precast-concrete hollow-core flat slabs and
single-tee and double-tee slabs. Indicate location
and fire-resistance classification of
fire-resistant-rated structural sections.
**************************************************************************
Sections indicated requiring a fire-resistance classification listed in
UL Fire Resistance part, 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. Indicate location of electrical raceway
structural sections.
**************************************************************************
List hollow-core floor slabs indicated as electrical raceways in
UL Electrical Constructn part, RACEWAYS (RGKT) CELLULAR CONCRETE FLOOR
(RGYR), and bear the UL label and marking.
1.7
CONCRETE SAMPLING AND TESTING
Submit test reports for the following items in accordance with
paragraph CONCRETE SAMPLING AND TESTING. 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. Submit design mix
reports for approval at least 15 calendar days prior to start of
work.
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
MATERIAL
REQUIREMENT
TEST METHOD
Concrete
aggregates
for normalweight
concrete
Sampling
ASTM D75/D75M
Sieve analysis
ASTM C136
Calculating
fineness
modulus
ASTM C126
SECTION 03 41 33
Page 15
as follows:
NUMBER OF TESTS
One for each
material source
and grading
size
TYPE OF
CONCRETE
REQUIREMENT
TEST METHOD
NUMBER OF TESTS
Ensure Curing of Compression Test Specimens are the same as
the curing method used for the precast-concrete structural
members.
Concrete
temperature
Lightweight
structural
concrete
Each time a set
of compressiontest specimens
is made
Compressive
strength tests
ASTM C39/C39M
One set for
every ten
structural members, or fraction thereof,
cast in any one
day; two specimens tested at
7 calendar
days, three
specimens
tested at 28
calendar days,
and one
specimen retained in
reserve for
testing if
required
Sampling
fresh
concrete
ASTM C172/C172M
except
modified for
slump per
ASTM C94/C94M
As required for
each test
Slump test
and unit
weight of
fresh
concrete
ASTM C143/C143M
ASTM C138/C138M
One for each
concrete load
at point of
discharge and
one for each
set of compressive-strength
tests
Air content
by volumetric
method
ASTM C173/C173M
One for each
set of compressive-strength
tests
Compressive
test
specimens
ASTM C31/C31M
One set of six
standard
cylinder specimens for each
compressivestrength test
SECTION 03 41 33
Page 23
TYPE OF
CONCRETE
REQUIREMENT
TEST METHOD
NUMBER OF TESTS
Ensure the curing of Compressive Strength test specimens are the
same as the curing method used for the precast-concrete
structural members.
Concrete
temperature
Each time a set
of compression
test specimens
is made
Compressivestrength tests
ASTM C39/C39M
One set for
every ten
structural members, or fraction thereof,
as in any one
day; two specimens tested at
7 calendar
days, three
specimens
tested at 28
calendar days,
and one
specimen retained in reserve for testing if required
Air-dried
Unit Weight
at 28 calendar
days
ASTM C330
One for each
compressive
strength test
Submit test results on the same day that tests are made.
1.8
DRAWINGS
Submit fabrication 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
2.1
2.1.1
PRODUCTS
QUALITY OF CONCRETE
Normal-Weight Concrete Properties
**************************************************************************
NOTE: Delete paragraph heading and the following
paragraphs when normal-weight concrete will not be
required.
SECTION 03 41 33
Page 24
**************************************************************************
PROPERTY
VALUE
Design compressive strength
at 28 calendar days
Not less than
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
discharge
Not to exceed
75 millimeter
Total air content by volume
at point of concrete
discharge
Not less than 4 percent nor
more than 8 percent
PROPERTY
2.1.2
VALUE
Design compressive strength
at 28 calendar days
Not less than
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
discharge
Not to exceed
3 inches
Total air content by volume
at point of concrete
discharge
Not less than 4 percent nor
more than 8 percent
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
at 28 calendar days
Not less than
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
discharge
Not to exceed
75 millimeter
SECTION 03 41 33
Page 25
MATERIAL
Hydraulic
cement
Air entraining admixture using
air-entraining concrete
made of the
proposed
concrete
materials
REQUIREMENT
Unit-weight
TEST METHOD
ASTM C330
Shrinkage
ASTM C157/C157M
and
ASTM C330
Sampling
ASTM C183/C183M
Chemical
analysis
ASTM C114
Fineness
ASTM C115/C115M
or
ASTM C204
Autoclave
expansion
ASTM C151/C151M
Time of
setting
ASTM C191
or
ASTM C266
Air content
of mortar
ASTM C185
Compressive
strength
ASTM C109/C109M
Heat of
hydration
ASTM C185
False set
ASTM C451
Materials
for tests
ASTM C233/C233M
Number of
specimens
ASTM C233/C233M,
Table 1
Bleeding
ASTM C232/C232M
Time of
setting
ASTM C403/C403M
and
ASTM C233/C233M
Compressivestrength test
specimen
ASTM C192/C192M
and
ASTM C233/C233M
CompressiveASTM C39/C39M
strength
and
test at 3, 7,
ASTM C233/C233M
and 28 calendar
days
SECTION 03 41 33
Page 19
NUMBER OF TESTS
One for each
material source,
type, and color
One set of
tests for each
type of portland cement
proposed for
use and for
each type of
concrete
1.7.2
Concrete Design Mixes
Submit design mix data.
**************************************************************************
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
Normal
weight
concrete
REQUIREMENT
TEST METHOD
NUMBER OF TESTS
Specific
gravity and
absorption of
fine aggregate
ASTM C128
Specific
gravity and
absorption of
coarse
aggregate
ASTM C127
Moisture content
tent of both
fine and
coarse
aggregate
ASTM C70
and
ASTM C566
Dry-rodded
unit weight of
coarse
aggregate
ASTM C29/C29M
Trial mixes using at least
three different
water/cement
ratios, minimum
allowable cement
content, maximum allowable
slump; all with
air entrainment
ACI 211.1
As required to
determine the
concrete mix
having the
properties
specified in
paragraph
QUALITY OF
CONCRETE
Making and
curing concrete
specimens in
the laboratory
ASTM C192/C192M
Two sets of
three specimens
for each design
mix
Sampling fresh
concrete in the
laboratory
ASTM C192/C192M
One for each
set of design
mix specimens
Slump
ASTM C143/C143M
Air content
ASTM C231/C231M
SECTION 03 41 33
Page 20
As required for
the concrete
aggregates for
each trial mix
TYPE OF
CONCRETE
Lightweight
structural
concrete
REQUIREMENT
TEST METHOD
Yield
ASTM C138/C138M
Compressive
strength
ASTM C39/C39M
NUMBER OF TESTS
Three specimens
tested at 28
calendar days
Dry loose unit
weight of
aggregates
ASTM C29/C29M
and
ASTM C330
As required for
the lightweight
aggregate for
each trial mix
Moisture content of
aggregate
ASTM C566
Trial mixes using at least
three different
water/cement
ratios, maximum allowable
slump; both
with and without air entrainment
ACI 211.1
As required to
determine the
concrete mix
having the
properties
specified in
paragraph
QUALITY OF
CONCRETE
Making and
curing concrete
the laboratory
ASTM C192/C192M
Two sets of
for each design
mix
Sampling fresh
concrete in the
laboratory
ASTM C192/C192M
One for each
set of design
mix specimens
Slump
ASTM C143/C143M
Air content
ASTM C173/C173M
Yield
ASTM C138/C138M
Compressive
strength
ASTM C39/C39M
Three specimens
tested at 7
calendar days
and three
specimens tested
at 28 calendar
days
Air-dried
unit weight
ASTM C330
Two specimens
tested after
curing 28
calendar days
**************************************************************************
NOTE: Delete the following paragraph when
normal-weight concrete is not required.
SECTION 03 41 33
Page 21
**************************************************************************
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
Normal
weight
concrete
REQUIREMENT
TEST METHOD
NUMBER OF TESTS
Sampling of
fresh
concrete
ASTM C172/C172M
except
modified for
slump per
ASTM C94/C94M
As required for
each test
Slump test
ASTM C143/C143M
One for each
concrete load
at point of
discharge and
one for each
set of
compressive
strength test
Air Content
by pressure
method
ASTM C231/C231M
One for each
set of compressive-strength
tests
Compression
test
specimens
ASTM C31/C31M
One set of six
standard cylinder specimens for each
compressive
strength test
SECTION 03 41 33
Page 22
TYPE OF
CONCRETE
REQUIREMENT
TEST METHOD
NUMBER OF TESTS
Ensure Curing of Compression Test Specimens are the same as
the curing method used for the precast-concrete structural
members.
Concrete
temperature
Lightweight
structural
concrete
Each time a set
of compressiontest specimens
is made
Compressive
strength tests
ASTM C39/C39M
One set for
every ten
structural members, or fraction thereof,
cast in any one
day; two specimens tested at
7 calendar
days, three
specimens
tested at 28
calendar days,
and one
specimen retained in
reserve for
testing if
required
Sampling
fresh
concrete
ASTM C172/C172M
except
modified for
slump per
ASTM C94/C94M
As required for
each test
Slump test
and unit
weight of
fresh
concrete
ASTM C143/C143M
ASTM C138/C138M
One for each
concrete load
at point of
discharge and
one for each
set of compressive-strength
tests
Air content
by volumetric
method
ASTM C173/C173M
One for each
set of compressive-strength
tests
Compressive
test
specimens
ASTM C31/C31M
One set of six
standard
cylinder specimens for each
compressivestrength test
SECTION 03 41 33
Page 23
TYPE OF
CONCRETE
REQUIREMENT
TEST METHOD
NUMBER OF TESTS
Ensure the curing of Compressive Strength test specimens are the
same as the curing method used for the precast-concrete
structural members.
Concrete
temperature
Each time a set
of compression
test specimens
is made
Compressivestrength tests
ASTM C39/C39M
One set for
every ten
structural members, or fraction thereof,
as in any one
day; two specimens tested at
7 calendar
days, three
specimens
tested at 28
calendar days,
and one
specimen retained in reserve for testing if required
Air-dried
Unit Weight
at 28 calendar
days
ASTM C330
One for each
compressive
strength test
Submit test results on the same day that tests are made.
1.8
DRAWINGS
Submit fabrication 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
2.1
2.1.1
PRODUCTS
QUALITY OF CONCRETE
Normal-Weight Concrete Properties
**************************************************************************
NOTE: Delete paragraph heading and the following
paragraphs when normal-weight concrete will not be
required.
SECTION 03 41 33
Page 24
Overall dimensions
Plus or minus 3 millimeter
per 3048 millimeter but not
greater than 19.1 millimeter
overall
Cross-sectional dimensions of
up to 150 millimeter
Plus or minus 3 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
parallel to centerline of
section up to 12.2 meter in
length
Not over 9.5 millimeter
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
on the drawings
Plus or minus 3 millimeter
per 3 meter
Ends out of square, up to 305
millimeter in width or depth
0.80 millimeter per 25.4
millimeter of width or depth
Over 300 millimeter in width
or depth
0.80 plus 0.40 millimeter
per 25.4 millimeter of
width or depth
Position of block-outs
Plus or minus 12.7 millimeter
Position of voids in hollow
cored flat slabs, for both
vertical and horizontal
dimensions
Plus or minus 12.7 millimeter
Concrete cover over
reinforcement
Plus 6.4, minus 0 millimeter
Position of tendons for prestressed concrete
Plus or minus 3.2 millimeter
Position of deflection points
for deflected strand tendons
for prestressed concrete
Plus or minus 152 millimeter
Position of weld plates
Plus or minus 25.4 millimeter
Position of lateral
anchorage points
Plus or minus 25.4 millimeter
Position of pickup devices
Plus or minus 152 millimeter
Overall dimensions
Plus or minus 1/8 inch per
SECTION 03 41 33
Page 35
10 feet but not greater
than 3/4 inch overall
2.8.2
Cross-sectional dimensions of
up to 6 inches
Plus or minus 1/8 inch
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
parallel to centerline of
section up to 40 feet in
length
Not over 3/8 inch
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
on the drawings
Plus or minus 1/8 inch per
10 feet
Ends out of square, up to 12
inches in width or depth
1/32 inch per inch of
width or depth
Over 12 inches in width or
depth
1/32 inch plus 1/64 inch
per inch of width or depth
Position of block-outs
Plus or minus 1/2 inch
Position of voids in hollow
cored flat slabs, for both
vertical and horizontal
dimensions
Plus or minus 1/2 inch
Concrete cover over
reinforcement
Plus 1/4, minus 0 inch
Position of tendons for prestressed concrete
Plus or minus 1/8 inch
Position of deflection points
for deflected strand tendons
for prestressed concrete
Plus or minus 6 inches
Position of weld plates
Plus or minus 1 inch
Position of lateral
anchorage points
Plus or minus 1 inch
Position of pickup devices
Plus or minus 6 inches
Forms
**************************************************************************
NOTE: Indicate structural-section dimensions,
cross-sections, and other details as required by the
SECTION 03 41 33
Page 36
structural concrete sections will be fabricated of
normal-weight concrete.
**************************************************************************
Ensure aggregates for normal-weight concrete are fine and coarse conforming
to ASTM C33/C33M and the following:
Where a structural member will be exposed to the weather meet the
requirements of ASTM C33/C33M 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 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 C330 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 conforms to ASTM C150/C150M, Type [_____].
][Blended hydraulic cement conforms to ASTM C595/C595M, 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] conforming to ASTM C618,
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
SECTION 03 41 33
Page 27
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] conforming to
ASTM C989/C989M, Grade [120] with between 25 to 50 percent maximum cement
replacement by weight.
2.2.6
Air-Entraining Admixture
Admixture free of sodium chloride and nitrates and conform to
ASTM C260/C260M.
2.2.7
Water
Water:
2.3
Potable.
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 deformed and conform to ASTM A615/A615M, 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 A153/A153M.
2.3.2
Cold-Drawn Steel Wire
Wire conform to ASTM A82/A82M.
2.3.3
Welded-Wire Fabric
**************************************************************************
SECTION 03 41 33
Page 28
dampened with water and patched with portland cement grout. Where the
concrete surface will be exposed to view, match the patches, when dry, to
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 PRECAST ARCHITECTURAL CONCRETE.
Ensure the location of precast structural concrete
sections having an architectural finish indicated.
**************************************************************************
Provide grout finish on formed surfaces of sections that are to be
exposed-to-view after installation. Ensure final color of the grout, when
dry, is 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
3.1
EXECUTION
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.
setting drawings, templates, instructions, and directions for the
installation of anchorage items.
3.3
Provide
INSTALLATION OF FLEXIBLE BEARING PADS
**************************************************************************
NOTE: Delete paragraph heading and the following
paragraphs when flexible bearing pads are not
required. Ensure bearing pads are indicated.
**************************************************************************
Install pads where indicated, set in correct position, and have a uniform
bearing. Keep in the correct position while placing sections.
SECTION 03 41 33
Page 41
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 C39/C39M, and one flexural strength test
using simple beam with third point loading, ASTM C78/C78M`, on field cured
concrete test specimens, ASTM C31/C31M, 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
indicated
Plus or minus 6.4 millimeter
Deviation from plumb for
columns in any story or 6.1
meter maximum
Not over 6.4 millimeter
In 12.2 meter or more
Not over 12.7 millimeter
Deviation from elevations
indicated for girders, beams,
joists, and slabs in any bay or
6.1 meter maximum
Not over 6.4 millimeter
In 12.2 meter or more
Not over 12.7 millimeter
Difference between adjacent
structural sections in erected
position
Plus or minus 1.6 millimeter
per 3000 millimeter but not
greater than 6.4 millimeter
overall
Deviation in location from
indicated
Plus or minus 1/4 inch
Deviation from plumb for
columns in any story or 20
feet maximum
Not over 1/4 inch
In 40 feet or more
Not over 1/2 inch
Deviation from elevations
indicated for girders, beams,
joists, and slabs in any bay or
20 feet maximum
Not over 1/4 inch
In 40 feet or more
Not over 1/2 inch
SECTION 03 41 33
Page 42
Difference between adjacent
structural sections in erected
position
3.6
Plus or minus 1/16 inch
per 10 feet but not
greater than 1/4 inch
overall
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
is as follows:
Ensure concrete and steel plate bearing surfaces are 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 are 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 are grouted.
Do not remove wedges or shims 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.
SECTION 03 41 33
Page 43
Lap Ends not less than 100 millimeter 4 inches.
provide a smooth tape surface.
3.11
Remove excess bitumen and
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. Ensure cuts are 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. Ensure openings larger than the width
of a slab structural section are framed with
supporting members.
**************************************************************************
Ensure 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 are reinforced by means of hung steel angle
saddle headers. Ensure headers are 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.
**************************************************************************
Ensure after sections have been installed, scarred surfaces on steel
supporting members and weld plates are wire brushed, cleaned, and touchup
painted.
3.13
PROTECTION AND CLEANING
**************************************************************************
NOTE: Ensure where architectural finishes such as
exposed-aggregate finish are specified for
exposed-to-view surfaces, such surfaces are cleaned
as specified in Section 03 45 00 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.
SECTION 03 41 33
Page 46
3.14
3.14.1
INSPECTION AND ACCEPTANCE PROVISIONS
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.
**************************************************************************
Ensure normal-weight concrete delivered to the point of placement having a
slump or total air content outside the values specified is not 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 is not 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
SECTION 03 41 33
Page 47
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).
**************************************************************************
Provide Portland cement conforming to ASTM C150/C150M, Type I.
Provide Blended hydraulic cement conforming to ASTM C595/C595M, Type
[_____].
Provide Aggregate for cement grout conforming to ASTM C404, Size No. 2.
For shrinkage-resistant grouting compound use premixed and packaged ferrous
aggregate conforming to ASTM C1107/C1107M, for expansive grouts.
Water:
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 D312/D312M, Type IV.
Provide joint sealing tape 15.24 cm 6 inches wide, multilayered, asphalt
treated, glass-fiber reinforced, conforming to [ASTM D2103] [ASTM D4397] [
FS UU-B-790, Type I, Grade C, Style 4,] with the following modification:
Dry tensile strength not be less than 6130 newton per meter 35 pounds
per inch width, both directions.
2.8
2.8.1
FABRICATION
Fabrication Tolerances
**************************************************************************
NOTE: Delete the following fabrication tolerances
that are not required by the project.
**************************************************************************
Fabricate sections within the following tolerances:
SECTION 03 41 33
Page 34
Overall dimensions
Plus or minus 3 millimeter
per 3048 millimeter but not
greater than 19.1 millimeter
overall
Cross-sectional dimensions of
up to 150 millimeter
Plus or minus 3 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
parallel to centerline of
section up to 12.2 meter in
length
Not over 9.5 millimeter
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
on the drawings
Plus or minus 3 millimeter
per 3 meter
Ends out of square, up to 305
millimeter in width or depth
0.80 millimeter per 25.4
millimeter of width or depth
Over 300 millimeter in width
or depth
0.80 plus 0.40 millimeter
per 25.4 millimeter of
width or depth
Position of block-outs
Plus or minus 12.7 millimeter
Position of voids in hollow
cored flat slabs, for both
vertical and horizontal
dimensions
Plus or minus 12.7 millimeter
Concrete cover over
reinforcement
Plus 6.4, minus 0 millimeter
Position of tendons for prestressed concrete
Plus or minus 3.2 millimeter
Position of deflection points
for deflected strand tendons
for prestressed concrete
Plus or minus 152 millimeter
Position of weld plates
Plus or minus 25.4 millimeter
Position of lateral
anchorage points
Plus or minus 25.4 millimeter
Position of pickup devices
Plus or minus 152 millimeter
Overall dimensions
Plus or minus 1/8 inch per
SECTION 03 41 33
Page 35
10 feet but not greater
than 3/4 inch overall
2.8.2
Cross-sectional dimensions of
up to 6 inches
Plus or minus 1/8 inch
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
parallel to centerline of
section up to 40 feet in
length
Not over 3/8 inch
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
on the drawings
Plus or minus 1/8 inch per
10 feet
Ends out of square, up to 12
inches in width or depth
1/32 inch per inch of
width or depth
Over 12 inches in width or
depth
1/32 inch plus 1/64 inch
per inch of width or depth
Position of block-outs
Plus or minus 1/2 inch
Position of voids in hollow
cored flat slabs, for both
vertical and horizontal
dimensions
Plus or minus 1/2 inch
Concrete cover over
reinforcement
Plus 1/4, minus 0 inch
Position of tendons for prestressed concrete
Plus or minus 1/8 inch
Position of deflection points
for deflected strand tendons
for prestressed concrete
Plus or minus 6 inches
Position of weld plates
Plus or minus 1 inch
Position of lateral
anchorage points
Plus or minus 1 inch
Position of pickup devices
Plus or minus 6 inches
Forms
**************************************************************************
NOTE: Indicate structural-section dimensions,
cross-sections, and other details as required by the
SECTION 03 41 33
Page 36
**************************************************************************
USACE / NAVFAC / AFCEC / NASA
UFGS-03 41 33 (February 2011)
Change 2 - 05/14
----------------------------Preparing Activity: NASA
Superseding
UFGS-03 41 33 (August 2008)
UNIFIED FACILITIES GUIDE SPECIFICATIONS
References are in agreement with UMRL dated January 2016
**************************************************************************
SECTION TABLE OF CONTENTS
DIVISION 03 - CONCRETE
SECTION 03 41 33
PRECAST STRUCTURAL PRETENSIONED CONCRETE
02/11
PART 1
GENERAL
1.1
REFERENCES
1.2
SUBMITTALS
1.3
QUALIFICATIONS FOR PRECAST-CONCRETE MANUFACTURER
1.4
QUALIFICATIONS FOR INSTALLER
1.5
QUALIFICATIONS FOR WELDING WORK
1.6
PERFORMANCE REQUIREMENTS
1.6.1
Design Methods
1.6.2
Allowable Design Loads and Deflections
1.6.3
UL Fire-Resistance Listing and Label
1.6.4
Electrical Raceway UL Listing and Label
1.7
CONCRETE SAMPLING AND TESTING
1.7.1
Tests for Concrete Materials
1.7.2
Concrete Design Mixes
1.7.3
Quality Control Testing During Fabrication
1.8
DRAWINGS
PART 2
PRODUCTS
2.1
QUALITY OF CONCRETE
2.1.1
Normal-Weight Concrete Properties
2.1.2
Lightweight Structural Concrete Properties
2.2
CONCRETE MATERIALS
2.2.1
Aggregates
2.2.2
Lightweight Aggregates
2.2.3
Portland Cement
2.2.4
Fly Ash
2.2.5
Ground Granulated Blast Furnace (GGBF) Slag
2.2.6
Air-Entraining Admixture
2.2.7
Water
2.3
REINFORCEMENT MATERIALS
2.3.1
Reinforcement Bars
2.3.2
Cold-Drawn Steel Wire
2.3.3
Welded-Wire Fabric
SECTION 03 41 33
Page 1
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 ensure openings
are cast in the unit during fabrication and
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 not to 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 C94/C94M.
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; prevent the entry of
rain, sleet, or snow into the forms or into the fresh concrete.
2.8.11
Concrete Placing
Deposit concrete so that no concrete will be placed on concrete that has
SECTION 03 41 33
Page 38
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.
Ensure each structural section has 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
days 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
Meet protection requirements of ACI/MCP-2 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; not be done until the concrete compressive
SECTION 03 41 33
Page 39
strength, as indicated by test cylinders, is as follows:
TYPE OF REINFORCEMENT
TRANSFER STRENGTH OF CONCRETE
Concentrically stressed
sections
Not less than 20 Megapascal
Eccentrically stressed
sections
Not less than 24.1 Megapascal
Beams or other sections
in which camber must be
minimized
Not less than 27.6 Megapascal
TYPE OF REINFORCEMENT
TRANSFER STRENGTH OF CONCRETE
Concentrically stressed
sections
Not less than 3,000 psi
Eccentrically stressed
sections
Not less than 3,500 psi
Beams or other sections
in which camber is
minimized
Not less than 4,000 psi
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, ensure the detensioning operation is done
following the curing period while the concrete is still warm and moist to
avoid cracking or undesirable stresses in the concrete.
Ensure prior to detensioning operations, forms, ties, inserts, holddowns,
or other devices that would restrict the longitudinal movement of the
sections along the casting bed are removed or loosened to provide free
movement of the structural section. Alternately, perform detensioning so
that longitudinal movement is precluded.
In detensioning operations, ensure prestressing forces are 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. Ensure patches on lower side of sections, near the center or
in areas of variable tensile strength, are bonded by a two-component
epoxy-polysulfide or epoxy-polyamine bonding adhesive. Other areas will be
SECTION 03 41 33
Page 40
dampened with water and patched with portland cement grout. Where the
concrete surface will be exposed to view, match the patches, when dry, to
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 PRECAST ARCHITECTURAL CONCRETE.
Ensure the location of precast structural concrete
sections having an architectural finish indicated.
**************************************************************************
Provide grout finish on formed surfaces of sections that are to be
exposed-to-view after installation. Ensure final color of the grout, when
dry, is 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
3.1
EXECUTION
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.
setting drawings, templates, instructions, and directions for the
installation of anchorage items.
3.3
Provide
INSTALLATION OF FLEXIBLE BEARING PADS
**************************************************************************
NOTE: Delete paragraph heading and the following
paragraphs when flexible bearing pads are not
required. Ensure bearing pads are indicated.
**************************************************************************
Install pads where indicated, set in correct position, and have a uniform
bearing. Keep in the correct position while placing sections.
SECTION 03 41 33
Page 41
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 C39/C39M, and one flexural strength test
using simple beam with third point loading, ASTM C78/C78M`, on field cured
concrete test specimens, ASTM C31/C31M, 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
indicated
Plus or minus 6.4 millimeter
Deviation from plumb for
columns in any story or 6.1
meter maximum
Not over 6.4 millimeter
In 12.2 meter or more
Not over 12.7 millimeter
Deviation from elevations
indicated for girders, beams,
joists, and slabs in any bay or
6.1 meter maximum
Not over 6.4 millimeter
In 12.2 meter or more
Not over 12.7 millimeter
Difference between adjacent
structural sections in erected
position
Plus or minus 1.6 millimeter
per 3000 millimeter but not
greater than 6.4 millimeter
overall
Deviation in location from
indicated
Plus or minus 1/4 inch
Deviation from plumb for
columns in any story or 20
feet maximum
Not over 1/4 inch
In 40 feet or more
Not over 1/2 inch
Deviation from elevations
indicated for girders, beams,
joists, and slabs in any bay or
20 feet maximum
Not over 1/4 inch
In 40 feet or more
Not over 1/2 inch
SECTION 03 41 33
Page 42
Difference between adjacent
structural sections in erected
position
3.6
Plus or minus 1/16 inch
per 10 feet but not
greater than 1/4 inch
overall
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
is as follows:
Ensure concrete and steel plate bearing surfaces are 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 are 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 are grouted.
Do not remove wedges or shims 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.
SECTION 03 41 33
Page 43
**************************************************************************
Ensure supporting sections, including bearing pads or plates, are in place
before placing sections is started. Slab structural sections are 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.
Ensure connection details are indicated.
**************************************************************************
Ensure welding reinforcing steel, metal inserts, and connections in
precast-concrete structural-member construction are in accordance with
AWS D1.4/D1.4M.
Ensure welding structural steel connections are 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.
**************************************************************************
SECTION 03 41 33
Page 44
Ensure cement grout is 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. Ensure installation of epoxy-resin grout or adhesive is 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.
**************************************************************************
Ensure open spaces at abutting ends of electrical raceway hollow-cored
flat-slab structural sections are sealed with pressure-sensitive tape.
Kept free from grout and other foreign materials hollow cores used for
electrical raceways.
3.10
SEALING JOINTS IN ROOF SLABS
**************************************************************************
NOTE: Delete paragraph heading and the following
paragraphs when roof slab structural sections will
not be required. Ensure where fire-resistance-rated
roof slab structural sections are required, the
applicable fire agency's requirements for sealing
joints is 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.
SECTION 03 41 33
Page 45
Lap Ends not less than 100 millimeter 4 inches.
provide a smooth tape surface.
3.11
Remove excess bitumen and
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. Ensure cuts are 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. Ensure openings larger than the width
of a slab structural section are framed with
supporting members.
**************************************************************************
Ensure 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 are reinforced by means of hung steel angle
saddle headers. Ensure headers are 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.
**************************************************************************
Ensure after sections have been installed, scarred surfaces on steel
supporting members and weld plates are wire brushed, cleaned, and touchup
painted.
3.13
PROTECTION AND CLEANING
**************************************************************************
NOTE: Ensure where architectural finishes such as
exposed-aggregate finish are specified for
exposed-to-view surfaces, such surfaces are cleaned
as specified in Section 03 45 00 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.
SECTION 03 41 33
Page 46
3.14
3.14.1
INSPECTION AND ACCEPTANCE PROVISIONS
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.
**************************************************************************
Ensure normal-weight concrete delivered to the point of placement having a
slump or total air content outside the values specified is not 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 is not 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
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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
Ensure 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
is made in accordance with ASTM C42/C42M 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.
Ensure if the results of the core tests are unsatisfactory or if core tests
are impractical to obtain, static load tests are made of a structural
section and will be evaluated in accordance with ACI/MCP-3 and ACI 318,
except that the superimposed test load are as specified for the proof-test
method of strength design.
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Ensure sections that are found inadequate by the core tests or by the
results of static load tests are 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
INSPECTION, and as follows:
**************************************************************************
NOTE: Delete the following paragraphs that are not
applicable to the project. Ensure the location of
welds requiring inspection and the type of
inspection are indicated. The liquid-penetration
inspection of welds is the most economical and
commonly used method.
**************************************************************************
Ensure liquid-penetration inspection of welds conforms to ASTM E165.
Magnetic-particle inspection of welds conforms to ASTM E709.
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
-- End of Section --
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