USACE / NAVFAC / AFCESA / NASA UFGS-03 20 02 (April 2006)
--------------------------
Preparing Activity: USACE (CW) Replacing without change
UFGS-03201 (October 2001)
UNIFIED FACILITIES GUIDE SPECIFICATIONS
References are in agreement with UMRL dated January 2009
SECTION 03 20 02
STEEL BARS AND WELDED WIRE FABRIC FOR CONCRETE REINFORCEMENT FOR CIVIL WORKS
04/06
NOTE: This guide specification covers the requirements for furnishing all equipment,
materials and labor for providing and placing steel bars, steel welded wire
fabric and accessories for concrete reinforcement.
Edit this guide specification for project specific requirements by adding, deleting,
or revising text. For bracketed items, choose applicable items(s) or insert
appropriate information.
Remove information and requirements not required in respective project, whether
or not brackets are present.
Comments and suggestions on this guide specification are welcome and should
be directed to the technical proponent of the specification. A listing of technical
proponents, including their organization designation and telephone number, is
on the Internet.
Recommended changes to a UFGS should be submitted as a Criteria Change Request
(CCR).
PART 1 GENERAL
1.1 REFERENCES
NOTE: This paragraph is used to list the publications cited in the text of
the guide specification. The publications are referred to in the text by basic
designation only and listed in this paragraph by organization, designation,
date, and title.
Use the Reference Wizard's Check Reference feature when you add a RID outside
of the Section's Reference Article to automatically place the reference in the
Reference Article. Also use the Reference Wizard's Check Reference feature
to update the issue dates.
References not used in the text will automatically be deleted from this section
of the project specification when you choose to reconcile references in the
publish print process.
The publications listed below form a part of this specification to the extent referenced. The publications are
referred to within the text by the basic designation only.
[ACI INTERNATIONAL (ACI)ACI 318(2008; Errata 2008) Building Code Requirements for Structural Concrete and CommentaryACI 318M(2008) Metric Building Code Requirements for Structural Concrete and CommentaryACI SP-66(2004) ACI Detailing Manual][AMERICAN WELDING SOCIETY (AWS)AWS D1.4/D1.4M(2005; Errata 2005) Structural Welding Code - Reinforcing Steel][ASTM INTERNATIONAL (ASTM)ASTM A 184/A 184M(2006) Standard Specification for Fabricated Deformed Steel Bar Mats for Concrete ReinforcementASTM A 185/A 185M(2007) Standard Specification for Steel Welded Wire Reinforcement, Plain, for ConcreteASTM A 370(2008b) Standard Test Methods and Definitions for Mechanical Testing of Steel ProductsASTM A 497/A 497M(2007) Standard Specification for Steel Welded Wire Reinforcement, Deformed, for ConcreteASTM A 615/A 615M(2008b) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete ReinforcementASTM A 706/A 706M(2008a) Standard Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete ReinforcementASTM A 767/A 767M(2005) Standard Specification for Zinc-Coated (Galvanized) Steel Bars for Concrete ReinforcementASTM A 775/A 775M(2007b) Standard Specification for Epoxy-Coated Steel Reinforcing BarsASTM A 996/A 996M(2006a) Standard Specification for Rail-Steel and Axle-Steel Deformed Bars or Concrete ReinforcementASTM E 94(2004) Radiographic Examination]1.2 UNIT PRICES
NOTE: If Section 01 22 00.00 10 MEASUREMENT AND PAYMENT is included in the
project specifications, this paragraph title (UNIT PRICES) should be deleted
from this section and the remaining appropriately edited subparagraphs below
should be inserted into Section 01 22 00.00 10.
1.2.1 Deformed Steel Bars for Concrete Reinforcement
1.2.1.1 Payment
Payment will be made for costs associated with furnishing and placing deformed steel bars for concrete reinforcement.
Payment for steel in laps will be made as indicated or required. No payment will be made for additional steel
in laps wherein the additional steel lap was made for the convenience of the Contractor.
1.2.1.2 Measurement
Deformed Steel Bars for Concrete Reinforcement will be measured for payment based upon the quantity of kilograms
pounds in place. The measured lengths will be converted to weights for the size of bars listed by the use of
the nominal weights per linear meter foot specified in ASTM A 615/A 615M.
1.2.1.3 Unit of Measure
Unit of measure: per kilogram pound.
1.2.2 Fabricated Deformed Steel Bar Mats for Concrete Reinforcement
1.2.2.1 Payment
Payment will be made for costs associated with furnishing and placing fabricated deformed steel bar mats for
concrete reinforcement. Payment for steel in laps will be made as indicated or required. No payment will be
made for additional steel in laps wherein the additional steel lap was made for the convenience of the Contractor.
1.2.2.2 Measurement
Fabricated Deformed Steel Bar Mats for Concrete Reinforcement will be measured for payment based upon the quantity
of kilograms pounds in place. The weights shall be determined by weighing or by manufacturer's or catalog weights
when weighing is not practicable.
1.2.2.3 Unit of Measure
Unit of measure: per kilogram pound.
1.2.3 Butt-Splices in Deformed Steel Bars for Concrete Reinforcement
1.2.3.1 Payment
Payment will be made for costs associated with making butt-splices in deformed steel bars for concrete reinforcement.
No separate payment will be made for test splices, tension testing, or radiographic examination of butt-splices
since these costs are included in the contract unit price for Butt-Splices in Deformed Steel Bars for Concrete
Reinforcement.
1.2.3.2 Measurement
Butt-Splices in Deformed Steel Bars for Concrete Reinforcement will be measured for payment based upon each butt-splice
in place.
1.2.3.3 Unit of Measure
Unit of measure: each.
1.2.4 Steel Welded Wire Fabric for Concrete Reinforcement
1.2.4.1 Payment
Payment will be made for costs associated with furnishing and placing steel welded wire fabric for concrete reinforcement.
Payment for steel in laps will be made as indicated or required. No payment will be made for additional steel
in laps wherein the additional steel lap was made for the convenience of the Contractor.
1.2.4.2 Measurement
Steel Welded Wire Fabric for Concrete Reinforcement will be measured for payment based upon the quantity of kilograms
pounds in place. The weights shall be determined by weighing or by manufacturer's or catalog weights when weighing
is not practicable.
1.2.4.3 Unit of Measure
Unit of measure: per kilogram pound.
1.2.5 Resplicing Bars
1.2.5.1 Payment
Payment will be made for costs associated with resplicing bars selected for supplemental examinations and tests
for those splices found to be acceptable. No payment will be made for costs associated with resplicing bars
selected for supplemental examinations and tests for those splices found to be defective. No payment will be
made for costs associated with the supplemental examinations and tests performed by the Government.
1.2.5.2 Measurement
Resplicing Bars, selected for examinations and tests and found to be acceptable, will be measured for payment
based upon 150 percent of the applicable contract unit price for pay item Butt-Splices in Deformed Steel Bars
for Concrete Reinforcement. Resplicing Bars, selected for examinations and tests and found to be defective,
will not be measured for payment.
1.2.5.3 Unit of Measure
Unit of measure: each.
1.2.6 Accessories
No payment will be made for costs associated with furnishing and placing accessories incidental to and included
in the payment for other items of work.
1.3 SUBMITTALS
NOTE: Review submittal description (SD) definitions in Section 01 33 00 SUBMITTAL
PROCEDURES and edit the following list to reflect only the submittals required
for the project. Submittals should be kept to the minimum required for adequate
quality control.
A “G” following a submittal item indicates that the submittal requires Government
approval. Some submittals are already marked with a “G”. Only delete an existing
“G” if the submittal item is not complex and can be reviewed through the Contractor’s
Quality Control system. Only add a “G” if the submittal is sufficiently important
or complex in context of the project.
For submittals requiring Government approval on Army projects, a code of up
to three characters within the submittal tags may be used following the "G"
designation to indicate the approving authority. Codes for Army projects using
the Resident Management System (RMS) are: "AE" for Architect-Engineer; "DO"
for District Office (Engineering Division or other organization in the District
Office); "AO" for Area Office; "RO" for Resident Office; and "PO" for Project
Office. Codes following the "G" typically are not used for Navy, Air Force,
and NASA projects.
Choose the first bracketed item for Navy, Air Force and NASA projects, or choose
the second bracketed item for Army projects.
Government approval is required for submittals with a "G" designation; submittals not having a "G" designation
are for [Contractor Quality Control approval.][information only. When used, a designation following the "G"
designation identifies the office that will review the submittal for the Government.] The following shall be
submitted in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:
SD-02 Shop Drawings
Fabrication and Placement[; G][; G, [_____]]
The Contractor shall submit shop drawings which include: reinforcement steel placement drawings;
reinforcement steel schedules showing quantity, size, shape, dimensions, weight per meter foot
, total weights and bending details; and details of bar supports showing types, sizes, spacing
and sequence.
SD-03 Product Data
Butt-Splices[; G][; G, [_____]]
The Contractor shall submit the proposed procedure for butt-splicing steel bars prior to making
the test butt-splices for qualification of the procedure. Properties and analyses of steel
bars and splicing materials shall be included in the submitted procedure. Physical properties
of splicing sleeves shall include length, inside and outside diameters, and inside surface details.
Materials[; G][; G, [_____]]
A system of identification which shows the disposition of specific lots of approved materials
in the work shall be established and submitted before completion of the contract.
SD-04 Samples
[Epoxy-Coated Bars
Sample of coating material and 700 g 1.5 pounds of patching material shall be submitted with
the delivery of the bars.]
SD-06 Test Reports
Material[; G][; G, [_____]]
Tests, Inspections, and Verifications[; G][; G, [_____]]
Certified tests reports of reinforcement steel showing that the steel complies with the applicable
specifications shall be furnished for each steel shipment and identified with specific lots
prior to placement. Three copies of the heat analyses shall be provided for each lot of steel
furnished and the Contractor shall certify that the steel conforms to the heat analyses.
SD-07 Certificates
[Epoxy-Coated Steel Bars
Written certification for coating material and coated bars shall be submitted with the delivery
of the bars.]
Qualification of Steel Bar Butt-Splicers
Certificates on the Qualifications of Steel Bar Butt-Splicers shall be submitted prior to
commencing butt-splicing.
PART 2 PRODUCTS
2.1 MATERIALS
Materials shall conform to the following requirements.
2.1.1 Steel Bars
NOTE 1: The grade of steel bars used in the design must be indicated. ASTM
A 615/A 615M, Grade 300(40) bars are manufactured only in sizes 10 through 20
(3 through 6). ASTM A 996/A 996M, Grade 350 (50) bars are furnished only in
sizes 10 through 35 (3 through 11). Bar sizes 10 through 35 (3 through 11)
shall be Grade 300, 350, 400 (40, 50, or 60). Bar sizes 45 and 55 (14 and 18)
shall be Grade 400 (60). Due to the frequent unavailability of Grade 300 (40)
bars, designers may choose to not use Grade 300 (40) bars. However, if Grade
300 (40) bars are used, include the sentence below enclosed with brackets in
these specifications.
NOTE 2: Zinc-coated or epoxy-coated bars shall be used in bridge decks and
other applications where bars would be subjected to corrosive action.
Steel bars shall comply with the requirements of [ASTM A 615/A 615M] [ASTM A 996/A 996M including Supplementary
Requirements], or [ASTM A 706/A 706M], deformed, of the grades, sizes and lengths shown. [If the Grade 300 40
bars shown are unavailable the Contractor may substitute Grade 350 50 or Grade 400 60 bars of the same size
and spacing as indicated for Grade 300 40 bars when authorized.]
2.1.1.1 [Zinc-Coated (Galvanized) Bars
Zinc-coated (galvanized) bars shall comply with the requirements of ASTM A 767/A 767M, Class [_____] coating,
galvanized after fabrication.]
2.1.1.2 [Epoxy-Coated Bars
Epoxy-coated steel bars shall comply with the requirements of ASTM A 775/A 775M, including written certifications
for coating material and coated bars, sample of coating material, and 700 g 0.5 pounds of patching material.]
2.1.1.3 Fabricated Bar Mats
Fabricated bar mats shall comply with the requirements of ASTM A 184/A 184M, clipped or welded mats, bar sizes
and spacings as shown.
2.1.2 Steel Welded Wire Fabric
Steel welded wire fabric shall comply with the requirements of [ASTM A 185/A 185M], [ASTM A 497/A 497M] wire
sizes and spacings as shown. For wire with a specified yield strength (fy) exceeding 400 MPa 60,000 psi, fy
shall be the stress corresponding to a strain of 0.35 percent.
2.1.3 Accessories
2.1.3.1 Bar Supports
Bar supports shall comply with the requirements of ACI SP-66. Supports for bars in concrete with formed surfaces
exposed to view or to be painted shall be plastic-coated wire, stainless steel or precast concrete supports.
Precast concrete supports shall be wedged-shaped, not larger than 90 by 90 mm 3-1/2 by 3-1/2 inches, of thickness
equal to that indicated for concrete cover and have an embedded hooked tie-wire for anchorage. Bar supports
used in precast concrete with formed surfaces exposed to view shall be the same quality, texture and color as
the finish surfaces.
2.1.3.2 Wire Ties
Wire ties shall be 16 gage or heavier black annealed wire. Ties for epoxy-coated bars shall be vinyl-coated
or epoxy-coated. Ties for zinc-coated bars shall be zinc-coated.
2.2 TESTS, INSPECTIONS, AND VERIFICATIONS
The Contractor shall have material tests required by applicable standards and specified performed by an approved
laboratory and certified to demonstrate that the materials are in conformance with the specifications. Tests,
inspections, and verifications shall be performed and certified at the Contractor's expense.
2.2.1 Reinforcement Steel Tests
Mechanical testing of steel shall be in accordance with ASTM A 370 except as otherwise specified or required
by the material specifications. Tension tests shall be performed on full cross-section specimens using a gage
length that spans the extremities of specimens with welds or sleeves included. Chemical analyses of steel heats
shall show the percentages of carbon, phosphorous, manganese, sulphur and silicon present in the steel.
2.2.2 Qualification of Steel Bar Butt-Splicers
Qualification of steel bar butt-splicers shall be certified to have satisfactorily completed a course of instruction
in the proposed method of butt-splicing or have satisfactorily performed such work within the preceding year.
2.2.3 Qualification of Butt-Splicing Procedure
As a condition of approval of the butt-splicing procedure, the Contractor, in the presence of the Contracting
Officer, shall make three test butt-splices of steel bars of each size to be spliced using the proposed butt-splicing
method. These test butt-splices and unspliced bars of the same size shall be tension tested to destruction with
stress-strain curves plotted for each test. Test results must show that the butt-splices meet the specified
strength and deformation requirements in order for the splicing procedure to be approved.
2.2.4 Radiographic Examination of Welds
Radiographic examination of welds shall be in accordance with ASTM E 94 and shall be performed and evaluated
by an approved testing agency adequately equipped to perform such services. Radiographs of welds and evaluations
of the radiographs submitted for approval shall become the property of the Government.
PART 3 EXECUTION
3.1 FABRICATION AND PLACEMENT
NOTE: Details of reinforcement which are not in accordance with ACI SP-66 or
ACI 318M and ACI 318 must be indicated.
Reinforcement steel and accessories shall be fabricated and placed as specified and shown and approved shop drawings.
Fabrication and placement details of steel and accessories not specified or shown shall be in accordance with
ACI SP-66 and ACI 318M ACI 318 or as directed. Steel shall be fabricated to shapes and dimensions shown, placed
where indicated within specified tolerances and adequately supported during concrete placement. At the time
of concrete placement all steel shall be free from loose, flaky rust, scale (except tight mill scale), mud, oil,
grease or any other coating that might reduce the bond with the concrete.
3.1.1 Hooks and Bends
Steel bars, except for zinc-coated or epoxy-coated, shall be mill or field-bent. Zinc-Coated and epoxy-coated
bars shall be mill-bent prior to coating. All steel shall be bent cold unless authorized. No steel bars shall
be bent after being partially embedded in concrete unless indicated or authorized.
3.1.2 Welding
Welding of steel bars will be permitted only where indicated or authorized. Welding shall be performed in accordance
with AWS D1.4/D1.4M except where otherwise specified or indicated.
3.1.3 Placing Tolerances
3.1.3.1 Spacing
The spacing between adjacent bars and the distance between layers of bars may not vary from the indicated position
by more than one bar diameter nor more than 25 mm 1 inch.
3.1.3.2 Concrete Cover
The minimum concrete cover of main reinforcement steel bars shall be as shown. The allowable variation for minimum
cover shall be as follows:
MINIMUM COVER VARIATION
150 mm plus 13 mm
100 mm plus 10 mm
75 mm plus 10 mm
50 mm plus 6 mm
38 mm plus 6 mm
25 mm plus 3 mm
19 mm plus 3 mm
MINIMUM COVER VARIATION
6 inch plus 1/2 inch
4 inch plus 3/8 inch
3 inch plus 3/8 inch
2 inch plus 1/4 inch
1-1/2 inch plus 1/4 inch
1 inch plus 1/8 inch
3/4 inch plus 1/8 inch
3.1.4 Splicing
Splices in steel bars shall be made only as required. Bars may be spliced at alternate or additional locations
at no additional cost to the Government subject to approval.
3.1.4.1 Lap Splices
Lap splices shall be used only for bars smaller than size 45 14 and welded wire fabric. Lapped bars may be placed
in contact and securely tied or spaced transversely apart to permit the embedment of the entire surface of each
bar in concrete. Lapped bars shall not be spaced farther apart than 1/5 the required length of lap or 150 mm
6 inches.
3.1.4.2 Butt-Splices
Butt-splices shall be used only for splicing size 45 and 55 14 and 18 bars and for splicing #11 bars to larger
bars except where otherwise shown or authorized. Butt-splices shall be made by a method which develops splices
suitable for tension, compression and stress reversal applications. Welded butt-splices shall be full penetration
butt welds. Butt-splices shall develop 90 percent of the specified minimum ultimate tensile strength of the
smallest bar of each splice. Bars shall be cleaned of all oil, grease, dirt, rust, scale and other foreign substances
and shall be flame dried before splicing. Adequate jigs and clamps or other devices shall be provided to support,
align and hold the longitudinal centerline of the bars to be butt-spliced in a straight line. Butt-splices
shall be as follows:
a. Thermit Welded Butt Splices - Bars to be thermit welded shall be restricted to steel shown by heat
analysis to have a sulfur content not exceeding 0.05 percent. The ends of bars to be thermit welded
shall be cut square and smooth. Flame cutting will be permitted provided grinding is employed to remove
the resulting scale and to square and smooth the cut ends to a condition equivalent to a saw cut. No
shearing will be permitted. Bars shall be cleaned and flame dried before splicing. The joint shall
be properly aligned in the mold with a gap opening in accordance with the manufacturer's recommendations.
Charging and firing shall conform to the manufacturer's recommendations. The end of bars and the welded
mold shall be preheated before welding to a temperature of not less than 40 degrees C 100 degrees F and
the mold shall be left in place for at least 15 minutes after ignition. Risers shall be broken or burned
off after removing the mold. Tension splices shall be staggered longitudinally a minimum of 1500 mm
5 feet so that no more than half of the bars are spliced at any one section or as otherwise indicated.
b. Mechanical Butt-Splices - Mechanical butt-splices shall be an approved exothermic, threaded coupling,
swaged sleeve or other positive connecting type. Bars to be spliced by a mechanical butt-splicing process
may be sawed, sheared or flame cut provided the ends of sheared bars are reshaped after shearing and
all slag is removed from the ends of flame cut bars by chipping and wire brushing prior to splicing.
Surfaces to be enclosed within a splice sleeve or coupling shall be cleaned by wire brushing or other
approved method prior to splicing. Splices shall be made using manufacturer's standard jigs, clamps,
ignition devices and other required accessories. In addition to the strength requirements specified
paragraph BUTT-SPLICES the additional deformation of number 45 14 and smaller bars due to slippage or
other movement within the splice sleeve shall not exceed 0.38 mm (unit strain 0.0015 mm/mm) 0.015 inches
(unit strain 0.0015 inches/inch) beyond the elongation of an unspliced bar based upon a 250 mm 10 inch
gage length spanning the extremities of the sleeve at a stress of 200 MPa 30,000 psi. The additional
deformation of number 55 18 bars shall not exceed 0.75 mm (unit strain 0.003 mm/mm) 0.03 inches (unit
strain 0.003 inches/inch) beyond the elongation of an unspliced bar based upon a 250 mm 10 inch gage
length spanning the extremities of the sleeve at a stress of 200 MPa 30,000 psi. The amount of the additional
deformation shall be determined from the stress-strain curves of the unspliced and spliced bars tested
as required paragraph QUALIFICATION OF BUTT-SPLICING PROCEDURE for qualification of the butt-splicing
procedure. Tension splices of number 45 14 or smaller bar shall be staggered longitudinally a minimum
of 1500 mm 5 feet or as otherwise indicated so that no more than half of the bars are spliced at any
one section. Tension splices of number 55 18 bars shall be staggered longitudinally a minimum of 1500
mm 5 feet so that no more than 1/3 of the bars are spliced at any one section.
3.2 FIELD TESTS AND INSPECTIONS
3.2.1 Butt-Splices
3.2.1.1 Identification of Splices
The Contractor shall establish and maintain an approved method of identification of all field splices which will
indicate the splicer and the number assigned each splice made by the splicer.
3.2.1.2 Examining, Testing, and Correcting
NOTE: If the total number of butt-splices exceed 5,000, the number of tension
tests may be decrease to one test specimen for every 50 splices in excess of
the first 5,000 splices provided that no splices are rejected in the last 500
splices made and the splicing operation will not be interrupted for more than
3 months.
The Contractor shall perform the following during the butt-splicing operations as specified and as directed:
a. Visual Examination - All welded splices shall be visually examined for the presence of cracks, undercuts,
inadequate size and other visible defects. Respliced connections resulting from correction of visual
defects may be radiographically examined at the option of the Contracting Officer as specified in paragraph
SUPPLEMENTAL EXAMINATION. Exothermic mechanical butt-splices shall be visually examined to determine
if the filler metal is clearly visible at the tap holes and completely fills the sleeves at both ends
except for spaces of not more than 10 mm 3/8 inch occupied by packing.
b. Tension Tests - Tensions tests to 90 percent of the minimum specified ultimate tensile strength of
the spliced bars or to destruction shall be performed on one test specimen made in the field for every
25 splices made. Test specimens shall be made by the splicers engaged in the work, using the approved
splicing procedure and the same size bars placed in the same relative position, and under the same conditions
as those in the groups represented by the specimens. Stress-strain curves shall be furnished for each
butt-splice tested.
c. Radiographic Examination - Not less than one of each 25 welded splices selected at random by the
Contracting Officer shall be examined radiographically and evaluated for defects. The greatest dimension
of any porosity (gas pocket or similar void) or fusion-type defect (slag inclusion, incomplete fusion
or similar generally elongated defect in weld fusion) shall not exceed 6 mm 1/4 inch. The minimum clearance
between edges of porosity or fusion-type defects shall not be less than 25 mm 1 inch.
d. Correction of Deficiencies - No splice shall be embedded in concrete until satisfactory results of
visual examination and the required tests or examinations have been obtained. All splices having visible
defects or represented by test specimens which do not satisfy the tests or examinations shall be removed.
If any of the tension test specimens fail to meet the strength requirements or deformation limitations
two production splices from the same lot represented by the test specimens which failed shall be cut
out and tension tested by the Contractor. If both of the retests pass the strength requirements and
deformation limitations all of the splices in the lot will be accepted. If one or both of the retests
fail to meet the strength requirements or deformation limitations all of the splices in the lot will
be rejected. All costs of removal, testing and resplicing of the additional production splices shall
be borne by the Contractor. The bars of rejected splices shall be cut off outside the splice zone of
weld metal, filler metal contact, coupling or sleeve. The cut ends shall be finished as specified and
the joints shall be respliced and reinspected at no additional cost.
e. Supplemental Examination - The Contracting Officer may require additional or supplemental radiographic
examination and/or tension test of any completed splice. For costs of such examinations and tests see
paragraph UNIT PRICES.