REINFORCING STEEL AND WELDED WIRE
PART 1 GENERAL
1.1SECTION INCLUDES
A.Reinforcing steel, steel welded wire reinforcement, dowelled anchors,
T-headed bars, mechanical couplers, and grouted splice couplers.
B.Coating for reinforcing steel, steel welded wire reinforcement, and
dowelled anchors.
1.2RELATED SECTIONS Not Used
1.3REFERENCES
A.AASHTO M 31: Deformed and Plain Carbon and Low-Alloy Steel Bars for
Concrete Reinforcement
B.AASHTO M 336: Steel Wire and Welded Wire, Plain and Deformed, for
Concrete Reinforcement
C.AASHTO T 106: Compressive Strength of Hydraulic Cement Mortar
(Using 50-mm or 2-in Cube Specimens)
D.ASTM A 108: Steel Bar, Carbon and Alloy, Cold-Finished
E.ASTM A 493: Stainless Steel Wire and Wire Rods for Cold Heading and
Cold Forging
F.ASTM A 641: Zinc-Coated (Galvanized) Carbon Steel Wire
G.ASTM A 706: Deformed and Plain Low-Alloy Steel Bars for Concrete
Reinforcement
H.ASTM A 767: Zinc-Coated (Galvanized) Steel Bars for Concrete
Reinforcement
I.ASTM A 775: Epoxy-Coated Steel Reinforcing Bars
J.ASTM A 884: Epoxy-Coated Steel Wire and Welded Wire Reinforcement
Reinforcing Steel and Welded Wire
K.ASTM A 934: Epoxy-Coated Prefabricated Steel Reinforcing Bars
L.ASTM A 955: Deformed and Plain Stainless-Steel Bars for Concrete
Reinforcement
M.ASTM A 970: Headed Steel Bars for Concrete Reinforcement
N.ASTM A 1060: Zinc-Coated (Galvanized) Steel Welded Wire
Reinforcement, Plain and Deformed, for Concrete
O.ASTM A 1094: Continuous Hot-Dip Galvanized Steel Bars for Concrete
Reinforcement
P.ASTM D 3963: Fabrication and Jobsite Handling of Epoxy-Coated Steel
Reinforcing Bars
Q.ASTM E 488: Strength of Anchors
R.ASTM E 3121: Field Testing of Anchors in Concrete or Masonry
S.ACI 355.4: Qualification of Post-Installed Adhesive Anchors in Concrete
T.American Welding Society (AWS) Standards
U.Concrete Reinforcing Steel Institute (CRSI) Manual of Standard Practice
1.4DEFINITIONS Not Used
1.5SUBMITTALS
A.Working Drawings
1.Detailed shop drawings for review of the following:
a.Field bending procedure if required.
1) Provide the seal of a Professional Engineer (PE) or Professional Structural Engineer (SE) licensed in the State of Utah.
b.Mechanical butt splice shop drawings when proposed details
differ from the plans and specifications. 1) Show number and location of mechanical butt splices. 2) Provide two samples of mechanical butt splices and test to destruction in the presence of the Engineer.
Reinforcing Steel and Welded Wire
B.Material Submittals
1.Certificate of Compliance from the manufacturer for the following
products.
a.Reinforcing steel
b.Grouted splice couplers
2.Continuous butt welded reinforcing hoops.
a.Manufacturer’s Quality Control (QC) procedures for the hoop
fabrication for review. Include the following as a minimum: 1) The pre-production procedures for the qualification of material and equipment. 2) The methods and frequencies for performing QC procedures during production. 3) The calibration procedures and calibration frequency for all equipment. 4) The welding procedure specification (WPS) for resistance welding. 5) The method for identifying and tracking lots.
b.Two samples of welded splices for verification testing.
3.Grouted Splice Couplers
a.Independent test report for review confirming coupler
compliance for each supplied coupler size with the following: 1) Develop 150 percent of the specified yield strength of the connected bar. 2) Determine by testing the amount of time and grout compressive strength required to provide 100 percent of the specified minimum yield strength of the attached reinforcing bar. Use this value to determine when to release bracing. 3) Use the same grout in the testing that will be used in the construction. 4) Requirements for the grout including required strength gain to develop the specified minimum yield strength of the connected reinforcing bar.
4.Post-installed adhesive anchor information for review
a.Product data indicating product characteristics, storage and
handling requirements and limitations 1) The manufacturer’s product data must document that the adhesive used is compatible with the type and extent of the anchor coating or corrosion resistant material used.
b.Manufacturer’s Printed Installation Instructions (MPII)
c.Current ICC-ES Evaluation Report in the name of the
proposed adhesive anchor system to be used
Reinforcing Steel and Welded Wire
d.Material Safety Data Sheets
e.List of locations where post-installed adhesive anchors will
be installed in an overhead or upwardly inclined orientation
C.Continuous resistance butt welded hoop welder certifications for
information.
1.Include welder test reports for each operator, process, and position
as required by AWS specifications.
2.Include a letter that states the certified welders have been using the
process without an interruption of more than six months since being certified.
D.Grouted splice coupler quality assurance qualifications for information
1.Grouted splice coupler installer qualifications
a.Provide names and state experience or training of personnel
responsible for installation of the grouted splice couplers. 1) Include a certificate or statement of training with the names of the trained individuals signed by the manufacturer’s representative
2.Grouted splice coupler manufacturer’s technical support
representative qualifications. Include at least the following:
a.Company name
b.Name and phone number of the technical support
representative
c.List of projects using the submitted grouted splice coupler
with at least two years of satisfactory performance. List the following for each project: 1) Project name 2) Bridge location (state routes and bridge identifiers) 3) Scope of work 4) Products used
E.Post-installed adhesive anchor installer qualifications for information when
anchors are to be installed in an overhead or upwardly inclined orientation.
1.Provide current certification for qualified adhesive anchor installer
according to the ACI Adhesive Anchor Installer Certification program, or equivalent.
1.6QUALITY ASSURANCE
A.Grouted splice coupler manufacturer’s technical support representative
1.Provide a technical support representative onsite during
preparation and grouting of the grouted splice coupler
Reinforcing Steel and Welded Wire
B.Grouted splice coupler installers
1.Installers must be familiar with installation and grouting of splice
couplers and that have completed at least two successful projects in the last two years.
a.Train new personnel within three months of installation by a
manufacturer’s technical representative as an acceptable substitution for the experience.
PART 2 PRODUCTS
2.1REINFORCING STEEL
A.Deformed or plain carbon steel bars
1.Refer to AASHTO M 31, Grade 60.
B.Deformed or plain low-alloy steel bars
1.Refer to ASTM A 706, Grade 60.
C.Deformed or plain stainless steel bars
1.Refer to ASTM A 955, Type XM-28.
2.2WIRE AND WIRE REINFORCEMENT
A.Refer to AASHTO M 336 for cold drawn steel wire.
B.Refer to AASHTO M 336 for steel welded wire reinforcement.
2.3T-HEADED BARS
A.Use T-headed bars consisting of deformed rebar with steel plates friction
welded to one end of the rebar. Friction welding conforms to the authorized quality control manual and AWS C6.2, Friction Welding of Metals.
1.Headed Bars that meet the requirements of ASTM A 970 may be
substituted.
B.Use deformed rebar according to ASTM A 706, Grade 60.
C.Cut plate heads for T-headed bars from flats of hot-rolled steel according
to ASTM A 108.
Reinforcing Steel and Welded Wire
2.4COATINGS
A.Epoxy Coating
1.Reinforcing steel
a.Refer to ASTM A 775 or ASTM A 934.
2.Wire and wire reinforcement
a.Refer to ASTM A 884.
B.Galvanized Coating
1.Reinforcing steel
a.Refer to ASTM A 767.
2.Wire and wire reinforcement.
a.Coat welded wire after fabrication.
b.Refer to ASTM A 1060.
C.Continuous Hot-Dip Galvanized Coating
1.Reinforcing Steel
a.Refer to ASTM A 1094.
D.Coat bars as described.
1.Maintain epoxy coating thickness between 8 and 12 mils.
2.Maintain galvanized coating thickness according to ASTM A 767.
3.Inspect and repair any damage to the coating when reinforcing
steel is bent after coating is applied.
4.Do not use bent bars with visible cracks or damage in the coating.
E.Coating Repair Materials
1.Meet requirements of ASTM D 3963 for repair of epoxy coatings.
2.Use Inorganic Zinc-Rich Paint with 65 to 69 percent metallic zinc by
weight, or greater than 92 percent metallic zinc by weight in dry film for repair of galvanized coatings.
2.5DOWELLED ANCHORS
A.Post-Installed Adhesive Anchors
1.Use adhesive anchoring system satisfying the assessment criteria
of ACI 355.4.
a.Meet anchor category 1 or 2 as documented in the ICC-ES
evaluation report for the selected anchor system. 1) Anchor category 1 corresponds to a strength reduction factor with no supplemental reinforcement of ϕd = 0.65. 2) Anchor category 2 corresponds to a strength reduction factor with no supplemental reinforcement of ϕd = 0.55. Reinforcing Steel and Welded Wire
2.Use adhesive anchoring system with qualifications for use in
seismic loading and overhead applications.
3.Use galvanized anchors in adhesive anchoring system unless ICC-
ES report explicitly states compatibility with the coating or corrosion resistant materials used for the anchor.
4.Meet the following minimum characteristic bond stresses (for short
term load conditions) at or above the maximum short term temperature shown regardless of anchor diameter:
a.τcr: 475 psi
b.τuncr: 840 psi
c.Provide the minimum characteristic bond stresses for a
maximum short term temperature of at least 160 degrees F, if not shown.
5.Supply the adhesive anchor product as a complete system
including:
a.New adhesive cartridge
b.Clean mixing nozzle
c.Extension tube
d.Dispensing gun
e.Piston plug
f.Manufacturer recommended supplies for cleaning the drilled
hole
B.Use reinforcing steel, bolts, and anchors as shown.
2.6BAR SUPPORTS AND TIE WIRE
A.Provide epoxy coated, galvanized, plastic coated, or plastic bar supports
and tie wire that meet the following requirements when not in contact with stainless steel:
1.Meet the requirements of Table 1.
2.Remove contaminants that affect the adhesion of the coating to the
wire.
3.Use an electrostatic spray method, fluidized bed, or flocking to
apply an epoxy coating.
4.Apply plastic coating by spraying, dipping, or using as a powder.
5.Provide galvanized coating according to ASTM A 641
6.Use patching material according to the manufacturer’s
recommendation to repair damaged coating.
a.Use patching material that is compatible with the coating and
that is inert in concrete.
b.Do not repair hanger marks on the coated bar supports that
result from the coating application process. Hanger marks are not considered damaged coating.
Reinforcing Steel and Welded Wire
7.Use 16 gauge coated tie wire.
a.Do not use galvanized tie wire with epoxy coated reinforcing
steel.
B.Precast concrete block bar supports that conform to the following:
1.Provide minimum 28-day compressive strength of 2,500 psi.
2.Use three inch thick supports with sides ranging from 4 to 6 inch
with a minimum ground contact area of 24 in2.
C.Provide bar supports and tie wires for use with stainless steel bars that
meet the following:
1.Meet the requirements of Table 1.
2.Provide bar supports that are plastic or stainless steel conforming
to the requirements of ASTM A 493, Type 316.
3.Provide tie wires that are plastic or stainless steel conforming to the
requirements of ASTM A 493, Type 316, annealed.
2.7MECHANICAL SPLICE COUPLER
A.Elastic capacity couplers:
1.Use reinforcing steel mechanical splice couplers capable of
developing in tension 125 percent of the specified yield strength of the reinforcing steel bar.
B.Ultimate strength couplers:
1.Use where shown.
2.For Grade 60 reinforcing steel bars
a.Use reinforcing steel mechanical splice couplers capable of
transferring at least 95 ksi in tension between the spliced reinforcing steel bars.
C.Use coated couplers with the same type of coating as the reinforcing steel
being spliced.
D.Use stainless steel splice coupler with stainless steel reinforcement.
2.8GROUTED SPLICE COUPLER
A.Use grouted splice couplers to join precast elements as shown.
1.Provide couplers that use cementitious grout placed inside a steel
casting. Grout is part of the proprietary system and is provided by the coupler manufacturer.
Reinforcing Steel and Welded Wire
B.Use one of the following grouted splice coupler manufacturers according
to the requirements of this Section. Use one of the following providers:
1.NMB Splice Sleeve
Splice Sleeve North America, Inc. 38777 West Six Mile Road, Suite 205 Livonia, MI 48152
2.Sleeve-Lock Grout Sleeve System
Dayton Superior Corporation 1125 Byers Road Miamisburg, OH 45342
3.Lenton Interlok
Pantair USA 34600 Solon Road Solon, OH 44139
C.Use grouted splice couplers that provide 150 percent of the specified yield
strength of the connected bar.
D.Use grout supplied by the manufacturer of the coupler and that matches
the certified test report for the coupler.
E.Use the same coating system as used for the reinforcing steel.
1.Use grouted splice couplers that join the reinforcing steel without
removal of the epoxy coating on the spliced bar when using epoxy coated reinforcing steel.
2.9CONTINUOUS RESISTANCE BUTT WELDED HOOPS
A.Weld only reinforcing steel conforming to ASTM A 706 as shown.
1.Use resistance butt welded splices for continuous hoops.
B.Refer to AWS D1.4: Structural Welding Code - Reinforcing Steel.
C.Change welding procedures to reflect chemical composition of the steel.
1.Welders must have correct mill test report (chemical analysis) from
the heat in which the steel was made.
D.Apply coating after all welding has been completed.
2.10FABRICATION
A.Use Department Prequalified Suppliers for all reinforcing steel products.
B.Bend reinforcement to the shapes as shown. Refer to CRSI Manual of
Standard Practice. Reinforcing Steel and Welded Wire
C.Do not heat the bars during the bending operations.
PART 3 EXECUTION
3.1DELIVERY, STORAGE, AND HANDLING
A.Protect the bars and the coating during handling and storage.
1.Use systems with padded contact areas when handling epoxy
coated bars.
2.Pad all bundling bands for epoxy coated bars.
3.Lift all bundles with strong-back, multiple supports, or a platform
bridge.
4.Do not drop or drag bars.
B.Store bars above the ground surface on wooden or padded supports.
1.Place timbers between bundles when stacking is necessary.
2.Space the supports close enough to prevent sags in the bundles.
C.Cover epoxy coated reinforcing steel with an opaque covering upon
delivery to the project site.
1.Protect epoxy coated reinforcing steel that has been partially
embedded in concrete or placed in formwork.
a.Cover with an opaque covering before 30 days exposure to
sunlight.
2.Place the opaque coverings to provide air circulation and prevent
condensation on the reinforcing steel.
D.Ship, handle, and store stainless reinforcing steel so it does not come in
contact with carbon steel.
1.Cover stainless reinforcing steel with tarps during outdoor storage.
2.Separate bundles of stainless reinforcing steel from other types of
reinforcing steel with wooden spacers.
3.Store stainless reinforcing steel on wooden supports off the ground
or floor.
E.Store post-installed adhesive anchor adhesive in a cool, dry and dark
place before use, according to the MPII.
3.2COATING REPAIR
A.General
1.Follow product manufacturer recommendations for repairs.
2.Clean and dry repair area.
Reinforcing Steel and Welded Wire
3.Protect nearby surfaces from overspray.
4.Allow at least 45 minutes of drying time before encasing repaired
reinforcing bar in concrete.
B.Epoxy Coatings
1.Do not apply repair materials at temperatures below 50 degrees F
except where application instructions explicitly state lower temperatures are allowed.
2.Apply multiple coats when using spray applied coating repair
materials.
a.Allow a few minutes between coats to avoid drips and runs.
C.Limits for Repair
1.Repair minor damage to coatings and cut reinforcing steel bar ends
with specified coating repair materials before placement.
a.Refer to this Section, Article 3.2.
2.Do not use bars with moderate damage to coatings within any one
foot length of the reinforcing steel bar or as determined by the Engineer.
a.Cut ends are not considered damage for this purpose.
3.Replace installed reinforcing steel bars that have significant
damage to coatings within any one foot length of the reinforcing steel bar or as determined by the Engineer.
3.3PLACEMENT
A.Maintain a clean surface keeping all reinforcing steel free from loose mill
scale, loose or thick rust, dirt, paint, oil, or grease.
B.Place and secure reinforcing steel in its designated position.
1.Placing Tolerances
a.Decks or members 10 inches or less in thickness
1) Cover: -⅛ inch, + ¼ inch. 2) Longitudinal spacing for individual bars: ±1 inch.
a.Clear spacing between bars: not less than the
greater of 1½ inches, 1½ bar diameters, and 1½ times the maximum aggregate size. 3) Average spacing for 10 bars: +1/16 inch.
a.Do not use tolerance to decrease number of
bars or increase bar spacing.
b.Members 10 to 20 inches in thickness
1) Cover: ±¼ inch. 2) Longitudinal spacing for individual bars, stirrups, or ties: ±1 inch.
Reinforcing Steel and Welded Wire
a.Clear spacing between bars: not less than the
greater of 1½ inches, 1½ bar diameters, and 1½ times the maximum aggregate size. 3) Average spacing for 10 bars: +1/16 inch.
a.Do not use tolerance to decrease number of
bars or increase bar spacing.
c.Members greater than 20 inches in thickness
1) Cover: -¼ inch, + ½ inch. 2) Spacing for stirrups or ties: ±3 inches.
a.Clear spacing between bars: not less than the
greater of 1½ inches, 1½ bar diameters, and 1½ times the maximum aggregate size. 3) Longitudinal bar spacing ±3 inches.
a.Clear spacing between bars: not less than the
greater of 1½ inches, 1½ bar diameters, and 1½ times the maximum aggregate size. 4) Average spacing for 20 bars: +¼ inch.
a.Do not use tolerance to decrease number of
bars or increase bar spacing.
d.Length of bar laps -1 inch
e.Embedment length -1 inch
C.Tie bars together with ties at intersections except when spacing is less
than 9 inches in each direction, in which case tie at alternate intersections.
1.Tie bundled bars together at not more than 6 ft centers.
D.Maintain the required distance from the forms and between layers of
reinforcing steel with prefabricated chairs, ties, hangers, or other devices.
E.Do not tack weld reinforcing bars in place.
F.Overlap at least one panel of welded wire reinforcement sheets to each
other and fasten at the ends and edges.
G.Support reinforcing steel for concrete “T” beams, pier caps, approach
slabs, and deck slabs on metal chairs or bar supports according to this Section, Article 2.6.
H.Space chairs for supporting the top steel and bolsters for supporting the
bottom steel not more than 4 ft on center of the bar in each direction.
I.Tie deck steel to beams or forms at regular intervals of not more than 5 ft
on center along the beams to prevent steel movement during concrete placement.
Reinforcing Steel and Welded Wire
J.Support reinforcing steel for slabs on grade on metal chairs attached to a
sand plate or use precast concrete block supports according to this Section, Article 2.6.
1.Precast concrete block supports may only be used to support the
bottom mat of bars.
a.Do not use blocks that are cracked or damaged.
K.Place stainless steel reinforcing steel so that it does not come in contact
with carbon steel.
1.Do not tie stainless steel to uncoated or coated carbon steel
reinforcing steel, galvanized attachments, or galvanized conduits.
a.Maintain at least 1 inch clearance between the metals using
nylon or polyethylene spacers when stainless steel reinforcing or dowels must be near coated or uncoated reinforcing, or galvanized metals. 1) Bind using nylon cable ties. 2) Maintain at least 1 inch clearance unless insufficient space exists.
a.Either bar may be sleeved with a 1/8 inch
minimum thick insulator material, such as polyethylene, nylon or rubber tube, extending at least 1 inch in either direction past the point of closest contact between the two dissimilar bars.
b.Sleeves are not allowed for bars that run
parallel to each other.
L.Place transverse reinforcing steel to enclose longitudinal reinforcing steel
in compression members.
M.Do not place concrete until the Engineer has verified the reinforcing steel
placement and fastening.
3.4FIELD CUTTING
A.Saw or shear coated bars that are specified to be cut in the field.
1.Do not flame cut.
B.Repair the coating at the sawed or sheared end using the specified
patching or repair material.
3.5SPLICING
A.Furnish all reinforcing steel in the lengths shown.
Reinforcing Steel and Welded Wire
B.Do not splice bars except where shown.
C.Stagger splices as far as possible.
D.Place and tie lapped splices to maintain the clearance to the surface of the
concrete shown.
E.Do not allow lap splices in vertical column reinforcing bars unless shown.
F.Do not lap splice No. 14 and No. 18 bars.
1.Use mechanical splice couplers.
G.Use mechanical splice couplers when shown.
1.Follow the manufacturer’s published recommendations for
equipment and splicing procedures.
3.6FIELD BENDING
A.Do not field bend reinforcing steel unless shown.
B.Follow the authorized field bending procedures.
C.Use methods that do not damage coatings.
D.Do not heat the bars during the bending operations.
E.Do not bend bars partially embedded in concrete except as shown or pre-
approved by the Engineer.
1.Do not field straighten or re-bend fabricated bent bars.
3.7INSTALLATION OF DOWELLED ANCHORS
A.Install doweled anchors according to the authorized Manufacturer’s Printed
Installation Instructions (MPII), applicable specifications, and as shown.
B.Post-Installed Adhesive Anchors
1.Do not use post-installed adhesive anchors in sustained tension
applications.
2.Installation
a.The qualified anchor installer is responsible to perform all
cleaning and installation operations for post-installed adhesive anchors for overhead or upwardly inclined anchors.
b.Notify the Engineer at least 24 hours before performing the
doweled anchor installations.
Reinforcing Steel and Welded Wire
c.Drilling holes
1) Locate existing reinforcing steel using a non- destructive method before drilling.
a.Notify the Engineer of location conflicts
between existing reinforcing steel and new adhesive anchors 2) Refer to the MPII for drilling equipment and hole preparation prior to anchor placement. 3) Drill hole to the depth as shown. 4) Do not install dowelled anchors until the holes are verified by the Engineer.
d.Installing anchors
1) Refer to the MPII for anchor installation requirements and set times.
e.Limitations
1) Do not install anchors until the concrete has cured at least 21 days or until concrete achieves 100 percent of the specified 28 day minimum compressive strength based on field cured cylinders. 2) Do not install anchors unless concrete temperature is expected to be at least 50 degrees F for the three hours immediately after installation. 3) Do not install anchors if concrete temperature is over 100 degrees F.
3.Proof test post-installed adhesive anchors in the presence of the
Engineer and as directed by the Engineer:
a.Frequency of tests:
1) Test at least 5 percent of post-installed adhesive anchors. 2) For overhead or upwardly inclined post-installed adhesive anchors, test 25 percent of the first 40 anchors installed and 10 percent of anchors installed thereafter unless shown otherwise.
b.Allow anchor adhesives to cure at least 48 hours before
proof testing.
c.Tension test according to ASTM E 488.
1) Test in the confined condition. 2) Tension anchors to the lesser of 80 percent of the anchor yield strength or as shown. 3) Hold tension at the specified load for at least 30 seconds.
a.Measurable displacement of anchor is a failure
condition regardless of final tension. 4) Notify the Engineer if concrete cracking occurs in the vicinity of the anchor after loading.
Reinforcing Steel and Welded Wire
3.8CONNECTIONS USING GROUTED SPLICE COUPLERS
A.Use grouted splice coupler installers according to the submitted grouted
splice coupler installer qualifications.
B Remove and clean all debris from the joints before grout application.
C.Keep bonding surfaces free from laitance, dirt, dust, paint, grease, oil, or
any contaminants other than water.
D.Embed rebar anchor dowels to the minimum coupler embedment required
by the manufacturer.
E.Saturate Surface Dry (SSD) all concrete surfaces in the joint before
connecting the elements.
F.Use shims to verify that the reinforcing extensions are within the
manufacturers recommended tolerance.
G.Maintain a minimum grout and sleeve temperature of 50 degrees F until
the temporary bracing is removed.
H.Mix structural grout and coupler grout just before use according to the
manufacturer's instructions.
I.Follow the manufacturer’s recommendations for coupler installation and
grouting.
J.Monitor the grouting operation to verify that all sleeves have been filled.
K.Protect sleeves from vibration, shock, or other excessive movement until
temporary bracing is removed.
L.Conform to the following when installing couplers above a horizontal joint:
1.Determine the thickness of shims to provide the specified elevation
within tolerance.
2.Follow non-shrink grout manufacturer’s recommendations for
mixing, joint surface preparation, and application.
3.Place non-shrink grout on the interface between the two elements
being joined before setting the element.
a.Crown the thickness of the grout toward the center of the
joint so that the grout can be displaced outward as the element is lowered onto the joint.
Reinforcing Steel and Welded Wire
b.Prevent the grout from entering the coupler above elements
by using grout dams or seals.
4.Set the element in place.
a.Engage all couplers in the joint.
b.Allow the grout to seep out of the joint.
5.Trowel off excess grout to form a neat joint once the element is set,
plumbed, and aligned.
a.Pack grout into any voids around the joint perimeter.
6.Flush out the coupler with clean potable water.
7.Mix the special coupler grout according to the manufacturer’s
recommendations for methods and proportions of mix and water.
8.Make four sets of three 2 inch cube specimens for testing.
a.Cure the specimens according to AASHTO T 106.
b.Test one set of cubes for compressive strength to determine
when to release bracing. Refer to this Section, Article 1.5 paragraph B3a2.
c.Test one set of cubes at 28 days for acceptance.
d.Store extra sets for longer term testing if necessary.
e.Use a Department qualified laboratory to take the samples
and perform the tests.
9.Pump the coupler grout into the coupler that is cast into the
element.
a.Start from the lower port.
b.Pump until the grout is flowing freely from the upper port.
c.Cap the upper port first and then remove the nozzle to cap
the lower port.
10.Cure the joint according to the grout manufacturer’s
recommendations.
M.Conform to the following when installing couplers below a horizontal joint:
1.Determine shim thickness to provide the specified elevation within
tolerance.
2.Before setting the element:
a.Mix the coupler grout paying strict attention to the
manufacturer’s recommendations for methods and proportions of mix and water.
b.Clean debris from the interior using compressed air.
1) Remove any rain water using a vacuum that can remove water from the confined space in the coupler.
c.Place the coupler grout into the coupler by pouring or
pumping.
d.Place grout on the interface between the two elements being
joined. 1) Crown the thickness of the grout toward the center of the joint so that the grout can be displaced outward as the element is lowered onto the joint. Reinforcing Steel and Welded Wire
3.Trowel off excess grout to form a neat joint once the element is set,
plumbed, and aligned.
a.Pack grout into any voids around the joint perimeter.
N.Conform to the following when installing couplers in vertical joints
(horizontal bar/coupler connection):
1.Establish a method to provide the specified elevations, alignment,
and spacing within tolerance.
2.Use washers or seals to prevent mixing the joint grout and the
coupler grout.
3.Apply epoxy adhesive to the interface between the two elements
being joined.
4.Set the element in place.
a.Engage all couplers in the joint.
5.Flush out the couplers with clean potable water once the element is
set, plumbed, and aligned.
6.Mix the coupler grout paying strict attention to the manufacturer’s
recommendations for methods and proportions of mix and water.
7.Pump the coupler grout into the coupler that is cast into the
element.
a.Start from the port closest to the joint.
b.Pump until the grout is flowing freely from the other port.
c.Cap the port farthest from the joint first and then remove the
nozzle to cap the other port.
8.Form the edges of the joint and place grout into the joint.
9.Cure the joint according to the grout manufacturer’s
recommendations.
3.9FIELD QUALITY CONTROL
A.Inspect coated bars for damage to the coating after the bars are in place
and immediately before concrete placement.
Reinforcing Steel and Welded Wire
Table 1 Bar Supports Types and Sizes Minimum Wire Sizes2 and Geometry Symbol Bar Support Type of Standard Nominal Carbon Geometry Illustration Support Sizes Height Steel Top Legs Slab ¾, 1, 1½, All 4 ga. 6 ga. Legs Spaced 5 inches Bolster and 2 inch Corrugated on Center, Vertical SB1 heights in 5 Corrugations Spaced 1 ft and 10 ft inch on Center lengths (See Note 3) Beam 1, 1½, and Up to 1½ 7 ga. 7 ga. Legs Spaced 2½inches Bolster 2 inch; over inch incl. on Center (See Note 3) BB1 2 inch to 5 Over 1½ 7 ga. 7 ga. inch heights inch to 2 in inches incl. increments Over 2 4 ga. 4 ga. of ¼ inch inches to lengths of 3½ inches 5 ft. incl. Over 3½ 4 ga. 4 ga. inch BC Individual ¾, 1, 1½, All ----- 7 ga. (See Note 3) Bar Chair and 1¾ inch heights Joist Chair 4, 5, and 6 All ----- 6 ga. (See Note 3) inch widths JC and ¾, 1, and 1½ inch heights Individual 2 inch to 15 2 inches to ----- 4 ga. Legs at 20 degree or High Chair inch heights 3½ inches less with vertical. When HC in incl. height exceeds 12 or increments Over 3½ ----- 4 ga. inches, legs are HPC* of ¼ inch. inches to 5 reinforced with welded inches incl. crosswires or encircling Over 5 ----- 2 ga. wires * SAND PLATE NEED inches to 9 (See Note 4) NOT BE COATED inches incl. Over 9 ----- 0 ga. inches to 15 inches incl. Continuous Same as 2 inches to 2 ga. 4 ga. Legs at 20 degree or High Chair HC in 5 ft 3½ inches less with vertical. All CHC and 10 ft incl. legs 8¼ inches on lengths Over 3½ 2 ga. 4 ga. center maximum, with inches to 5 leg within 4 inches of inches incl. end of chair, and spread between legs not less Over 5 2 ga. 2 ga. than 50 percent of inches to 9 nominal height. inches incl. (See Note 5) Over 9 2 ga. 0 ga. inches to 15 inches incl.
Notes and Bar Supports Table, see next page.
Reinforcing Steel and Welded Wire
Notes:
1.Provide top wire on continuous supports, not otherwise designated as
corrugated, which may be straight or corrugated at the option of the manufacturer.
2.Provide minimum wire sizes that are American steel and wire gauges.
3.Provide adequate stability against overturning. The leg spread measured
between points of support on the minor axis must be at least 70 percent of the nominal height.
4.Provide adequate stability against overturning. The leg spread measured
between points of support on the minor axis must be at least 55 percent of the nominal height.
5.Provide adequate stability against overturning and adequate load capacity. The
leg spread measured between points of support on the minor axis must not exceed the minimum and maximum percentages of the nominal height as shown.
Table 2 Support Axis Nominal Distance Between Supports as a Height Percent of Nominal Height
(inches)Minimum Maximum
Under 4 70 No Limit 4 70 95 6 65 90 8 60 85 10 55 80 12 50 75 Over 12 50 75
END OF SECTION
Reinforcing Steel and Welded Wire
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Source: Utah Standard Specifications for Road and Bridge Construction, 2026 Edition. Pages 925–944 of 1,331.
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