University of Houston Master Specification

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SECTION 03 2000 – CONCRETE REINFORCING

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PART 1 - GENERAL

1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary
Conditions and other Division 01 Specification Sections apply to work of this section.

B. The Contractor's attention is specifically directed, but not limited, to the following
documents for additional requirements:

1. The current version of the Uniform General Conditions for Construction

Contracts, State of Texas, available on the web site of the Texas Facilities
Commission.
2. The University of Houston’s Supplemental General Conditions and Special
Conditions for Construction.

1.2 DESCRIPTION OF WORK

A. The work of this section includes labor, materials, hardware, equipment, transportation
and services required to fabricate and place all reinforcement for cast-in-place concrete
including bars, welded wire fabric, ties and supports shown on the drawings and as
specified. Prestressing reinforcement is specified in Division 03 Post-Tensioned
Concrete and/or Precast Concrete sections of the specifications.

1.3 QUALITY CONTROL

A. The Contractor is responsible for management of quality control on the Project,

including verification of the compliance of the workmanship and materials furnished by
his subcontractors and suppliers.

B. Codes and Standards: Comply with all provisions of the following codes, specifications
and standards except where more stringent requirements are shown or specified:

1. ACI 301 - "Specifications for Structural Concrete for Buildings".

2. ACI 117 - 'Specifications for Tolerances for Concrete Construction and

Materials."

3. Concrete Reinforcing Steel Institute (CRSI), "Manual of Standard Practice".

4. ANSI/AWS D1.4 “Structural Welding Code – Reinforcing Steel”

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1.4 ACTION SUBMITTALS

A. Shop Drawings: Submit shop drawings for all reinforcing steel and related accessories
for the Engineer's approval complying with the ACI 315 “Guide to Presenting Reinforcing
Steel Design Details”. Shop drawings shall show arrangement and layout, bending and
assembly diagrams, bar schedules, stirrup spacing, splicing of bars, laps of bars, and
layout/configuration of all necessary miscellaneous support bars in accordance with
CRSI Standards.

B. Mill Certificates: Submit, for record, mill certificates, and tensile and bend test results
signed by Contractor and Producer, for all reinforcement.

C. Product Data: Submit manufacturer’s product data with application and installation
instructions for proprietary materials and items, including mechanical splices, hooked
anchorage systems, large-headed stud punching shear reinforcement, dowel bar
substitute systems, and dowel bar sleeves.

D. International Code Council (ICC) Evaluation Service Reports: Submit evaluation service
reports of approval from ICC Evaluation Service, Inc. for mechanical splice, hooked
anchorage systems, large-headed stud punching shear reinforcement and dowel bar
substitute systems.

A. LEED Action Submittals (Projects authorized for LEED certification only)

1. Building Product Disclosure and Optimization - Sourcing of Raw Materials:

a. Leadership Extraction Practices

(1) Extended Producer Responsibility (EPR): Submit documentation
indicating that manufacturers have a take back or recycling program
for the product purchased.
(2) Recycled Content: For products having recycled content, indicate
percentages by weight of post-consumer and pre-consumer recycled
content.
(a) Include statement indicating costs for each product having
recycled content.
b. Sourcing of Raw Materials: For products that are required to comply with
requirements for regional materials, indicating location of material
manufacturer and point of extraction, harvest, or recovery for each raw
material.
(1) Include statement indicating distance to Project, cost for each
regional material and the fraction by weight that is considered
regional.
(2) Product Certificates: For materials manufactured within 100 miles of
Project, indicating location of material manufacturer and point of

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extraction, harvest, or recovery for each raw material. Include

distance to Project and cost for each raw material.
2. Indoor Environmental Quality, Low Emitting Materials: Building Products must
be tested and compliant with the California Department of Public-Health (CDPH)
Standard Method V1.1-2010, using the applicable exposure scenario.

c. For paints, and coatings, wet applied, include printed statement of VOC
content, showing compliance with the applicable VOC limits of the
California Air Resources Board (CARB) 2007, Suggested Control Measure
for Architectural Coatings or the South Coast Air Quality Management
District (SCAQMD) Rule 113-2011.
d. Adhesives and Sealants: For wet applied on site products, submit
printed statement showing compliance with the applicable chemical
content requirements of SCAQMD Rule 1168, effective July 1, 2005 and
rule amendment date of January 7, 2005.
(1) Product Data: For installation adhesives, indicating VOC
content.
e. Alternative tests for VOC include ASTM D 2369-10, ISO 11890,
ASTM D 6886-03; or ISO 11890-2.
f. Methylene Chloride and perchloroethylene may not be added to paints,
coating, adhesive or sealants.
g. Provide General Emissions Evaluation certificates for adhesives, sealants
showing compliance with California Department of Public Health v1.1
emissions testing or equivalent.
2. Laboratory Test Reports: For installation adhesives indicating compliance with
requirements for low-emitting materials.

1.5 INFORMATIONAL SUBMITTALS

A. LEED Informational Submittals:

1. Building Product Disclosure and Optimization - Sourcing of Raw Materials:

a. Raw Material Sources and Extraction Reporting: Submit Raw materials

supplier corporate Sustainability Reports (CSRs); documenting
responsible extraction; including extraction locations, long term
ecologically responsible land use, commitment to reducing
environmental harms from extraction and manufacturing processes,
and a commitment to meeting applicable standards or programs that
address responsible sourcing criteria.

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(1) Submit manufacturers' self-declared reports.

(2) Submit third party verified corporate sustainability reports (CSR)
using one of the following frameworks:
(a) Global Reporting Initiative (GRI) Sustainability Report
(b) Organization for Economic Co-operation and
Development (OECD) Guidelines for Multinational
Enterprises
(c) UN Global Compact
(d) ISO 26000
(e) USGBC approved program.
2. Building Product Disclosure and Optimization - Material Ingredients

a. Material Ingredient Optimization: Submit manufacturer's Environmental

Product Declaration (EPD) or at least one of the following:
(1) GreenScreen V1.2 Benchmark: Third party report prepared by a
licensed GreenScreen List Translator, or a full GreenScreen
Assessment.
(2) Cradle to Cradle: Manufacturer's published literature for the
product bearing the Cradle to Cradle logo.
(3) International Alternative Compliance Path - REACH Optimization
(4) Declare: Manufacturer's completed Product Declaration Form
(5) Other programs approved by USGBC
b. Product Manufacturer Supply Chain Optimization: Submit
documentation from manufacturers for products that go beyond
material ingredient optimization as follows:
(1) Are sourced from product manufacturers who engage in
validated and robust safety, health, hazard, and risk programs
which at a minimum document at least 99 percent (by weight)
of the ingredients used to make the building product or building
material, and
(2) Are sourced from product manufacturers with independent
third party verification of their supply chain that at a minimum
verifies:
(a) Processes are in place to communicate and
transparently prioritize chemical ingredients along the
supply chain according to available hazard, exposure
and use information to identify those that require more
detailed evaluation
(b) Processes are in place to identify, document, and
communicate information on health, safety and
environmental characteristics of chemical ingredients

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(c) Processes are in place to implement measures to

manage the health, safety and environmental hazard
and risk of chemical ingredients
(d) Processes are in place to optimize health, safety and
environmental impacts when designing and improving
chemical ingredients
(e) Processes are in place to communicate, receive and
evaluate chemical ingredient safety and stewardship
information along the supply chain
(f) Safety and stewardship information about the chemical
ingredients is publicly available from all points along the
supply chain.
1.6 PREINSTALLATION CONFERENCE

A. The Reinforcing-Placing subcontractor shall attend the Pre-Concrete Conference

conducted by the Concrete Contractor as described in Division 03 Section “Cast-in-Place
Concrete”.

1.7 TESTING AND INSPECTION

A. In advance of fabrication and shipment to the project, the fabricator shall have
performed all tests and inspections of reinforcing steel as specified herein.

B. Any testing laboratory retained to run tests required by this specification shall meet the
basic requirements of ASTM E 329.

PART 2 - PRODUCTS

2.1 MATERIALS

A. Reinforcement:

1. Reinforcing materials shall be delivered from the mill in bundles that are
identified as to heat number and manufacturer and accompanied with mill and
analysis test reports and an affidavit from the fabricator/supplier stating that
the material conforms to the requirements of the governing ASTM specification
listed herein.

2. Deformed bar material that is not identifiable according to the criteria listed
above shall be tested for tensile strength and bend tests according to ASTM A
615 on a sample of 2 bars for each ten tons or fraction thereof of unidentified
material for each bar size. The bars shall be a minimum of 24 inches long. Bend
tests are not required for #14 and # 18 bars. Fabricator/supplier shall submit
the results of such tests for record.

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3. Reinforcing Bars: Reinforcing bars shall conform to ASTM A 615, Grade 75 as

noted on the drawings.

4. Reinforcing Bars: Reinforcing bars shall conform to ASTM A 615 Grade 60 as

noted on the drawings.

5. Special Requirements for Grade 60 Reinforcing Bars: ASTM A 615 Grade 60

Reinforcing bars used as longitudinal reinforcing in locations as noted on the
drawings shall additionally comply with the following requirements.

a. The actual yield strength based on mill tests shall not exceed the
nominal yield strength fy by more than 18,000 psi.
b. The ratio of the actual tensile strength to the actual yield strength is not
less than 1.25.
6. Reinforcing Bars: Reinforcing bars used as longitudinal reinforcing in locations
as noted on the drawings shall conform to ASTM A 706.

7. Reinforcing Steel: Reinforcing steel used as transverse reinforcing or as spiral

reinforcing as noted on the drawings shall conform to ASTM A 1035.

8. Weldable Reinforcing Bars: All reinforcing bars noted on the drawings as being
required to be welded shall conform to ASTM A 706.

9. Galvanized Reinforcing Steel: Provide galvanized reinforcing bars at the

locations indicated on the drawings. Galvanized reinforcing bars shall conform
to ASTM A 767 Class II (2.0 oz. zinc PSF), hot dipped galvanized after fabrication
and bending. Bars that are to be galvanized shall conform to the type of steel
required for the given situation as noted on the drawings.

10. Epoxy-Coated Reinforcing Steel: Provide epoxy coated reinforcing bars at the
locations indicated on the drawings. Epoxy coated reinforcing bars shall
conform to ASTM A 775. Bars that are to be epoxy coated shall conform to the
type of steel required for the given situation as noted on the drawings.

11. Epoxy-Coated Fabricated Reinforcing Steel: Provide reinforcing bars that are
epoxy-coated after fabrication at the locations indicated on the drawings.
Reinforcing bars that are epoxy-coated after fabrication shall conform to ASTM
A 934. Bars that are to be epoxy-coated shall conform to the type of steel
required for the given situation as noted on the drawings.

12. Use Reinforcing steel made from 90% recycled material, 2/3 of which shall be
post-consumer material. A minimum of 50% of the material in the
reinforcement must have been extracted, harvested, or recovered as well as
manufactured, within 500 miles of the project site.

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13. Plain Steel Welded Wire Reinforcement: ASTM A 185 with a yield strength of
65,000 PSI. Provide in flat sheets only.

14. Deformed-Steel Welded Wire Reinforcement: ASTM A 497 with a yield strength
of 70,000 PSI. Provide in flat sheets only.

15. Galvanized Plain-Steel Welded Wire Reinforcement: ASTM A 185, fabricated

from galvanized steel wire into flat sheets.

16. Epoxy Coated Plain-Steel Welded Wire Reinforcement: ASTM A 884, Class A,
plain steel.

17. Epoxy Coated Deformed-Steel Welded Wire Reinforcement: ASTM A 884, Class
A, deformed steel.

18. Strands: Uncoated seven wire, one half inch diameter, stress relieved 270 ksi
strand low relaxation type, ASTM A 416 "Specification for Uncoated Seven Wire
Stress Relieved Strand for Prestressed Concrete" and "Specification for
Unbonded Single Strand Tendons” as published by the Post-Tensioning Institute.

19. Prestressing Bars: All prestressing bars shall be deformed thread-bars

conforming to ASTM A 722 "Specification for Uncoated High Strength Steel Bar
for Prestressing Concrete", with a minimum ultimate tensile strength of 150 KSI
and other properties as specified on page 11-21 of the PCI Design Handbook,
fifth edition. Thread-bars, plate anchorages and couplings shall be furnished by
Dywidag Systems International or Williams unless approved otherwise in writing
by the Engineer.

20. Wire: Smooth wire for spiral reinforcement shall conform to ASTM A 82 with a
minimum yield strength of 70,000 PSI.

21. Epoxy-Coated Plain-Steel Wire: ASTM A 884,Class A, plain-steel wire.

22. Joint Dowel Bars: Smooth bars used to dowel across slab-on-grade construction
joints shall conform to ASTM A 615, Grade 40 or ASTM A 36, plain-steel bars.
Cut bars true to length with ends square and free of burrs

23. Epoxy-Coated Joint Dowel Bars: Smooth epoxy-coated bars used to dowel
across slab-on-grade construction joints shall conform to ASTM A 775 with
ASTM A 615, Grade 40 or ASTM A 36 plain-steel bars. Cut bars true to length
with ends square and free of burrs.

24. Dowel Bar Sleeves: Plastic or gage metal (26 ga. min.) sleeves with an inside
diameter of 1/16 inch greater than the dowel bar that it encases, that have the

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strength, durability, and design to provide free movement of the dowel relative
to the concrete slab and that are specifically manufactured for this purpose.

25. Alternate Slab-on-Grade Joint Load Transfer Systems: A system that consists of
flat, ASTM A 36 plate that is saw cut into a square or rectangular shape and is
embedded into or encased by a plastic sleeve that allows movement in both
lateral directions but not in the vertical direction. Acceptable systems are
manufactured by PNA Construction Technologies with products known by the
names “Diamond Dowel System” and “PD3 Basket” and Greenstreak Group Inc.
with products known as “Speed Plate’ and “Double-Tapered Basket”.

26. Tie Wire: Tie wire shall be annealed steel tie wire, minimum 16 gauge.

a. Tie wire in architecturally exposed concrete shall be plastic coated or

stainless steel.
b. Tie wire for epoxy-coated reinforcement shall be epoxy-coated.
c. Tie wire for galvanized reinforcement shall be galvanized.

27. Headed Steel Stud Punching Shear Reinforcement: Punching shear

reinforcement using headed studs welded to flat bars shall be manufactured in
conformance with ASTM A1044 and approved by the ICC Evaluation Service, Inc.
as expressed in an ICC Evaluation Report for use as punching shear
reinforcement for slabs and footings designed in accordance with ACI 421.1.
The following are acceptable products:

“Decon Studrails”, Decon

“Dayton Shear Resistance System (DSR) D-140”, Dayton Superior Corporation
“Suncoast Stud Reinforcement System”, Suncoast Post-Tension, Ltd.

28. Supports for Reinforcement: Provide supports for reinforcement including

bolsters, chairs, spacers and other devices for spacing, supporting and fastening
reinforcing bars and welded wire fabric in place. Use wire bar type supports
complying with CRSI recommendations.

a. Slabs-on-Grade: Use precast concrete bar supports (dobies) or supports

with sand plates or horizontal runners designed for use on ground.
b. Spread Footing Bottom Reinforcement: Use precast concrete bar
supports (dobies) or chairs designed for soil-supported slabs.
c. Mat Foundation: Use precast concrete bar supports (dobies), chairs
designed for soil-supported slabs, or poured-in-place concrete curbs.
d. Exposed to View Concrete: Provide supports with legs which are plastic
protected stainless steel protected (CRSI, Class 2).

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e. Support of Epoxy-Coated Reinforcement: Provide epoxy-coated or other

dielectric-polymer-coated wire bar supports to support epoxy-coated
reinforcement.
f. Support of Galvanized Reinforcement: When NOT exposed to view,
provide galvanized wire bar supports to support galvanized
reinforcement. In all exposed to view conditions provide supports with
legs which are plastic protected stainless steel protected (CRSI, Class 2).

B. Coating Repair Materials: Repair damaged areas of epoxy-coated or galvanized

reinforcement using the following products.

1. Epoxy Repair Coating: Liquid, two-part, epoxy repair coating compatible with
epoxy coating on reinforcement and complying with ASTM A 775.

2. Zinc Repair Material: ASTM A 780, zinc-based solder, paint containing zinc dust,
or sprayed zinc shall be used to repair damaged areas of galvanized
reinforcement.

2.2 SPLICES

A. End Bearing Compression Splices: Members with end bearing compression splices shall
have vertical bars saw cut or otherwise finished for true bearing. Bar ends shall
terminate in flat surfaces within 1 1/2 degrees of a right angle to the axis of the bars and
shall be fitted within 3 degrees of full bearing after assembly. Splice bars shall be held in
concentric contact by a suitable device. The following are acceptable end bearing
compression devices:

"Speed Sleeve", Erico Products, Inc.

"G-Loc", BarSplice Products, Inc.
or other Engineer-approved product.

B. Mechanical Tension Splices:

1. Mechanical splices shall conform to Type 1 and Type 2 splices.

a. Type 1 splice shall develop 1.25 times the specified yield strength of the
splice bar.
b. Type 2 splice shall meet the requirements of Type 1 splice and, in
addition, develop the full tensile strength of the splice bar.
2. Splices shall be approved by the ICC-Evaluation Service, Inc and shall have the
Evaluation Report submitted for Engineer review.

3. The bar ends that are to attach to the splice shall be prepared and installed in
accordance with the manufacturer’s requirements.

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4. The following are acceptable mechanical tension splices (splices qualified for use
with grade 75 bars are parenthetically noted):

“BarLock, S-Series”, Dayton Superior.

“US/MC-SAE Mechanical Coupler”, Dayton/Richmond, Inc.
“DB Grout Sleeve”, Dayton/Richmond
“ZAP Screwlok”, BarSplice Products, Inc. (qualified for use with grade 75 bars)
“BPI Grip XL System”, Barsplice Products, Inc.
“Taper Threaded Grip Twist System”, Barsplice Products, Inc.
"Lenton Coupler", Erico Products, Inc. (for grade 75 bars, use only “Standard Coupler”)
"NMB Splice Sleeve", Splice Sleeve North America” (qualified for grade 75 #7 bars and
higher)
“BarLock, L-Series”, Dayton Superior
“Taperlok Couplers”, Dayton Superior
“Lenton Interlok”, Erico Products, Inc.
“Griptec”, Dextra Manufacturing Co.
or other Engineer-approved product.

C. Dowel Bar Replacement: All grade 60 reinforcing steel dowel bars shown on the
drawings crossing concrete construction joint surfaces with inserts cast flush against the
form and having reinforcing bars connected to the insert in a subsequent concrete pour
shall conform to the following:

1. Splice connection to the insert shall develop the 1.25 times the specified yield
strength and the full tensile strength of the spliced bar.

2. Splices shall be approved by the ICC Evaluation Service, Inc. as expressed in an

ICC Evaluation Service Report which shall be submitted for review.

3. The following are acceptable products (for use only with grade 60 bars):

"Lenton Form Saver", , Erico Products, Inc.

"DB-SAE Dowel Bar Splicer", Dayton/Richmond, Inc.
or other Engineer-approved product.

D. Hooked Anchorage Replacement: Reinforcing bar terminations shall be manufactured

out of ASTM A 576 material and shall develop the full tensile strength of the bar when
installed at the manufacturer’s recommended depth.

1. The anchorage shall be approved by the ICC Evaluation Service Inc. as expressed
in an ICC Evaluation Service Report which shall be submitted for review.

2. The following are acceptable products (for use only with grade 60 bars):

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“Lenton Terminator”, Erico Products, Inc.

or other Engineer-approved product.

PART 3 - EXECUTION

3.1 FABRICATION AND DELIVERY

A. Bending and Forming: Fabricate bars of indicated sizes and accurately form to shapes
and lengths indicated and required, by methods not injurious to materials. Do not heat
reinforcement for bending. Bars shall be free from injurious defects, have a workman-
like finish with no excessive rust and/or pitting and have no unusual kinks or bends.

B. Marking and Shipping: Bundle reinforcement and tag in accordance with Section 7.4.5 of
the CRSI “Manual of Standard Practice”. Transport and store at site so as not to damage
material. Keep sufficient supply of tested, approved and proper reinforcement at the
site to avoid delays. Maintain reinforcing bars free of mud, dirt, grease, or other
coating.

C. Repair of Epoxy-Coated Reinforcing: Repair cut and damaged epoxy coatings on

fabricated reinforcing before delivery with epoxy repair coating according to ASTM D
3963

3.2 PLACING REINFORCEMENT

A. Comply with CRSI recommended practice for "Placing Reinforcing Bars", for details and
methods of reinforcement placement and supports and as herein specified.

B. Before placing reinforcement and again before concrete is placed, clean reinforcement
of loose rust and mill scale, earth, ice and other materials which reduce or destroy bond
with concrete.

C. Accurately position, support and secure reinforcement against displacement by

formwork, construction, or concrete placement operations. Locate and support
reinforcing by chairs, runners, bolsters, spacers and hangers, as required. Exercise
particular care to maintain proper distance and clearance between parallel bars and
between bars and forms. Provide spreaders and spacers to hold steel in position.
Support steel at proper height upon approved chairs.

D. Place reinforcement to obtain at least minimum coverages for concrete protection.

Arrange, space, and securely tie bars and bar supports to hold reinforcement in position
during concrete placement operations. Set tie wires so ends are directed into concrete,
not toward exposed concrete surfaces.

E. Support of Spread Footing Reinforcing Steel

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1. Bottom Steel: Support bottom reinforcing mat to provide the specified

clearance to the bars. Spacing between supports shall not exceed 4'-0" centers
each way.

2. Top Steel: Support top reinforcing on steel angle frames braced in both
directions or on special standee support bars. Spacing between supports shall
not exceed 4'-0" centers each way. The depth of the supports shall provide the
specified clearance from the bars to the top of the concrete. The design of the
support steel shall be the responsibility of the Contractor in accordance with
Concrete Reinforcing Steel Institute (CRSI), “Manual of Standard Practice”.

F. Support of Mat Foundation Reinforcing Steel

1. Bottom Steel: Support bottom reinforcing mat to provide the specified

clearance to the bars. Spacing between supports shall not exceed 4'-0" centers
each way.

2. Top Steel: Support top reinforcing on steel angle frames braced in both
directions or on special standee support bars. Spacing between supports shall
not exceed 4'-0" centers each way. The depth of the supports shall provide the
specified clearance from the bars to the top of the concrete. The design of the
support steel shall be the responsibility of the Contractor in accordance with
Concrete Reinforcing Steel Institute (CRSI), “Manual of Standard Practice”.

G. Install welded wire reinforcement in as long lengths as practicable. Lap adjoining pieces
at least one full mesh plus two inches and lace splices with wire. Offset end laps in
adjacent widths to prevent continuous laps in either direction.

H. Coordinate with other trades and expedite materials and labor to avoid omissions and
delay.

I. Install waterproof membrane or vapor barrier as specified prior to placing steel for
concrete slabs-on-grade.

J. Extend reinforcement continuous through construction joints unless otherwise shown

on the drawings.

K. Slab-on-Grade Joint Dowel Bars: Support slab-on-grade joint dowel bars independently
of support for slab reinforcement on soil supported slab bolsters or specially
manufactured cradles such that dowel bar remains parallel to slab surface and at right
angles to joint during concreting operations. Lightly coat the exposed end of the dowel
with a paraffin-base lubricant, asphalt emulsion, form oil, or grease or use a dowel bar
sleeve.

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L. Alternate Slab-on-Grade Joint Load Transfer Systems: Install the alternate load transfer
system in accordance with the manufacturer’s instructions such that the largest plane of
the flat plate is parallel to the plane of the subgrade on which the slab is bearing.

M. Provide and place additional reinforcing steel at all sleeves and openings in beams, slabs
and walls as specified on the drawings. Where sleeves or openings not shown on the
drawings interrupt the reinforcement, consult with Engineer for instructions for placing
and splicing of bars. Provide required additional reinforcing steel at no additional cost
to the Owner.

N. Epoxy-Coated Reinforcement: Use epoxy-coated steel tie wires to fasten epoxy-coated

reinforcement. Repair cut and damaged epoxy coatings with epoxy repair coating
according to ASTM D 3963.

O. Galvanized Reinforcement: Use galvanized steel tie wires to fasten galvanized

reinforcement. Repair cut and damaged zinc coatings with zinc repair material.

3.3 SPLICING REINFORCING STEEL

A. Provide splice as indicated on the drawings. Splice reinforcing bars only at locations
shown on the structural drawings and approved shop drawings. Unauthorized or
unscheduled splices not approved by the Engineer in writing will not be accepted.

B. All lap splices in reinforcing steel shall be contact lap splices unless detailed otherwise
on the drawings.

C. Maintain proper cover between reinforcing bars at splices.

D. Lap unscheduled reinforcing bars not otherwise specified a minimum of 30 bar

diameters at splices. Lap welded wire fabric a minimum of one full wire mesh plus two
inches.

E. Reinforcing Steel Placement in Mat Foundations

1. Size, length, spacing, and location of all mat reinforcing steel is shown on the
mat plans and details. See details on the drawings for required stagger pattern
of top and bottom bar splices and for sequence of placing mat reinforcing steel
layers.

2. The number of splices shall be minimized by using bar runs of 60'-0" as much as
possible. Unless noted otherwise, continuous top reinforcing bars shall be
spliced along column centerlines. Continuous bottom reinforcing bars shall be
spliced mid-way between columns.

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3. Provide Class B tension lap splices for all bars #11 and smaller. Stagger splices
as shown in the typical details.

4. Avoid splices of #14 and #18 bars where possible. Where required, a mechanical
tension splice as specified shall be provided. No more that 50% of such bars
shall be spliced in any 5'-0" width of mat cross-section. Spliced bars shall be
staggered with un-spliced bars.

F. Manufacturer of mechanical tension splice shall be present for first day's installation.

3.4 WELDING REINFORCING STEEL

A. Welding reinforcing steel is permitted only where specifically shown on the drawings.
All welding shall conform to AWS D1.4. Only weldable reinforcing steel conforming to
ASTM A 706 or deformed bar anchors conforming to ASTM A 496 shall be permitted.
ASTM A 615 bars may not be welded for structural use.

B. Tack welding of reinforcement shall only be allowed for preassembled mats and cages.

3.5 SHRINKAGE AND TEMPERATURE REINFORCEMENT

A. Provide shrinkage and temperature reinforcement as indicated on the drawings at right

angles to main top and bottom bars for all structural slabs unless detailed otherwise on
the drawings.

3.6 PLACEMENT OF WELDED WIRE REINFORCEMENT

A. Wherever welded wire reinforcement is specified as reinforcement in pan-formed

beams or slabs, it shall be continuous and properly lapped one full wire spacing plus 2"
across the entire concrete surface and not interrupted by beam or girders.

3.7 REINFORCEMENT IN JOIST DISTRIBUTION RIBS

A. Provide reinforcement in ribs, minimum one - #5 continuous top and bottom unless
indicated otherwise on the drawings.

3.8 REINFORCEMENT IN COMPOSITE METAL DECK SLAB

A. Composite metal deck slabs shall be reinforced as indicated on the drawings.

B. Extra Reinforcement Over Girders: Provide additional reinforcing steel over interior
girders as shown on the drawings.

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C. Placement of Slab Reinforcement: Provide bolsters, high chairs, and/or additional

reinforcing as shown in details on the drawings to support the reinforcing with the clear
cover shown on the drawings.

3.9 FIBER-REINFORCED CONCRETE IN TOPPING SLABS, SIDEWALKS, AND DRIVEWAYS

1. Provide fibers of the type and at the dosage rate shown on the drawings.

2. The fiber-reinforced concrete shall be produced in accordance with ASTM C

1116 and have a residual strength of 80 psi when tested in accordance with
ASTM C 1399.

3.10 REINFORCEMENT AROUND OPENINGS IN COMPOSITE METAL DECK SLABS

A. For all openings in metal deck not framed with structural steel and greater than 10" in
width in either direction, provide additional reinforcing steel as shown in details on the
drawings.

3.11 REINFORCEMENT IN PAN-FORMED BEAM SLABS

B. Reinforcement: Provide reinforcing in pan-formed beam slabs as shown on the

drawings.

C. Placement of Slab Reinforcement: Provide required bar supports and additional

reinforcing as shown in details on the drawings to support slab reinforcing with the clear
cover shown on the drawings.

3.12 REINFORCEMENT IN GRADE BEAMS

A. Provide reinforcing in grade beams as shown on the drawings.

B. Bar Support for Grade Beam Cages: Grade beam bottom steel shall be supported at 5'-
0" maximum centers using beam bolsters that provide 3" bottom cover to the
reinforcing steel. Beam bolsters used shall be designed and manufactured for support
on soil.

3.13 REINFORCEMENT IN TOPPING SLABS

A. In addition to fiber reinforcing, provide welded smooth wire reinforcement minimum 6 x

6 W1.4 x W1.4 in all topping slabs unless specified otherwise on the drawings.

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3.14 REINFORCEMENT IN HOUSEKEEPING PADS

A. In addition to fiber reinforcing, provide welded smooth wire reinforcement 6 x 6 W2.9 x

W2.9 minimum in all housekeeping pads supporting mechanical equipment unless
detailed otherwise on the drawings.

3.15 REINFORCEMENT IN SIDEWALKS

A. In addition to fiber reinforcing, provide welded smooth wire reinforcement minimum 6 x

6 W1.4 x W1.4 in all sidewalks unless detailed otherwise in the Contract Documents.

3.16 MECHANICAL AND PLUMBING REQUIREMENTS

A. Refer to Mechanical and Plumbing Drawings for concrete requiring reinforcing steel.
Such reinforcement shall be furnished as part of the work of this section.

3.17 QUALITY ASSURANCE TESTING AND INSPECTION DURING CONSTRUCTION

A. See Testing Laboratory Services section of these Specifications for reinforcing inspection
and testing requirements.

END OF SECTION 03 2000

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