Reinforcing Bars: Anchorages and Splices
6th Edition
Concrete Reinforcing
Steel Institute
2017
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
Reinforcing Bars: Anchorages and Splices
6th Edition, 2017
Prepared under the Direction of the CRSI Engineering Practice Committee by the
Committee on Reinforcement Anchorages and Splices
P RE FACE
Design and arrangement of anchorages and splices involves a
unique combination of art and science in any complete reinforced concrete structural design. Properly designed splices are
a key component in any well executed design. End anchorage
for bars in principal framing members terminating at edges
of a structure often must be accomplished in joints where
space is limited and fit is complicated by crossing bars in other
planes. Practical considerations of cost, construction time, and
feasibility under normal construction conditions are of equal
importance in meeting Code requirements. The purpose of this
publication is to present the Architect/Engineer with a variety
of design options from the most widely accepted practices in
anchoring and splicing reinforcement.
The Institute believes that adherence to the recommendations
contained in this publication will assure performance in accordance with the design requirements of the Architect/Engineer
and result in substantial economies for all concerned.
The requirements of ACI 318 affecting anchorages and splices
have been referenced in this publication. Development and lap
splice tables for reinforcing bars and welded wire reinforcement, conforming to the AASHTO LRFD Bridge Design Specifications, have also been included.
The recommendations and examples in this publication concerning the selection and use of reinforcing materials, anchorages, methods of splicing, and mechanical splices are merely
illustrative. In any design project, the judgment of an experienced Architect/Engineer should be used as to the best way of
achieving specific design requirements.
Proprietary mechanical splices are shown for information purposes only. CRSI does not perform inspection or certification
of quality nor in any way guarantee performance of proprietary
mechanical splices nor recommend one manufacturer’s splice
over another’s. Mechanical splices illustrated or described in
this publication are listed for general informational purposes
only and are intended only to depict commercially available
mechanical splices presently known to CRSI. Performance data
are available only from the manufacturers. The Architect/Engineer should determine whether particular mechanical splices
possess the special properties required for the intended purposes and, if necessary, are acceptable to local code or building
authorities.
The requirements for splicing and anchorage of reinforcing
bars in “Code for Concrete Reactor Vessels and Containments
(BPVC-III-2)” and in “Code Requirements for Nuclear SafetyRelated Concrete Structures and Commentary (ACI 349)” are
not covered in this publication.
Concrete Reinforcing Steel Institute
i
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Ryan Keaten (HarMac Rebar & Steel Corporation)
Imran Khan (Meadow Burke Products)
Antonio S. Limbardo (Engineered Devices Corporation)
Richard Lutz (Pentair)
Jeremy Maldonado (Headed Reinforcement Corp.)
Sandeep P. Mathur (BDS Vircon)
Donald F. Meinheit (Wiss, Janney, Elstner Associates, Inc.)
Mark D. Newman (Commercial Metals Company)
Conrad Paulson (Wiss, Janney, Elstner Associates, Inc.)
Adam Raines (Commercial Metals Company)
Gregory Rohm (Harris Rebar)
Ryan Rostetter (Dayton Superior Corporation)
Steven Smith (Pentair)
Dale Thomas (Commercial Metals Company)
Michael Ugalde (Pentair)
Anthony L. Felder, Editor (Concrete Reinforcing Steel Institute)
Craig Guy, Chairman (Pentair)
Robert W. Hall, Vice-Chairman (Gerdau)
Mark Agee (Whitacre Engineering Company)
Larry G. Alcorn (Barsplice Products, Inc.)
Tony Buck (Commercial Metals Company)
Larry Campbell (Commercial Metals Company)
Wesley Carlson (Barsplice Products, Inc.)
Louis J. Colarusso (Pentair)
Annis Drozd (Re-Steel Supply Co., Inc.)
Peter Fosnough (Harris Rebar)
John Galli (Dextra America, Inc.)
Scott Graham (Wiss, Janney, Elstner Associates, Inc.)
Scott D. Griffin (Barsplice Products, Inc.)
Glenn Gross (South Coast Steel Service, Inc.)
Lisa B. Grush (Commercial Metals Company)
Dennis L. Hunter (Gerdau)
Reinforcing Bars: Anchorages and Splices
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Publicaton Code:
10-SPLICES-2017
ISBN: 978-1-943961-40-5
Copyright ©2017
By Concrete Reinforcing Steel Institute
First Edition Printed 2017
All rights reserved. This guide or any part thereof may not be reproduced in any form without
the written permission of the Concrete Reinforcing Steel Institue.
Printed in the U.S.A
This publication is intended for the use of professionals competent to evaluate the significance and limitations of its contents and
who will accept responsibility for the application of the material it contains. The Concrete Reinforcing Steel Institute reports
the foregoing material as a matter of information and, therefore, disclaims any and all responsibility for application of the stated
principles or for the accuracy of the sources other than material developed by the Institute.
ii
Concrete Reinforcing Steel Institute
Reinforcing Bars: Anchorages and Splices
Contents
i
Preface
1-1
1.1 General
1-1
1.2 Anchorages and Splices of Reinforcing Bars
1-1
1.3 Anchorages and Splices of Welded
Wire Reinforcement
1-1
CHAPTER 2
Design Requirements
2-1
5-1
5.1 L
ap Splices of Bars #11 or Smaller for
Compression Only
5-1
5.2 M
echanically-Spliced Dowels; Various Methods
Applicable to All Sizes of Column Bars
5-1
5.3 Non-Staggered Dowel Splices
5-2
5.4 Headed Reinforcing Bars
5-2
CHAPTER 6
Sample Detailed Column Schedules
6-1
2.1 General
2-1
2.2 Tension Lap Splices
2-1
6.1 End-Bearing Mechanical Splices
6-1
2.3 Compression Lap Splices
2-1
6-2
2.4 Application of ACI Code Design Requirements
2-1
6.2 Tension-Compression Mechanical Splices or
Butt-Welded Splices
2.5 CRSI Recommendations to Architects/
Engineers for Splices of Reinforcing Bars
2-2
CHAPTER 3
Methods of Splicing
3.1 Lap Splices
3-1
3-1
3.1.2 Lap-Splice Connector Systems
3-1
3.1.3 Bundled Bar Splices
3-1
3.1.4 Joints under Earthquake Loading
3-3
3.1.5 Development and Lap Splice Length Tables
3-3
3-3
3.2.1 Tension-Compression Mechanical Splices
3-3
3.2.2 Compression-Only Mechanical Splices
3-3
3.2.3 Dowel Bar Mechanical Splices
3-4
3.2.4 Testing Mechanical Splices
3-4
3.2.5 Terminology
3-4
3.2.6 Design Types 1 and 2 Mechanical Splices
3-5
3.2.7 Minimum Test Loads for Mechanical Splices
3-5
3.2.8 Coated Reinforcing Bars
3-7
3.3 Welded Splices
3-7
3.3.1 Welding Processes and Materials
3-7
3.4 Additional Information
CHAPTER 4
Designing and Specifying Splices
7-1
CHAPTER 8
Using the Development and
Lap Splice Length Tables
8-1
8.1 Introduction
8-1
8.2 Grades of Reinforcing Steel
8-1
8.3 Coatings of Reinforcing Steel
8-1
8.4 Location of Reinforcing Steel
8-1
8.5 H
ow to Determine When It is Appropriate to
Use A1 vs A3 Tables
8-3
8.6 Quick Reference Tables
8-3
8.7 R
eading the Tables to Find Development/
Lap Splice Values
8-4
CHAPTER 9
References
9-1
3-7
4-1
4.1 Responsibility
4-1
4.2 Considerations in Selection of Splice Method
4-1
Concrete Reinforcing Steel Institute
7.1 General
7-1
3-1
3.1.1 General
3.2 Mechanical Splices
CHAPTER 7
Field Assembly of Splices
and Erection of Reinforcing Bars
iii
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CHAPTER 1
Introduction
CHAPTER 5
Applications of End Anchorages
and Splices
Reinforcing Bars: Anchorages and Splices
Contents
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APPENDIX A
Development and Lap Splice Tables
A-1
Table A1 – Tension Development & Lap Splice
Lengths for Bars
(ACI 318, Section 25.4.2.2)
A-1
Table A2 – Tension Development & Lap Splice
Lengths for Bars (AASHTO)
A-6
C-1
C.1 Tension Development Length— ACI 25.4.2.2
C-1
C.2 Tension Development Length—ACI 25.4.2.3
C-1
C.3 Tension Development Length—AASHTO
C-1
C.4 Compression Development Length—ACI 318,
AASHTO
C-2
C.5 Tension Development Length of Standard
Hooks—ACI 318, AASHTO
C-2
C.6 Tension Development of Headed Bars—ACI 318
C-2
C.7 Tension Lap Splice Length—ACI 318
C-2
C.8 Tension Lap Splice Length—AASHTO
C-2
C.9 Compression Lap Splice Length—ACI 318,
AASHTO
C-2
Table A3 – Tension Development & Lap Splice
Lengths for Bars in Walls and Slabs
(ACI 318, Section 25.4.2.3)
A-14
Table A4 – Tension Development Lengths for Bars
in Seismic Joints (ACI 318)
A-22
Table A5 – Compression Development & Lap Splice
Lengths for Bars (ACI 318, AASHTO)
A-24
Table A6 – Tension Development & Lap Splice
Lengths for Bars, as Bar Diameter
Multiples (ACI 318, Section 25.4.2.2)
A-25
Table A7 – Tension Development Lengths for
Standard Hooks (ACI 318, AASHTO)
A-27
C.10 Tension Development Length for Bars in
Seismic Joints—ACI 318
C-3
Table A8 – Tension Development Lengths for
Headed Bars (ACI 318)
A-28
C.11 Tension Development Length for Standard
Hooks in Seismic Joints—ACI 318
C-3
Table A9 – Tension Development Lengths for
Standard Hooks in Seismic Joints
(ACI 318)
A-29
C.12 Tension Development Length of Plain
Welded Wire Reinforcement—ACI 318
C-3
A-30
C.13 Tension Development Length of Deformed
Welded Wire Reinforcement—ACI 318
C-3
Table A10 – Tension Development & Lap Splice
Lengths for Deformed Wires
(ACI 318, Section 25.4.2.2)
C.14 Tension Lap Splice Length of Plain
Welded Wire Reinforcement—ACI 318
C-3
Table A11 – Tension Development Lengths for
Deformed Welded Wire Reinforcement
(ACI 318)
A-31
C.15 Tension Lap Splice Length of Deformed
Welded Wire Reinforcement—ACI 318
C-3
Table A12 – Tension Lap Splice Lengths for Deformed A-32
Welded Wire Reinforcement (ACI 318)
Table A13 – Tension Development & Lap Splice
Lengths for Plain Welded Wire
Reinforcement (ACI 318)
APPENDIX B
Mechanical Splices
iv
APPENDIX C
Supporting Formulas for Tables
in Appendix A
A-33
APPENDIX D
Mechanical Splice Manufacturers
D-1
B-1
B.1 Tension-Compression Mechanical Splices
B-1
B.2 Compression-Only Mechanical Splices
B-3
B.3 Dowel Bar Mechanical Splices
B-3
Concrete Reinforcing Steel Institute
Reinforcing Bars: Anchorages and Splices
CHA PTER 1
Introduction
1.1 General
bars in columns requiring staggered mechanical splices or
butt-welded splices, use of two-story or three-story height
column vertical bars are usually recommended. Only larger
size vertical bars have sufficient stiffness for use in freestanding two-story lengths. Tall columns or piers, as required for
some bridges, can utilize longer vertical bars where formwork
serves to brace the bars, but it is usually good practice to stay
within stock length limitations. For practical economy, most
structures should be designed to utilize reinforcing bars within
these limits and the stock length of 60 feet.
1.2 Anchorages and Splices of
Reinforcing Bars
Since anchorages and splices of reinforcing bars are essential
to the monolithic behavior of the finished structure, the Architect/Engineer should be familiar with the practical limitations
of placing (installing) reinforcing bars. Practical limitations on
the length of reinforcing bars occur during manufacture, fabrication, transportation to the jobsite, and placing at the jobsite.
Most steel mills produce reinforcing bars to a standard stock
length of 60 feet for all except the smallest and largest sizes.
Longer lengths require special arrangements with the mill. The
absolute maximum length possible varies by bar size and from
mill to mill.
Fabricating shops, using stock on hand, are normally limited
to bar lengths of 60 feet. Bending equipment and its location
in the shop may also impose limitations on the length of bent
bars.
When shipping bars by truck, economic, legal, and physical limitations as to bar length, and width (Fig. 1-1) of bent
bars must be considered. Maximum weight and length, in
addition to mill and fabricating shop limits, is determined by
the number of bars involved, the route from the fabricating
shop to the jobsite, the available trucking equipment, and
construction limitations at the jobsite. Practical construction
limitations on bar length should also be considered. Except
for slabs-on-ground, long lengths of horizontal bars projecting
beyond required construction joints are generally undesirable.
Vertical members limit feasible bar lengths most severely.
In multistory building construction, column bars are usually
one-story or two-story in height. For designs with larger size
Concrete Reinforcing Steel Institute
Fig. 1-1 Maximum Dimension—Bundles of Bent Bars for Truck Delivery
1.3 Anchorages and Splices of Welded
Wire Reinforcement
Welded wire reinforcement (WWR) is manufactured in sheets
and rolls. Maximum sheet and roll sizes vary according to the
manufacturer’s equipment. Shipping restrictions should also
be considered when choosing WWR styles. WWR is available
in rolls, generally 5 to 7 feet wide and 150 to 200 feet long
and sheet widths vary up to 13 feet with lengths varying up to
45 feet.
Welded wire reinforcement may be configured as “one way,”
with primary reinforcing wires in one direction only, and cross
wires serving only as “holding” wires. For two-way slabs, the
wires serve as reinforcement in both directions. Lap splices
and anchorages are usually specified on all sides of the WWR
sheets.
1-1
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The structural analysis of reinforced concrete structures
subjected to various external loads and forces is generally
predicated on the assumption that the individual structural
members behave as a unit. Due to practical limitations, the
actual structure must be built piece-by-piece or, for columns,
story-by-story. Nevertheless, one of the principal elements of
the art of design is to produce a monolithic behavior of the
finished structure. Properly located construction joints in the
structural members will ensure transmission of the compressive forces in excess of that resisted by concrete and all
tensile forces required to cross the construction joint must be
resisted by the reinforcement. Just as it is physically impossible to place all concrete in one monolithic, continuous operation, it is also impossible to provide full-length continuous
reinforcing bars throughout any sizeable structure. Therefore,
splices of reinforcing bars are unavoidable. Properly designed
splices are a key component in any well-executed design.
Many splice situations are unique and require “custom made”
engineering solutions.
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Reinforcing Bars: Anchorages and Splices
CHA PTER 2
Design Requirements
2.1 General
2.4 Application of ACI Code Design
Requirements
In applying the ACI 318 Building Code design requirements,
several provisions appear open to interpretations. The following
subsections may assist the reader in developing interpretations
of the provisions:
1.
he ACI 318 Building Code is structured with design
T
provisions for spliced bars to ensure against any premature or brittle failure mode. Therefore, mechanical
splices and welded splices must be designed to develop
in tension or compression, as required, a minimum of
125 percent of the minimum specified yield strength, fy ,
of the reinforcing bar. The Code minimum lap splice length
requirements are approached using this same philosophy;
that is, the lap splice length is greater than that required to
develop the minimum specified yield strength fy of the bar.
2.
he Code limits the number of bars in a bundle to four
T
bars to ensure that the mortar paste in the concrete
can surround each bar in the bundle and bond it to the
concrete. For bundled bars, one of the bars can be butt
spliced. This will limit the bars in the bundle to one less
than the total number of bars in the bundle. Section 3.1.3
provides further information.
3.
plices within bundles may be lap splices, mechanical
S
splices, or butt-welded splices. For mechanical splices or
butt-welded splices, couplers or coupling sleeves with
large overall diameters can present practical difficulties to
fitting within a tight bundle. Generally, these difficulties
can be minimized by staggering the splices. The lap
splice (using a separate splice bar) requires staggering
each bar end one lap splice length minimum, but does
permit use of standard shear-cut ends. The splice bar
must be included in the bundle size when
computing the lap splice length required.
4.
o avoid congestion of the reinforcing bars in columns,
T
ACI 10.6.1.1* limits the amount of reinforcement to a maxi
mum of 8 percent. Note, where the bars are spliced, the
Commentary to ACI 10.6.1.1 states: “Longitudinal reinforcement in columns should usually not exceed 4 percent if the
column bars are required to be lap spliced.”
5.
here vertical bars in columns are offset bent, reduction
W
in design flexural strength proportional to the reduced
effective depth should be considered. See Chapter 7.
6.
nd-bearing mechanical compression splices (tensile
E
capacity of zero) can be used where the bar is not required
for tension. If tension exists at the cross section where
an end bearing mechanical splice is used, unspliced bars
passing continuously through the cross section for the full
tension development length should be required.
2.2 Tension Lap Splices
The ACI 318 Building Code defines Class A tension lap splices
as 1.0 ℓd and Class B tension lap splices as 1.3 ℓd , where ℓd
is the required tension development length for the specified
yield strength, fy , of the reinforcing bar. The lap Class depends
on the ratio of area of reinforcing steel provided to that required and the percentage of reinforcement spliced at any one
location, as shown in the following table:
As provided / As required
Maximum Percent of As Spliced
within Required Lap Length
50%
100%
≥2
Class A
Class B
<2
Class B
Class B
The AASHTO LRFD Bridge Design Specifications defines
Class A tension lap splices as 1.0 ℓd , Class B tension lap
splices as 1.3 ℓd , and Class C tension lap splices as 1.7 ℓd ,
where ℓd is the required tension development length for the
specified yield strength, fy , of the reinforcing bar. The lap Class
depends on the ratio of area of reinforcing steel provided to
that required and the percentage of reinforcement spliced at
any one location, as shown in the following table:
As provided / As required
Maximum Percent of As Spliced
within Required Lap Length
50%
75%
100%
≥2
Class A
Class A
Class B
<2
Class B
Class C
Class C
2.3 Compression Lap Splices
A required tension lap splice length is defined as a multiple of
the tension development length. However, this requirement
does not exist for compression lap splice lengths. Both the
ACI 318 Building Code and the AASHTO LRFD Bridge Design
Specifications present independent expressions for compression lap splice lengths and compression development lengths.
Factors which affect compression lap splice lengths include
whether the lap splice occurs in a spiral or tied compression
member.
Concrete Reinforcing Steel Institute
*Reference to the ACI 318 Building Code is given as “ACI” followed by the section number.
2-1
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For design purposes, the ACI 318 Building Code requires
classifying splices of reinforcing bars as tensile or compressive.
If the splice will undergo stress reversal, it will be necessary
to determine the magnitude of both tension and compression
stresses. Normally, tensile stress will control as tensile
requirements are more severe. Tension-controlled splices are
further classified as to location and stress level. Additional
requirements are imposed by the ACI 318 Building Code for
tension splices in tension tie members.
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Reinforcing Bars: Anchorages and Splices
7.
Staggering of all mechanical splices and welded splices is
not required except as required by ACI 25.5.7.4. End-bearing
splices in columns, in compression, are required to be
staggered or additional bars provided at splice locations
(ACI 10.7.5.3.1).
8.
he longest length spiral normally fabricated is approxiT
mately 20 feet in height. Tall piers in bridges and piles
for deep foundations may require spirals which exceed
15 feet in height. When these conditions occur, spirals
are spliced together at the jobsite. According to ACI
25.7.3.6, the required lap splice lengths of spirals are:
Spiral Reinforcement
Deformed bar or wire
Plain bar or wire
Uncoated
Epoxy-Coated
48 db
72 db, 48 db*
72 db, 48 db*
—
*F
or spiral reinforcement with a standard stirrup or tie hook at the ends of
the spiral.
8.
xcept where conditions at the jobsite make it impossible,
E
it is considered good practice to stagger splices of any
type. Large-diameter mechanical splices or equipment,
for example, make a minimum stagger length preferable.
Lap splices, if staggered, may result in shorter lap
lengths.
9.
Lap splices are prohibited in regions where flexural
“
yielding is anticipated because splices are not reliable
under cyclic loading into the inelastic range. Consequently,
Type 2 full capacity mechanical butt splices can be used
to connect integrity reinforcement and improve the
blast and/or seismic resistance of concrete structures.”
(Corley)
10. Under certain conditions, butt splices of all column bars
(other than the design of earthquake-resistant buildings)
can be made at one elevation, permitting economical
preassembly of bars into “column cages.”
But the lap splice length cannot be less than 12 inches.
2.5 CRSI Recommendations to Architects/
Engineers for Splices of Reinforcing Bars
1.
he structural drawings and project specifications
T
should clearly show or describe all splice locations,
lap splice lengths, and types of splices permitted or
required (ACI 26.6.1.1).
2.
ite-cast reinforced concrete construction traditionally
S
uses lap splices for horizontal and vertical bars where
the bar size is #11 or smaller.
3.
or #14 and #18 bars, specify mechanical splices or
F
butt-welded splices only; except lap splices are permitted
in compression only to #11 and smaller bars. #11 and
smaller bars are sometimes mechanically spliced or butt
welded.
4.
hen splices are required only for compression, and lap
W
splices are undesirable, specify end-bearing mechanical
splices for economy.
5.
undles of #14 and #18 bars are not permitted for
B
beams under the ACI Building Code, and they are not
recommended for general use in buildings. In bridges,
2-bar bundles of #14 or #18 may be used in beams or
columns.
6.
void manual arc-welded splices in the field wherever
A
possible. Mechanical splices are recommended in lieu
of field-welded splices.
7.
here arc-welded splices are specified, the following
W
are required:
A. S
pecify low-alloy steel reinforcing bars, conforming
to ASTM Specification A706
B. W
elded splices of reinforcing bars are required
to conform to the requirements of AWS D1.4—
“Structural Welding Code—Reinforcing Steel”
2-2
Concrete Reinforcing Steel Institute
Reinforcing Bars: Anchorages and Splices
CHA PTER 3
Methods of Splicing
Methods used for splicing reinforcing bars are: lap splices,
mechanical splices and welded splices.
3.1 Lap Splices
3.1.1 General
Fig. 3-2 Lap-Splice Connector
Fig. 3-1 Contact and Non-Contact Lap Splices
When bars of different sizes are lap spliced, the splice length
is the larger of: (1) the development length of the larger bar,
and (2) the lap splice length of the smaller bar.
3.1.2 Lap-Splice Connector Systems
Lap-splice connector systems, as the term is used in this
publication, describe proprietary prefabricated plastic or metal
boxes or strips of foam containing prefabricated anchorage
and lap splice reinforcement. End hooks on the reinforcing
bars are fabricated to specified dimensions and have one end
factory bent and inserted into a two-piece box of plastic or
metal or embedded in a foam plank. The lap-splice connector
system is attached to the formwork at a construction joint,
with the exposed end hook of each bar projecting back inside
the form where it will be embedded in the first concrete pour.
After the forms are stripped, the encased or boxed lap splice
reinforcement is exposed. Exposing the lap splice reinforcement is accomplished either by removing the form side of the
plastic or metal box or extracting the foam. Then the pre-bent
lap splice bars are field straightened with a pipe and/or hickey.
See Fig. 3-2.
The ACI 318 Building Code permits field bending of reinforcing bars that are partially embedded in hardened concrete
Concrete Reinforcing Steel Institute
when shown on the structural drawings or authorized by the
Architect/Engineer. Therefore, approval by the Architect/Engineer should be obtained prior to the use of these systems.
These systems have been used in structures in the U. S. with
reinforcing bars as large as a #6. Some manufacturers of lapsplice connector systems limit the bar sizes to #3, #4, and #5
only. Available technical literature suggests that successfully field
rebending Grade 60 (fy = 60,000 psi) reinforcing bars as large
as a #6 depends significantly on several factors or variables
including (a) the rebendability characteristics of the particular
bars; (b) the radius of the initial bar bend; (c) the rebending
axis; (d) the temperature of the bar; and (e) the speed of
bending the bar while it is being straightened. Other factors
affecting the rebending of reinforcing bars are (a) the deformation pattern; (b) processing of the bars during their manufacture such as heat treatment; (c) mechanical properties; and (d)
chemical composition. These factors can be expected to vary
between steel mills and individual heats (batches) of steel.
The current ASTM specifications for reinforcing bars do not
include any requirements regarding rebending.
3.1.3 Bundled Bar Splices
Specific requirements are provided for splices of bundled bars
in ACI 25.6.1.7. Since individual bar splices within a bundle
should not overlap, lap splices must be staggered at least
equal to the length of the required lap splice. See Fig. 3-3. If
a full mechanical splice or a full butt-welded splice is used,
a staggered location of the splice point is recommended to
avoid bunching all mechanical splices or welded splices at one
point. If end-bearing mechanical splices are used, and full tensile capacity of unspliced bars at each splice point is desired,
the length of stagger must be at least equal to the required
tension development length of the bars. For compression only
end-bearing mechanical splices, a staggered location of the
3-1
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This is the predominant method of splicing. Bars may be
spaced or in contact. For lap splices, contact splices are preferred for the practical reason that, when wired together, they
are more easily secured against displacement during concrete
placement. Non-contact lap spliced bars should not be spaced
too widely apart, permitting a zigzag crack between bars.
Spacing of bars in non-contact lap splices should not exceed
one-fifth the lap splice length nor 6 inches. See Fig. 3-1.
Reinforcing Bars: Anchorages and Splices
Table 3-1 Tension-Compression Mechanical Splices
Company
Product
Name
Page
No.
Bar
Sizes
Epoxy
Coating
Splice
Type
Bar End
Prep?
Grade
75?
Cold-Swaged Coupling
Sleeve
BarSplice Products
Bar-Grip XL
B-1
4-18
Y
1, 2
N
Y
Y
NC, E, R, P
Cold-Swaged Parallel
Threaded Coupler
Dextra America, Inc.
GRIPTEC
B-1
4-18
Y
2
Y
Y
Y
NC, E, R, P
Cold-Swaged Taper Threaded
BarSplice Products
Coupler
Taper
Threaded
Grip-Twist
B-1
4-18
Y
2
N
Y
Y
NC, E, R, P
Combination Grout-Filled/
Threaded Coupler
LENTON
LENTON
INTERLOK
B-1
6-18
Y
2
Y
Y
Y
NC, P
Coupling Sleeve with Shear
Screw
BarSplice Products
Double
Barrel Zap
B-1
4-8
Y
1
N
Y
Y
NC, E, R, P
QUICK
WEDGE
B-1
4-6
Y
1
N
N
Y
NC, E, R, P
B-2
4-18
Y
2
N
Y
Y
NC, P
Zap
Screwlok
B-2
4-18
Y
1, 2
N
Y
Y
NC, E, R, P
Shear Screw Coupling Sleeve Dayton Superior Corp. Bar Lock
B-2
3-18
Y
2
N
Y
Y
NC, E, R, P
Shear Screw Coupling Sleeve LENTON
LENTON
LOCK
B-2
3-18
Y
2
N
Y
Y
NC, E, R, P
Steel-Filled Coupling Sleeve
CADWELD
B-2
4-18
N
2
N
Y
Y
NC, E, R, P
Xtender HRC
500 Series
B-2
4-14
Y
2
Y
Y
Y
NC, E, R, P
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Splice Description
Coupling Sleeve with Wedge LENTON
Double
Grout-Filled Coupling Sleeve Dayton Superior Corp. Ended Grout
Sleeve
Shear Screw Coupling Sleeve BarSplice Products
LENTON
Straight Thread Coupler with Headed
Upset Bar Ends
Reinforcement Corp.
ASTM
A706? Applications
Taper-Threaded Coupler
Dayton Superior Corp. Taper Lock
B-3
4-18
Y
2
Y
Y
Y
NC, E, P
Taper-Threaded Coupler
LENTON
LENTON
B-3
4-18
Y
2
Y
Y
Y
NC, P
Taper-Threaded Coupler
Headed
Reinforcement Corp.
HRC 400
Series
B-3
4-18
Y
2
Y
Y
Y
NC, P
Upset Straight Thread
Coupler
Dayton Superior Corp. DBDI
B-3
4-11
Y
2
N
Y
Y
NC, E, P
Upset Straight Thread
Coupler
Dextra America, Inc.
BARTEC
B-3
4-18
Y
2
Y
Y
Y
NC, E, R, P
Non-Upset Straight Thread
Coupler
BarSplice Products
BarSplicer
B-3
4-11
Y
1, 2
N
Y
Y
NC, R, P
Non-Upset Straight Thread
Coupler
Dayton Superior Corp. DBR
B-3
4-11
Y
1
Y
Y
Y
NC, R, P
Non-Upset Straight Thread
Coupler
Engineered Devices
Corp.
B-3
4-11
Y
1
Y
Y
N
NC, R, P
Non-Upset Straight Thread
Coupler
Meadow Burke
Products
B-3
4-11
Y
1
Y
Y
N
NC, E, P
EDC TCS
Splice Types: Type 1 = 125% fy
Applications: E = Existing
Type 2 = 125% fy and 100% fu (ACI)
= 125% fy and 100% fu (IBC)
3-2
NC = New CIP
P = Precast
R = Retrofit
Concrete Reinforcing Steel Institute
Reinforcing Bars: Anchorages and Splices
The AASHTO LRFD Bridge Design Specifications do not have
special requirements for reinforcing bar development and lap
splice lengths for earthquake-resistant design.
3.1.5 Development and Lap Splice Length Tables
The tables of development and lap splice lengths in Appendix
A cover the following:
einforcing bars, deformed wires, deformed welded wire
R
reinforcement and plain welded wire reinforcement.
2.
ension development lengths, tension lap splice
T
lengths, standard hook and headed bar anchorage
lengths, compression development and compression
lap splice lengths.
3.
CI 318 Building Code and the AASHTO LRFD Bridge
A
Design Specifications.
4.
Uncoated and epoxy-coated reinforcing bars.
5.
Non-earthquake and earthquake-resistant joints.
ACI 25.4.4.1 limits the use of headed reinforcing bars to the
following conditions:
• fy ≤ 60,000 psi
• Bar size ≤ #11
• Normal-weight concrete
Fig. 3-3 Staggering of Bundled Bar Splices
splice point, usually 2 or 3 feet, is recommended as an installation convenience. Compression capacity for this arrangement is taken as 100 percent. Lap splice lengths for bars in
a bundle are based on the lap splice length for the individual
bar within the bundle, increased by 20 percent for three-bar
bundles and 33 percent for four-bar bundles.
• Net bearing area, Abrg , no less than 4 Ab where Ab is the
area of the headed bar
• Clear concrete cover for bars no less than 2 db , and
• Clear spacing between bars no less than 4 db
3.2 Mechanical Splices
3.2.1 Tension-Compression Mechanical Splices
3.1.4 Joints under Earthquake Loading
The provisions of Chapters 1 to 17 and 19 to 26 of the ACI 318
Building Code apply for earthquake-resistant design except as
modified by the provisions of Chapter 18.
Chapter 18 provides modified requirements for tension
development of straight bars and standard hook development
within a joint, where a joint is defined as the portion of a
structure common to intersecting members. Therefore, tables
are presented herein for tension development and standard
hook development in joints under earthquake loading. Note
that ACI 318 18.6.3.3, does not allow lap splicing of reinforcing
bars in a joint. Note also that compression development and
compression lap splices are applicable for both non-seismic
and seismic conditions.
One basic type of mechanical splice is known as a “tensioncompression” mechanical splice, which can resist both tensile
and compression forces.
Descriptions of proprietary tension-compression mechanical
splices are presented in Appendix B. Additional information is presented in Table 3-1. For a list of manufacturers, see Appendix D.
3.2.2 Compression-Only Mechanical Splices
Another basic type of mechanical splice is known as a “compression-only” mechanical splice, which can resist only compression
forces. This type is also known as an “end-bearing” mechanical
splice. The use of end-bearing to transfer compression from bar to
bar requires that the ends of the reinforcing bars be saw-cut within
1-1/2° of square to the longitudinal axis of the bars. Commercial
Table 3-2 Compression-Only Mechanical Splices
Company
LENTON
Product
Name
Page
No.
Bar
Sizes
Epoxy
Coating
Bar End
Prep?
Grade
75?
ASTM
A706?
Applications
SPEED-SLEEVE
B-3
6-18
N
N
Y
Y
NC
Applications: E = Existing
NC = New CIP
Concrete Reinforcing Steel Institute
P = Precast
R = Retrofit
3-3
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1.
Reinforcing Bars: Anchorages and Splices
3.2.4 Testing Mechanical Splices
mechanical splices are used to align bars in compression to
ensure compressive force transfers between bars being spliced.
Any of the tension-compression mechanical splices listed in
Table 3-1 can be used as compression-only mechanical splices.
Mechanical splices for steel reinforcing bars are critically
important in reinforced concrete construction. ASTM A1034,
“Standard Test Methods for Testing Mechanical Splices for
Steel Reinforcing Bars”, covers the testing of mechanical splices
for reinforcing bars of any Grade, either uncoated or coated. The
standard describes the following testing conditions:
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An illustration of a proprietary end-bearing mechanical splice
is presented in Appendix B. Also see Table 3-2. For more
information consult the manufacturer, see Appendix D.
• Monotonic Tension Test
3.2.3 Dowel Bar Mechanical Splices
• Monotonic Compression Test
Dowel bar mechanical splices are used to avoid reinforcing
bars from penetrating or protruding from forms. They are also
known as “tension-compression” mechanical splices, since
they can also resist both tensile and compression forces.
• Cyclic Load Test
• High-Cyclic Fatigue Test
• Slip Test
• Low-Temperature Test
All of the various systems commercially available consist of several components. The coupling component, initially embedded in
concrete, is internally threaded and another component, installed
after stripping the forms, is externally threaded. The internally
threaded component is normally designed to fasten directly to the
form face and is usually encased in the first concrete placement.
These systems are available in a variety of designs, configurations, sizes, and shapes. An illustration of a dowel bar mechanical
splice is presented in Appendix B. For more information, see Table
3-3, Appendix D and consult the manufacturers.
It is important to note that A1034 describes only the methods
used for testing mechanical splices and does not quantify any
testing parameters or acceptance criteria.
3.2.5 Terminology
Terminology used in this publication is defined as follows:
Bar-End Check—A check, performed by the Fabricator, of the
sheared ends of reinforcing bars to determine whether they
fit within the mechanical splices intended for splicing the bars.
Note: All mechanical splices should be installed in accordance with the manufacturers’ recommendations.
Coupler—Threaded device for joining reinforcing bars for the
purpose of providing transfer of either axial compression or
axial tension or both from one bar to the other.
Table 3-3 Dowel Bar Mechanical Splice Systems
Company
Product Name
Page
No.
Bar
Sizes
Epoxy
Coating
Splice
Type
Bar End
Prep?
Grade
75?
ASTM
A706?
Applications
BarSplice Products
BPI BarSplicer
B-3
4-11
Y
1, 2
N
Y
Y
NC, R, P
BarSplice Products
Grip-Twist Flanged
Coupler
B-3
4-18
Y
2
N
Y
Y
NC, E, R, P
Dayton Superior Corp.
DBR
B-3
4-11
Y
1
Y
Y
Y
NC, R, P
Dayton Superior Corp.
DBDI
B-3
4-11
Y
2
Y
Y
Y
NC, R, P
Dextra America, Inc.
BARTEC FORMFIXER
B-3
4-18
Y
2
Y
Y
Y
NC, E, R
Dextra America, Inc.
GRIPTEC FORMFIXER
B-3
4-18
Y
2
Y
Y
Y
NC, E, R
Engineered Devices
Corp.
EDC TCS
B-3
4-11
Y
1
N
Y
N
NC, R, P
LENTON
LENTON FORM SAVER
B-3
4-11
Y
2
Y
Y
Y
NC, R, P
Headed Reinforcement
Corp.
HRC 400 Series
B-3
4-11
Y
2
Y
Y
Y
NC, R, P
Headed Reinforcement
Corp.
HRC 520 Series
B-3
4-11
Y
2
Y
Y
Y
NC, E, R, P
Headed Reinforcement
Corp.
HRC 620/621 Series
B-3
4-11
Y
2
N
Y
Y
NC, E, R, P
B-3
4-11
Y
1
Y
Y
N
NC, R, P
Meadow Burke Products MB Splice Bars
Splice Types: Type 1 = 125% fy
Applications: E = Existing
Type 2 = 125%fy and 100% fu (ACI)
= 125% fy and 100% fu (IBC)
3-4
NC = New CIP
P = Precast
R = Retrofit
Concrete Reinforcing Steel Institute
Reinforcing Bars: Anchorages and Splices
Coupling Sleeve—Non-threaded device for joining reinforcing
bars for the purpose of providing transfer of either axial compression or axial tension or both from one bar to the other.
End-Bearing Sleeve—Device fitting over the abutting ends
of two reinforcing bars for the purpose of assuring transfer of
only axial compression from one bar to the other.
Tension-Compression Mechanical Splices—The ACI 318
Building Code requires that mechanical splices develop in tension
or compression, as required, 125 percent of the specified
yield strength of the reinforcing bars. Resistance of proprietary
mechanical splices to fatigue, stress reversal, dynamic load,
long term creep, and other special conditions may vary. Test
data should be secured for specific performance information
for the proprietary mechanical splices considered.
3.2.6 Design Types 1 and 2 Mechanical Splices
Chapter 18 (Earthquake-Resistant Structures) of the ACI 318
Building Code defines Type 1 and Type 2 mechanical splices as:
Table 3-5 provides a list of these minimum test loads in
pounds required for mechanical splices with ASTM A615
Grades 40, 60, 75, and 80 or ASTM A706 Grade 60 and 80
reinforcing bars. Mechanical splice test loads exceeding the
values noted in Table 3-5 are acceptable and the mechanical
splice meets the appropriate mechanical splice requirements.
The values noted in Table 3-5 for Type 1 correspond to test loads
in pounds equivalent to 125% of the specified yield strength of
the spliced bar, while values corresponding to Type 2 equate to
the minimum specified tensile strength of the spliced bar. ASTM
A706 specifies a two-part requirement for the tensile strength of
the bar, so the values listed in Table 3-5 are minimum values (see
Note B in Table 3-4). To convert test loads to units of stress, the
test loads in pounds must be divided by the bar area in square
inches to determine the stress in lbs/in.2
Example: A mechanical splice is tested with #11 Grade 60 ASTM
A615 reinforcing bars. The mechanical splice breaks at
a load of 125,000 pounds. Did the mechanical splice
meet Type 1 requirements? Type 2 requirements?
From Table 3-5(b), the test load for a Type 1 mechanical
splice is 117,000 pounds, which is less than the actual
tensile load of 125,000 pounds, so the splice meets
Type 1 requirements.
• A Type 1 mechanical splice is required to develop, in tension or compression, at least 125 percent of the specified
yield strength of the reinforcing bar (ACI 18.2.7.1(a)).
• A Type 2 mechanical splice is required to meet the requirements of a Type 1 mechanical splice and also develop the specified tensile strength of the reinforcing bar (ACI 18.2.7.1(b)).
Chapter 18 of the ACI 318 Building Code restricts where a Type
1 mechanical splice may be located in a structural member
designed to resist earthquake loads but permits a Type 2
mechanical splice to be located anywhere in the structural
member, except as noted in 18.9.2.1(c).
The International Building Code (IBC) references the ACI 318
Building Code for its definitions of Type 1 and Type 2 mechanical
splices.
From Table 3-5(b), the test load for a Type 2 mechanical
splice is 140,400 pounds, which is greater than the
actual tensile load of 125,000 pounds, so the splice
does not meet Type 2 requirements.
Table 3-4 ACI 318 Minimum Strength Requirements of
Mechanical Splices
Mechanical
Reinforcing Bar Splice Minimum
Strength
Specified Minimum
ASTM Bar
Bar
Requirements
Strengths
Specification Grade
(Note A)
3.2.7 Minimum Test Loads for Mechanical Splices
Table 3-4 lists the minimum yield and tensile strengths of
reinforcing bars conforming to ASTM A615 and ASTM A706
and the associated mechanical splice strength requirements
for meeting ACI 318 Building Code and IBC Type 1 and Type
2 performance levels. These mechanical splice performance
values are the minimum values required by the Code.
When evaluating the performance of mechanical splices,
it is necessary to test them in a tensile testing machine by
gripping on the bar at each end of the splice and pulling it in
tension. When the tensile test is completed, the tensile testing machine typically outputs the test load in empirical units of
pounds. To properly determine if the mechanical splice meets
the Type 1 or Type 2 requirements of ACI 318 Building Code or
IBC as required, it is necessary to compare the test values to
the minimum values for the bar size tested and the ACI 318
Concrete Reinforcing Steel Institute
A615
40
Yield fy
(psi)
Tensile
fu(psi)
Type 1
(psi)
Type 2
(psi)
40,000
60,000
50,000
60,000
A615
60
60,000
90,000
75,000
90,000
A615
75
75,000
100,000
93,750
100,000
A615
80
80,000
105,000
100,000
105,000
A706
60
60,000B
80,000
75,000
80,000
A706
80
80,000B
100,000
100,000
100,000
Note A: M
echanical splice strengths are specified as follows by ACI 318
Building Code and IBC:
Section 18.2.7.1(a) specifies that a Type 1 splice shall develop at
least 125% of the specified yield strength of the spliced bar.
Section 18.2.7.1(b) specifies that a Type 2 splice shall meet Type
1 requirements and develop the specified tensile strength of the
spliced bar.
Note B: A
STM A706 also specifies a maximum yield strength of 78,000
psi for Grade 60 and 98,000 psi for Grade 80.
3-5
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Mechanical Splice—The complete assembly of a coupler or a coupling sleeve and possibly additional intervening material or other
components to accomplish the splicing of two reinforcing bars
Building Code or IBC requirements noted above.
Reinforcing Bars: Anchorages and Splices
Table 3-5 Test Loads To Reach Minimum Mechanical Splice Tensile Strength
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(a) ASTM A615, Grade 40 Bars
(d) ASTM A615, Grade 80 Bars
Bar
Size
Bar
Area
(in.2)
Test Load
@ fy
(lbs)
Test Load
For Type 1
(lbs)
Test Load
For Type 2
(lbs)
#3
0.11
4,400
5,500
6,600
#3
Bar
Size
Bar
Area
(in.2)
Test Load
@ fy
(lbs)
Test Load
For Type 1
(lbs)
Test Load
For Type 2
(lbs)
0.11
8,800
11,000
11,550
0.20
16,000
20,000
21,000
#4
0.20
8,000
10,000
12,000
#4
#5
0.31
12,400
15,500
18,600
#5
0.31
24,800
31,000
32,550
#6
0.44
17,600
22,000
26,400
#6
0.44
35,200
44,000
46,200
#7
0.60
24,000
30,000
36,000
#7
0.60
48,000
60,000
63,000
#8
0.79
31,600
39,500
47,400
#8
0.79
63,200
79,000
82,950
#9
1.00
40,000
50,000
60,000
#9
1.00
80,000
100,000
105,000
#10
1.27
50,800
63,500
76,200
#10
1.27
101,600
127,000
133,350
#11
1.56
62,400
78,000
93,600
#11
1.56
124,800
156,000
163,800
2.25
180,000
225,000
236,250
4.00
320,000
400,000
420,000
Test Load
For Type 1
(lbs)
Test Load
For Type 2
(lbs)
#14
2.25
90,000
112,500
135,000
#14
#18
4.00
160,000
200,000
240,000
#18
(e) ASTM A706, Grade 60 Bars
(b) ASTM A615, Grade 60 Bars
Test Load
For Type 2
(lbs)
Bar
Size
Bar
Area
(in.2)
8,250
9,900
#3
0.11
6,600
8,250
8,800
15,000
18,000
#4
0.20
12,000
15,000
16,000
23,250
27,900
#5
0.31
18,600
23,250
24,800
26,400
33,000
39,600
#6
0.44
26,400
33,000
35,200
36,000
45,000
54,000
#7
0.60
36,000
45,000
48,000
47,400
59,250
71,100
#8
0.79
47,400
59,250
63,200
1.00
60,000
75,000
80,000
1.27
76,200
95,250
101,600
Bar
Size
Bar
Area
(in.2)
#3
0.11
6,600
#4
0.20
12,000
#5
0.31
18,600
#6
0.44
#7
0.60
#8
0.79
Test Load
@ fy
(lbs)
Test Load
For Type 1
(lbs)
#9
1.00
60,000
75,000
90,000
#9
#10
1.27
76,200
95,250
114,300
#10
Test Load
@ fy
(lbs)
#11
1.56
93,600
117,000
140,400
#11
1.56
93,600
117,000
124,800
#14
2.25
135,000
168,750
202,500
#14
2.25
135,000
168,750
180,000
#18
4.00
240,000
300,000
360,000
#18
4.00
240,000
300,000
320,000
Test Load
@ fy
(lbs)
Test Load
For Type 1
(lbs)
Test Load
For Type 2
(lbs)
(f) ASTM A706, Grade 80 Bars
(c) ASTM A615, Grade 75 Bars
Bar
Size
Bar
Area
(in.2)
Test Load
@ fy
(lbs)
Test Load
For Type 1
(lbs)
Test Load
For Type 2
(lbs)
Bar
Size
Bar
Area
(in.2)
#3
0.11
8,250
10,313
11,000
#3
0.11
8,800
11,000
11,000
#4
0.20
15,000
18,750
20,000
#4
0.20
16,000
20,000
20,000
#5
0.31
23,250
29,063
31,000
#5
0.31
24,800
31,000
31,000
0.44
35,200
44,000
44,000
60,000
60,000
#6
0.44
33,000
41,250
44,000
#6
#7
0.60
45,000
56,250
60,000
#7
0.60
48,000
#8
0.79
59,250
74,063
79,000
#8
0.79
63,200
79,000
79,000
1.00
80,000
100,000
100,000
#9
1.00
75,000
93,750
100,000
#9
#10
1.27
95,250
119,063
127,000
#10
1.27
101,600
127,000
127,000
#11
1.56
117,000
146,250
156,000
#11
1.56
124,800
156,000
156,000
#14
2.25
168,750
210,938
225,000
#14
2.25
180,000
225,000
225,000
#18
4.00
300,000
375,000
400,000
#18
4.00
320,000
400,000
400,000
3-6
Concrete Reinforcing Steel Institute
Reinforcing Bars: Anchorages and Splices
3.2.8 Coated Reinforcing Bars
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Reinforcing bars can have a coating of epoxy or zinc (galvanized) for use as a corrosion-protection system. Mechanical
splices of coated reinforcing bars are made with proprietary
mechanical splices in a similar way as for uncoated bars. To
properly install some types of coupling sleeves on coated
bars, the coating has to be completely removed from the
ends of the bars over the length of the sleeve. Information
on preparation of coated bars for installation of proprietary
mechanical splices is presented in Tables 3-1 through 3-3.
After installation of mechanical splices on epoxy-coated
reinforcing bars, the sleeves and any damaged coating on the
bars must be repaired in accordance with the requirements
in the project specifications and the Architect/Engineer. For
example, see Section 3 in the ACI 301 Specifications.
It should be realized that any removal or patching of coatings
be done in a well-ventilated area to prevent breathing of toxic
fumes.
3.3 Welded Splices
3.3.1 Welding Processes and Materials
Electric arc-welding is a commonly used manual welding
process in the field. All welding should conform to AWS D1.4
“Structural Welding Code—Reinforcing Steel” of the American
Welding Society.
The most widely used type of reinforcing bars is carbon-steel
conforming to ASTM A615. Usage of low-alloy steel bars conforming to ASTM A706 is increasing. The “weldability” of steel
established by its chemical composition limits the applicable
welding procedures and establishes preheat requirements.*
3.4 Additional Information
For additional information on splicing steel reinforcing bars,
see the following CRSI publications:
• Introduction to Steel Reinforcing Bar Splices (ETN-M-1).
The purpose of this Technical Note is to serve an an introduction to steel reinforcing bars splices (lap, mechanical
and welded).
• Staggered Lap Splices (ETN-D-2). This Technical Note
reviews the stagger requirements of the ACI 318 Code,
points out the inconsistencies in the Code in referencing
stagger, and recommends how stagger should be measured.
• Frequently Asked Questions (FAQ) About Mechanical
Splices (ETN-M-4). This Technical Note presents a collection
of questions frequently asked concerning mechanical splices
for steel reinforcing bars and covers general information,
design codes and standards, detailing and placement
of mechanical splices, and qualification of mechanical
splices.
* Chemical
analysis is not meaningful for rail-steel and axle-steel (ASTM A996)
reinforcing bars. Welding of these types of bars is not recommended.
Concrete Reinforcing Steel Institute
3-7
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Reinforcing Bars: Anchorages and Splices
CHA PTER 4
Designing and Specifying Splices
4.1 Responsibility
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The entire responsibility for designing and specifying splices
rests upon the Architect/Engineer. Only the party familiar with
the structural analysis, probable construction conditions, and
final conditions of service can properly evaluate the variables
to determine the most efficient and economical splice method.
The following discussion is provided to help the Architect/
Engineer in this task.
Cast in place construction traditionally uses lap splices for
bar sizes #11 and smaller, but mechanical splices and welded
splices are also used. #14 and #18 bars must be mechanicallyspliced or butt welded; lap splices are not permitted except
for compression only to smaller footing dowels. In precast
concrete construction, lap and butt splices are used, including
lap welded splices for smaller bars.
4.2 Considerations in Selection of Splice
Method
Under certain conditions, lap splicing reinforcing bars can
cause congestion at the splice locations, and can make their
use impractical. Consideration should also be given to the
fact that lap-spliced offset-bent bars (e.g., columns) may have
to extend inside the bars and, therefore, reduce the design
moment strength of the structural member (see Section
7). In precast concrete construction, lack of space between
the ends of structural members may preclude the use of lap
splices.
The decision whether to use lap splices, mechanical splices
or welded splices is based partially on economics and partially
on design or other practical considerations. From an economics standpoint, a comparison could be made of the cost of a
lap splice with the additional lap material, plus the fact that the
bars may need to be offset bent (subject to additional fabrication
charges), to a mechanical splice that may require end preparation
of the bars, plus the cost of splicing material, plus installation.
Proprietary mechanical splices are commercially available to
perform as compression splices as well as tension splices.
End-bearing mechanical splices for compression applications
are available.
Design of reinforced concrete structures in earthquake-risk areas
requires special consideration for splices. Design requirements
are covered in “Chapter 18—Earthquake-Resistant Structures”
in the ACI 318 Building Code. These provisions apply to special
ductile frames and shearwalls.*
* For ductile frame detailing, see Section 2.10 in the “ACI Detailing Manual” by
ACI/CRSI Committee 315.
Concrete Reinforcing Steel Institute
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Reinforcing Bars: Anchorages and Splices
CHA PTER 5
Applications of End Anchorages and Splices
5.1 Lap Splices of Bars #11 or Smaller for
Compression Only
Fig. 5-1 Compression Lap Splices for Dowels
NOTES:
1. For mechanical splices, the elevation of the top of dowel should be shown on the placing
drawings. The placing drawings should also indicate any bar end preparation, i.e.,
square-cut, chisel-cut, flame-cut, or sheared. Dowels should be preset with a template
and be plumb.
2. Where some arrangement of stagger is required, a cross-section plan view with dowel
heights located and identified is required on the placing drawings.
3. Mechanically-spliced vertical bars as shown will require free standing installation and
tie assembly. The “ACI Detailing Manual” contains recommendations for tie arrangements suitable for free standing assemblies. If design conditions permit mechanical
splices of all bars without stagger, the use of pre-assembled cages of column reinforcement will simplify field installation.
4. End-bearing (compression) mechanical splices are usually practical only where the
maximum tensile stress in the bar, due to factored loads, is 0.5 fy or less and at least
half the bars are staggered. A minimum stagger of 2 feet is recommended. This length
is ample for practical erection clearances
Fig. 5-2 Mechanically-Spliced Dowels
Concrete Reinforcing Steel Institute
5-1
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NOTES:
1. I n shallow footings, standard 90° end hooks may be used as a convenience only to
support dowels as shown. Hooks do not add to the compression development. See
ACI 25.4.3.
2. Where the required compression development length for bars is considerably less
than the distance available to the bottom reinforcement, it will usually be more
practical to suspend the short straight dowels from a template.
5.2 Mechanically-Spliced Dowels; Various
Methods Applicable to All Sizes of
Column Bars
Reinforcing Bars: Anchorages and Splices
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5.3 Non-Staggered Dowel Splices
NOTES:
1. When convenient for installation, or where additional floors are to be added to an
existing building, the required minimum length for stub dowels varies for different mechanical splices. See individual mechanical splices shown in Appendix B and consult
manufacturers in Appendix D.
2. Some mechanical splices can be installed below the surface—their tops flush with the
surface. See individual mechanical splices shown in Appendix B and consult manufacturers in Appendix D.
Fig. 5-3 Non-Staggered Dowel Splices
5.4 Headed Reinforcing Bars
An alternate, effective way to fully anchor or develop reinforcing
bars in tension within relatively short embedment lengths is to
use headed reinforcing bars rather than bars with standard hooks.
Headed bars consist of a nut or plate, having either a round,
elliptical or rectangular shape, attached to the end(s) of the bar.
Attachment of the head to the bar is accomplished by welding,
threading, cold swaging, or shear screw. Another configuration of
a headed bar is a bar with an integrally-forged head.
ASTM Specification A970 covers the attachment of heads via
welding, forging, threading, or cold swaging. Requirements
for production and testing of headed bars are included in this
specification to ensure adequate quality and testing requirements
for those systems.
ACI 352R includes a useful discussion of headed bars. Based
on a head area ten times the bar area, the 352R document
sets a minimum tension development length for headed bars
of 0.75 times that of hooked bars. In the ACI 318 Building
Code, the minimum tension development length for headed
bars is 0.80 times that of hooked bars.
Several options of manufacturing headed bars are available.
Areas of the heads typically range from 2 to 10 times the bar
area. Information on headed bars is presented in Table 5-1. For
a list of manufacturers, see Appendix D.
For additional information on headed reinforcing bars, see the
following CRSI publication:
Frequently Asked Questions (FAQ) About Headed Reinforcing
Bars (ETN-M-3). This Technical Note presents a collection of
questions frequently asked regarding headed steel reinforcing
bars and covers general information, product standards, design
codes and standards, detailing and placement of headed bars,
and qualification of headed bars.
Since headed reinforcing bars are intended to replace bars
with standard end hooks, the benefits of such an anchorage
system are to reduce embedment and simplify bar placement.
Headed bars were first used in the construction of reinforced
concrete offshore oil platforms. Usage of headed bars has
been extended to bridge and building construction.
Fig. 5-4 Headed Reinforcing Bars
5-2
Concrete Reinforcing Steel Institute
Reinforcing Bars: Anchorages and Splices
Table 5-1 Headed Reinforcing Bars
Page
No.
Bar
Sizes
Epoxy
Coating
Bar End
Prep?
Grade
75?
ASTM
A706?
Applications
BarSplice Products
Barsplicer DoughNUT
5-2
4-11
Y
N
Y
Y
NC, E, R, P
BarSplice Products
Buttonhead BNH/BNX
5-2
4-18
Y
N
Y
Y
NC, R, P
BarSplice Products
Grip Twist TDS/TDX
5-2
4-18
Y
N
Y
Y
NC, E, R, P
BarSplice Products
Zap Screwlok T-Lok
5-2
4-14
Y
N
Y
Y
NC, E, R, P
Dayton Superior Corp.
D368/D370 Type 5
5-2
4-11
Y
Y
Y
Y
NC, R, P
Dayton Superior Corp.
D251/D252 Barlock
5-2
8-18
Y
Y
Y
Y
NC, R, P
Dayton Superior Corp.
D158 Hot Forged End
Anchorage
5-2
4-11
Y
Y
Y
Y
NC, R, P
Dextra America, Inc.
BARTEC End Anchorage
5-2
4-18
Y
Y
Y
Y
NC, R, P
Dextra America, Inc.
GRIPTEC End Anchorage
5-2
4-18
Y
Y
Y
Y
NC, R, P
LENTON
LENTON TERMINATOR
5-2
4-18
Y
Y
Y
Y
NC, R, P
LENTON
LENTON T-Headed Bars
5-2
5-14
Y
Y
Y
Y
NC, R, P
Headed Reinforcement Corp.
HRC 100 & 200 Series
5-2
4-18
Y
Y
Y
Y
NC, R, P
Headed Reinforcement Corp.
Xtender HRC 550 Series
5-2
4-14
Y
Y
Y
Y
NC, E, R, P
Headed Reinforcement Corp.
HRC 670 HeadLock
5-2
4-18
Y
N
Y
Y
NC, E, R, P
Headed Reinforcement Corp.
HRC 555 Headed Bars
5-2
4-14
Y
Y
Y
Y
NC, R, P
Applications: E = Existing
NC = New CIP
P = Precast
Concrete Reinforcing Steel Institute
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Product Name
Company
R = Retrofit
5-3
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Reinforcing Bars: Anchorages and Splices
CHA PTER 6
Sample Detailed Column Schedules
6.1 End-Bearing Mechanical Splices
The arrangement of bars in a column should be shown on the
structural drawings, considering:
A. T
hat the fewer the splices at any point, the greater the
design moment strength of the column.
The stagger arrangement, as shown in the sample column
schedule in Fig. 6-1, is preferred where flexure does not
control the design, where one or two unspliced bars in each
face is sufficient at a splice point, and where the two-story bar
lengths can be located near the inflection point where there
is little or no moment. Even if single-story bar lengths are
preferred, both splice points can be near the inflection point.
The stagger arrangement also applies to bars in spirally reinforced columns.
NOTES:
Following dimensions must be specified by Architect/Engineer.
* = Length required to develop design strength in bar.
** = Length required to develop the difference in design moment strength of bars.
Fig. 6-1 End-Bearing Mechanical Splices
Concrete Reinforcing Steel Institute
6-1
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B. T
hat a logical and, where possible, symmetrical arrangement of bars should remain after the number of bars is
reduced in the upper stories of a building.
Reinforcing Bars: Anchorages and Splices
6.2 Tension-Compression Mechanical
Splices or Butt-Welded Splices
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Two arrangements are shown suitable for tension compression mechanical splices. See Fig. 6-2. If compressive stress is
critical, the splices need not be staggered. In the “no stagger” arrangement, the convenience of pre-assembled cages
will often outweigh the cost of additional splices.
A distance of 2 feet above the floor line (point of maximum
stress in the reinforcing bars) is shown as a minimum to avoid
locating splices at the point of maximum stress. It is also
a convenience for attachment of temporary clamps during
installation of some splices.
The stagger arrangement reduces the number of splices by
50 percent and will often permit the use of splices more economical than those designed for 125% fy. See ACI 10.7.5.2.1
and ACI 10.7.5.2.2.
The sample column schedules shown are for structural drawings. Similar schedules would be shown by the reinforcing
steel Detailer on the placing drawings.
Always show direction arrow next to the column plan view to
aid in setting dowels and for splices.
See Fig. 6-3 for lap splicing #14 or #18 bars to #11 or smaller bars.
NOTES:
1. C
olumn ties: #4 @ 4 for top and bottom third, #4 @ 8 for middle third.
2. Following dimensions must be specified by Architect/Engineer.
* = Length required to develop design strength in bar.
** = Length required to develop the difference in design moment strength of bars.
NOTES:
1. For compression-controlled lap splices, use lap length of 30 db unless otherwise noted.
2. For tension-controlled lap splices, provide Class of lap as specified by Architect/Engineer.
Lap lengths per tables in Appendix A.
3. When lap splicing bars of different sizes, the length of lap is determined as follows:
lap for smaller bar, but may not be less than compression development length of
larger bar.
Fig. 6-2 Tension-Compression Mechanical Splices or Butt-Welded Splices
Fig. 6-3 Lap Splicing #14 or #18 Bars to #11 or Smaller Bars
6-2
Concrete Reinforcing Steel Institute
Reinforcing Bars: Anchorages and Splices
CHA PTER 7
Field Assembly of Splices and Erection of Reinforcing Bars
7.1 General
Horizontal splices are almost always necessary in precast
concrete construction. These splices are usually mechanicallyspliced, butt-welded or lap-welded. For welded splices, it is
necessary to know the chemical composition of the bars being welded, except for ASTM A706 reinforcing bars.
R = As fy (X − Xo )/X
Where: R = Reduction of design
moment strength
Xo = 0.5 h − dc' for
offset-bent bar
X = 0.5 h − dc for
straight bar
Fig. 7-1 Reduction of Design Moment Strength for Column with Offset-Bent Bars
Vertical splices occur in cast-in-place structural members
for essentially the same reasons as for horizontal splices.
Lap splices are generally used for bar sizes #11 and smaller,
except that in heavily reinforced columns, #11 and smaller
bars are frequently mechanically-spliced. Generally, column
splices are made at a floor level. An entire column cage (vertical bars and ties or spirals) can then be pre-assembled and
set into place. If lap splices are used in critical tension areas,
increased lap lengths or spirals or ties must be provided in
these locations. When lap splices are provided, the bars that
extend up from below may have to come inside of the bars
above. When mechanical splices are used, it is necessary
to have the bar from below extend up directly under the bar
above to which it is to be spliced. See Figs. 7-2 and 7-3.
When larger columns with many #14 or #18 bars are used, a column cage with 4 to 8 vertical bars and its ties or spirals is first set
and spliced to the vertical column bars from below. Thereafter, the
remaining vertical bars are individually lowered inside the column
cage and spliced. Erection with staggered splices, multi-story
lifts and large size bars may be complicated by certain column tie
arrangements. See “Details and Detailing of Concrete Reinforcement,” ACI Detailing Manual for recommended tie arrangements.
A point often overlooked in the design for lap splices of offsetbent column vertical bars is the reduction in effective depth of
the offset-bent bars. This effect can usually be safely neglected when the stress is always compressive with low reinforcement ratios. If the area of longitudinal reinforcing bars is in
excess of 0.04 of the gross column area and large moments,
design moment strength should be reduced. An approximation for this reduction, R, is shown in Fig. 7-1:
Where column size above is unchanged from that below, “upside down” offset-bent bars are effective to maintain the full
design moment strength at column splices. In U.S. practice,
this detail is not common, and should be fully illustrated on
structural drawings to avoid misunderstandings, whenever its
use is deemed necessary.
Concrete Reinforcing Steel Institute
NOTES:
1. Assumed factored moments above base cause bar tension and factored moment at base = 0.
2. For most designs when φPn maximum equals 0.80 φPo, tensile fs < 0.5fs . In special
cases with large eccentricities for high wind moments, tensile As furnished ≤ 2 As
required.
Fig. 7-2 Typical Tied Column, #11 Bars or Smaller
7-1
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Horizontal splices occur in cast in place reinforced concrete
members for two reasons: (1) to provide for construction joints,
temporary or permanent, and (2) to provide for continuity in reinforcing bars that are too long to furnish in one piece. Mechanical splices must be used for bar sizes #14 and #18 in horizontal
applications in heavily reinforced mats and beams, but can also
be used for smaller bar sizes to reduce congestion. Lap splices
may be in contact or spaced, but preferably in contact.
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Reinforcing Bars: Anchorages and Splices
NOTES:
1. For compression-controlled lap splices, use lap length of 30 db unless otherwise noted.
2. F
or tension-controlled lap splices, provide Class of lap as specified by Architect/Engineer. Lap lengths per tables in Appendix A.
3. When lap splicing bars of different sizes, the length of lap is determined as follows: lap for smaller bar, but may not be less than compression development length of larger bar.
Fig. 7-3 Columns Resisting Factored Moments, #11 or Smaller Bars
7-2
Concrete Reinforcing Steel Institute
Reinforcing Bars: Anchorages and Splices
CHA PTER 8
Using the Development and Lap Splice Length Tables
8.1 Introduction
This chapter is intended to provide information and guidance
on how to correctly use the development and lap splice tables
contained within this publication. The examples provided are
for informational purposes only.
The tables contained in this publication show calculated development lengths for Grade 60 reinforcing bars. Grade multipliers
for other Grades, such as Grade 75 or Grade 80 are included.
To calculate the development length of a bar whose Grade is
not 60, simply multiply the tabulated value for the scenario at
hand by the grade multiplier provided in the Table notes.
For Grade 75 reinforcing bars, the development and lap splice
lengths shown in the tables must be multiplied by 1.25( = 75/60).
Example:
The table shows a lap splice value of 28" when considering all of the appropriate variable that exist in the situation
at hand. Remember, this value is for Grade 60 reinforcing
bars ONLY. If you are detailing Grade 75 reinforcing bars and
need the lap splice length for that Grade, you must multiply
the table value by 1.25.
28" × 1.25 = 35.00 or 35" lap splice length
For Grade 80 reinforcing bars, the development and lap splice
lengths shown in the tables must be multiplied by 1.33 ( = 80/60).
Example:
The table shows a lap splice value of 28" when considering
all of the appropriate variable that exist in the situation at
hand. Remember, this value is for Grade 60 reinforcing bars
ONLY. If you are detailing Grade 80 reinforcing bars and
need that lap splice value, you must multiply the table
value by 1.33.
28" × 1.33 = 37.52 or 38" lap splice length (rounded up to
the nearest whole inch)
8.3 Coatings of Reinforcing Steel
The tables contained in this publication show calculated development lengths for both uncoated and epoxy-coated reinforcing
bars. Note that the development lengths for epoxy-coated
bars are longer than those for uncoated bars. This is required
per ACI 318 Building Code and is due to the fact that the
epoxy coating decreases the bond between the bar and the
surrounding concrete, thus increasing the required development
length. For purposes of calculating development length, zinc
coated (galvanized) reinforcing bars need to be treated as
uncoated bars.
8.4 Location of Reinforcing Steel
The tables contained in this publication reference Top Bars and
Concrete Reinforcing Steel Institute
Background
The term “top bar” is used to describe reinforcing bars in two
ways:
1.
he location of horizontal reinforcement in freshly cast
T
concrete in regard to calculating development length,
namely the reinforcement location factor, ψt.
2.
he position of horizontal reinforcement inside a conT
crete member with respect to other reinforcing bars
and concrete surfaces.
Drawing a distinction between the uses of this term is
important because it has a direct impact on the development
length / lap splice length being designed, detailed and placed
correctly.
Top Bar Definition in the ACI 318 Building Code
The location of the reinforcement in freshly cast concrete
is discussed in ACI 318, Table 25.4.2.4 - Development of
deformed bars and deformed wire in tension. Namely the
discussion revolves around the reinforcement location factor,
ψt , which is one of the factors used in the expressions for development of deformed bars and deformed wires in tension.
According to ACI 318 Table 25.4.2.4, there is a distinction that
needs to be made between reinforcing bars with more than
12 inches of freshly cast concrete below the development
length or lap splice and reinforcing bars with 12 inches or less
of freshly cast concrete below the development length or lap
splice.
ACI 318, Table 25.4.2.4—Modification factors for developement
of deformed bars and deformed wires in tension
Modification
Factor
Casting
position[1]
ψt
Value of
Factor
Condition
More than 12 in. of fresh concrete
placed below horizontal reinforcement
1.3
Other
1.0
[1]The reinforcement location or casting position factor ψ accounts
t
for the position of the reinforcement in freshly placed concrete.
The factor 1.3 is based on research (Jirsa and Breen 1981; Jeanty
et al. 1988). The application of the casting position factor should be
considered in determination of development lengths for inclined
reinforcement.
Reinforcing bars with more than 12 inches of freshly cast
concrete beneath the bars are referred to as “top bars”.
Reinforcing bars with 12 inches or less of freshly cast concrete
beneath the bars are referred to as “other bars”.
8-1
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8.2 Grades of Reinforcing Steel
Other Bars. It is important to clearly understand the difference
between these two terms and how to determine if the bars
being developed and/or lap spliced are “top bars” or “other
bars”.
Reinforcing Bars: Anchorages and Splices
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Top Bar Definition for Position of Reinforcement
Inside of a Concrete Member
The position of the reinforcement inside of a concrete member
with respect to other reinforcing bars and concrete surfaces is
described by using phrases that identify the location and/or orientation. Examples include but are not limited to “bottom bar”,
“top bar”, “side-face bar”, etc. The term “bottom bar” describes
a reinforcing bar that is located near the bottom surface of the
concrete member. The term “top bar” describes a reinforcing bar labeled as such is located near the top surface of the
concrete member. Figure 8-1 illustrates this point. Regardless
of the depth of the concrete, the bars in this foundation mat
would be described as they are labeled. The description strictly
refers to their location within the concrete member.
Top Bar Definition for Reinforcing Bar Detailing
and Placement
Reinforcing Bar Detailers and Placers must understand both of
the intended meanings of the term “top bar”. Since the same
term is used to describe two characteristics of reinforcing bars,
this can easily cause confusion. The “top bar” descriptions in Figure 8-1 are accurate regardless of the depth of the concrete since
they only describe the bars’ position inside the concrete member.
However, the fact that they are called a top bar based on their
position doesn’t always mean they are considered a top bar with
respect to calculating development and lap splice lengths.
ing drawing or during the course of a conversation, doesn’t
automatically mean that it is a top bar in terms of calculating
development and lap splice lengths. There are many times
where “top bars” require “other bar” development and lap
splice lengths. Be careful to draw this important distinction
between the intended meaning of the terms when creating drawings, checking drawings or discussing with parties
involved in a project.
Related Discussion – Horizontal Reinforcing Bars
in Walls
All horizontal reinforcing bars in cast-in-place walls should
be treated as top bars when considering development and
lap splice lengths. Technically, the first run of horizontal bars
(located a 1/2 space from the top of the footing) and possibly
the next few runs of horizontal bars (depending on the c/c
spacing) would be treated as “other bars” and the remaining
runs would be treated as “top bars” (since they would have
more than 12" of concrete cast below them). However, to
simplify the detailing and placement of this reinforcing, it is
best to treat them all as “top bars”, which in turn allows for
consistency in lap splice lengths within the same wall. Figure
8-2 illustrates this point.
Example 1:
If the depth of the concrete foundation mat is 24", the top
bars are considered top bars in terms of position and for
calculating development and lap splice lengths since there
is more than 12 inches of freshly cast concrete below them.
Example 2:
If the depth of the concrete foundation mat is 12", the top
bars are considered top bars in terms of position but not for
calculating development and lap splice lengths since there
is less than 12 inches of freshly cast concrete below them.
In this case, the bars need to be considered “other bars” for
the later purpose.
Summary
Calling a reinforcing bar a “top bar” to describe its position
within a concrete member on a structural drawing, plac-
Figure 8-2 Example wall section showing horizontal reinforcing bars
Related Discussion – Vertical Reinforcing Bars
All vertical reinforcing bars in cast-in-place concrete should be
treated as “other bars” when considering development and
lap splice lengths.
Related Discussion – Bottom Bars
Similar to the discussion on the term “top bar” above, the
term “bottom bar” describes that the reinforcing bar labeled
as such is located near the bottom surface of the concrete
member. The description strictly refers to their location within
the concrete member. That being said, there are cases where
a bottom bar can be a “top bar” in terms of calculating development and lap splice lengths. This of course is based on the
amount of freshly cast concrete below it.
Figure 8-1 Example section through foundation mat
8-2
Concrete Reinforcing Steel Institute
Reinforcing Bars: Anchorages and Splices
8.5 How to Determine When It is Appropriate
to Use A1 vs. A3 Tables
The A1 tables in Appendix A of this publication are applicable
to reinforcing bars in ALL concrete members. The A3 tables in
Appendix A of this publication are applicable to reinforcing bars
in ALL cast-in-place concrete walls & ALL cast-in-place slabs.
A3 Tables, Note 3:
When the variable “cb” from Section 25.4.2.3 was calculated,
it was assumed that concrete cover controlled. That is, c.-c.
spacing was assumed to be greater than 1.0 db plus twice the
concrete cover.
This means that for each combination of bar size and concrete
cover there is a minimum c/c spacing value that must be met. If
this value is not exceeded, the A3 tables cannot be used. In these
cases, the lap splice values must be obtained from the A1 tables.
Additionally, A3 tables can be applied to continuous footings
or pile caps.
8.6 Quick Reference Tables
To make the tables as user-friendly as possible, there are quick reference tables provided below the tables. These quick reference
tables provide calculations for some of the table’s notes.
Tables A1(a)–A1(h): Note 4 Quick Reference
Bar
Size
1db
2db
Tables A1(a)–A1(h): Note 8 Quick Reference
3db
Bar
Size
7db
3db
0.375"
0.750"
1.125"
#3
3"
2"
0.500"
1.000"
1.500"
#4
4"
2"
#5
0.625"
1.250"
1.875"
#5
5"
2"
Concrete Cover Check
#3
#4
1.500"
2.250"
#6
1.750"
2.625"
#7
2.000"
3.000"
#8
2.256"
3.384"
#9
2.540"
3.810"
#10
1.410"
2.820"
4.230"
#11
10"
5"
#14
1.693"
3.386"
5.079"
#14
12"
6"
#18
2.257"
4.514"
6.771"
#18
16"
7"
#8
#9
#10
#11
0.750"
Spacing Check
#6
#7
0.875"
1.000"
1.128"
1.270"
Tables A3(a)–A3(h): Note 3 Quick Reference
Concrete Cover (in inches)
IF c/c
spacing
is greater
than or
equal to:
6"
7"
7"
8"
9"
AND
cover is
greater
than or
equal to:
3"
3"
3"
4"
4"
Tables A3(a)–A3(h): Note 6 Quick Reference
Bar
Size
0.75
1
1.5
2
3
Bar
Size
7db
3db
#3
2"
3"
4"
5"
7"
#3
3"
2"
#4
2"
3"
4"
5"
7"
#4
4"
2"
#5
3"
3"
4"
5"
7"
#5
5"
2"
#6
3"
3"
4"
5"
7"
#6
6"
3"
#7
3"
3"
4"
5"
7"
#7
Required c/c spacing
(in inches)
THEN epoxy-coated
values may be
multiplied by 0.918
for top bars or 0.8
for other bars.
This should be
approved by the
engineer PRIOR to
detailing/fabrication.
#8
3"
3"
4"
5"
7"
#9
3"
4"
5"
6"
8"
#10
3"
4"
5"
6"
8"
#10
#8
#9
IF c/c
spacing
is greater
than or
equal to:
7"
7"
8"
9"
AND
cover is
greater
than or
equal to:
3"
3"
4"
4"
#11
3"
4"
5"
6"
8"
#11
10"
5"
#14
4"
4"
5"
6"
8"
#14
12"
6"
#18
4"
5"
6"
7"
9"
#18
16"
7"
THEN epoxy-coated
values may be
multiplied by 0.918
for top bars or 0.8
for other bars.
This should be
approved by the
engineer PRIOR to
detailing/fabrication.
For each combination of bar size and concrete cover, the c/c spacing must be greater
than the value shown above or VALUES MUST BE DETAILED USING Tables
A1(a) – A1(h).
Concrete Reinforcing Steel Institute
8-3
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There is one primary difference between these two sets of
tables. The A3 (Wall and Slab) tables are applicable for concrete
members that do not have transverse reinforcement present –
specifically, stirrups or ties. These tables are based on the more
complicated section 25.4.2.3 of the ACI 318 Building Code, with
the design simplification that transverse reinforcement is not
present. The Ktr factor in Equation 25.4.2.3a, which represents the
contribution from confining transverse reinforcement, is equal to
zero. The values shown in these A3 tables are applicable to all
reinforced, normal weight concrete walls and slabs (elevated and
on ground) as long as they meet the requirements outlined in
note 3 of the table.
Reinforcing Bars: Anchorages and Splices
12 "
1
8.7 Reading the Tables to Find Development/
Lap Splice Values
2#6 Top
Work through the A1(c) table from left-to-right and top-tobottom in order to find the correct value.
2' – 0"
2#9 Bot
• Size
1' – 6"
• Lap Class
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
2 #9 Bottom Bars:
2 #6 Top Bars:
• Uncoated vs. Epoxy-Coated
• Top Bar vs. Other Bar
• Table A1(c)
• #9
• Class A Lap Splice
• Uncoated Bars
• Other Bars
• Note 4 Check = Beam
• Note 4 Check = Case 1
• 48"
• No multiplier required
• 48" is the correct lap
splice length
• Table A1(c)
• #6
• Class B Lap Splice
• Uncoated Bars
• Top Bars
• Note 4 Check = Beam
• Note 4 Check = Case 1
• 43"
• No multiplier required
• 43" is the correct lap
splice length
• Element and Case 1 vs. Case 2 (Note 4 check)
• VALUE FOUND!
• Apply any note multipliers (as needed)
Example:
Select the correct Class B Lap Splice Length for the 2 #6 Top
bars and the correct Class A Lap Splice Length for the 2 #9
Bottom bars in the 5,000 psi beam shown:
Table A1(c) for 5,000 psi Concrete:
Uncoated Bars
Bar Size
#3
#4
#5
#6
#7
#8
Top Bars
Other Bars
Top Bars
Other Bars
Case 1
Case 2
Case 1
Case 2
Case 1
Case 2
Case 1
Case 2
A
17
25
13
19
22
33
19
29
B
22
33
17
25
28
42
25
38
A
22
33
17
26
29
44
26
38
B
29
43
22
33
38
57
33
50
A
28
42
22
32
36
54
32
48
B
36
54
28
42
47
71
42
62
A
33
50
26
38
44
65
38
58
B
43
65
33
50
57
85
50
75
A
49
73
37
56
63
95
56
84
B
63
94
49
73
82
123
73
109
A
55
83
43
64
72
108
64
96
B
72
108
55
83
94
141
83
124
A
63
94
48
72
82
122
72
108
B
81
122
63
94
106
159
94
140
A
70
105
54
81
92
138
81
122
B
91
137
70
105
119
179
105
158
A
78
117
60
90
102
153
90
135
B
101
152
78
117
133
199
117
175
#14
N/A
94
140
72
108
122
183
108
162
#18
N/A
125
187
96
144
163
244
144
216
#9
#10
#11
8-4
Lap Class
Epoxy-Coated Bars
Concrete Reinforcing Steel Institute
Reinforcing Bars: Anchorages and Splices
1'–2"
Work through the A3(b) table from left-to-right and top-tobottom in order to find the correct value.
#6 Dowel @10"
1
12 "
• Size
• Lap Class
#5 Dowel @12"
• Concrete Cover
• Uncoated vs. Epoxy Coated
• Top Bar vs. Other Bar
Example:
Table A3(b) for 4,000 psi concrete
Concrete Cover = 0.75 in.
#3
#4
#5
#6
#7
#8
#9
#10
#11
Lap Class
• Table A3(b)
• Note 3 Check = A3 allowed
• #5
• Class B Lap Splice
• Concrete cover = 1.5"
• Uncoated Bars
• Other Bars
• 19"
• No multiplier required
• 19" is the correct lap
splice length
• Table A3(b)
• Note 3 Check = A3 allowed
• #6
• Class B Lap Splice
• Concrete cover = 1.5"
• Uncoated Bars
• Other Bars
• 22"
• No multiplier required
• 22" is the correct lap
splice length
Select the correct Class B Lap Splice Lengths for the #5 and
#6 dowels in the 4,000 psi wall:
Bar Size
#5 Dowels:
#6 Dowels:
• Apply any note multipliers (as needed)
Concrete Cover = 1.00 in.
Concrete Cover = 1.5 in.
Uncoated
Epoxy-Coated
Uncoated
Epoxy-Coated
Uncoated
Epoxy-Coated
Top
Top
Top
Top
Top
Top
Other
Other
Other
Other
Other
Other
A
12
12
15
13
12
12
15
13
12
12
15
13
B
15
12
19
17
15
12
19
17
15
12
19
17
A
19
15
24
22
15
12
20
17
15
12
20
17
B
24
19
32
28
20
15
25
22
20
15
25
22
A
28
21
36
32
22
17
29
26
19
15
24
22
B
36
28
47
41
29
22
38
33
24
19
32
28
A
37
29
49
43
31
24
40
35
22
17
29
26
B
48
37
63
56
40
31
52
46
29
22
38
34
A
60
46
78
69
50
38
65
57
37
28
48
42
B
78
60
102
90
64
50
84
74
48
37
62
55
A
74
57
97
86
62
48
81
71
47
36
61
54
B
96
74
126
111
80
62
105
93
60
47
79
70
A
90
69
117
104
76
58
99
87
57
44
75
66
B
117
90
153
135
98
76
128
113
74
57
97
86
A
108
83
141
125
92
70
120
106
70
54
92
81
B
140
108
183
162
119
92
155
137
91
70
119
105
A
127
98
166
146
108
83
141
125
84
64
109
97
B
165
127
215
190
141
108
184
162
109
84
142
125
Concrete Reinforcing Steel Institute
8-5
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
• VALUE FOUND!
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
Reinforcing Bars: Anchorages and Splices
CHA PTER 9
References
American Association of State Highway and
Transportation Officials (AASHTO)
AASHTO LRFD Bridge Design Specifications, 7th Edition, 2016
American Concrete Institute (ACI)
318-14/318R-14 Building Code Requirements for Structural
Concrete and Commentary
349-13/349R-13 Code Requirements for Nuclear Safety-Related
Concrete Structures and Commentary
Frequently Asked Questions (FAQ) About Headed Reinforcing
Bars (ETN-M-3-14)
Frequently Asked Questions (FAQ) About Mechanical Splices
(ETN-M-4-14)
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
301-16 Specifications for Structural Concrete
Concrete Reinforcing Steel Institute (CRSI)
Introduction to Steel Reinforcing Bar Splices (ETN-M-1-13)
Staggered Lap Splices (ETN-D-2-13)
International Code Council (ICC)
2015 International Building Code
352R-10 Recommendations for Design of Beam-Column
Connections in Monolithic Reinforced Concrete
Structures
SP-66 (04) ACI Detailing Manual
American Society for Testing and Materials (ASTM)
A615/A615M-16 Standard Specification for Deformed and
Plain Carbon-Steel Bars for Concrete
Reinforcement
A706/A706M-16 Standard Specification for Deformed and
Plain Low-Alloy Steel Bars for Concrete
Reinforcement
A970/A970M-16 Standard Specification for Headed Steel
Bars for Concrete Reinforcement
A996/A996M-16Standard Specification for Rail-Steel and
Axle-Steel Deformed Bars for Concrete
Reinforcement
A1034/A1034M-15 Standard Test Methods for Testing Mechanical
Splices for Steel Reinforcing Bars
American Society of Mechanical Engineers (ASME)
BPVC-III-2-2017Code for Concrete Reactor Vessels and
Containments
American Welding Society (AWS)
AWS D1.4/D1.4M: 2011 Structural Welding Code—
Reinforcing Steel
Applicability of Seismic Design in Mitigating
Progressive Collapse
W. Gene Corley; CTL Group; Skokie, Illinois; 2002.
Concrete Reinforcing Steel Institute
9-1
Reinforcing Bars: Anchorages and Splices
Contact Information
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
American Association of State Highway
and Transportation Officials
444 North Capitol Street N.W., Suite 249
Washington, DC 20001
Phone: (202) 624-5800 Fax: (202) 624-5806
Website: www.aashto.org
American Concrete Institute
38800 Country Club Drive
Farmington Hills, Michigan 48331-3439
Tel: (248) 848-3700 Fax: (248) 848-3701
Web: www.concrete.org
American Society of Mechanical Engineers
Two Park Ave
New York, NY 10016-5990
Phone: (800) 843-2763 Fax: (202) 429-9417
Website: www.asme.org
American Society for Testing and Materials
100 Barr Harbor Drive
West Conshohocken, PA 19428-2959
Phone: (610) 832-9500 Fax: (610) 832-9555
Website: www.astm.org
American Welding Society
550 N.W. LeJeune Road
Miami, FL 33126
Phone: (305) 443-9353 Fax: (305) 443-7559
Website: www.aws.org
Concrete Reinforcing Steel Institute
933 N. Plum Grove Road
Schaumburg, IL 60173
Phone: (847) 517-1200 Fax: (847) 517-1206
Website: www.crsi.org
CTL Group
5400 Old Orchard Road
Skokie, IL 60077-1030
Phone: (847) 965-7500 Fax: (847) 965-6541
Website: www.ctlgroup.com
International Code Council
500 New Jersey Ave, NW
Washington, DC 20001-2070
Phone: (888) 422-7233 Fax: (202) 783-2348
Website: www.iccsafe.org
9-2
Concrete Reinforcing Steel Institute
Reinforcing Bars: Anchorages and Splices—Appendix A
APPENDI X A
Development and Lap Splice Tables
Bar Size
Lap Class
A
B
A
B
A
B
A
B
A
B
A
B
A
B
A
B
A
B
N/A
N/A
#3
#4
#5
#6
#7
#8
#9
#10
#11
#14
#18
Uncoated Bars
Top Bars
Other Bars
Case 1
Case 2
Case 1
Case 2
22
32
17
25
28
42
22
32
29
43
22
33
37
56
29
43
36
54
28
41
47
70
36
54
43
64
33
50
56
84
43
64
63
94
48
72
81
122
63
94
72
107
55
82
93
139
72
107
81
121
62
93
105
157
81
121
91
136
70
105
118
177
91
136
101
151
78
116
131
196
101
151
121
181
93
139
161
241
124
186
Epoxy-Coated Bars
Top Bars
Other Bars
Case 1
Case 2
Case 1
Case 2
28
42
25
37
37
55
32
48
38
56
33
50
49
73
43
64
47
70
41
62
61
91
54
80
56
84
50
74
73
109
64
96
82
123
72
108
106
159
94
140
93
140
82
124
121
182
107
161
105
158
93
139
137
205
121
181
119
178
105
157
154
231
136
204
132
197
116
174
171
256
151
226
158
237
139
209
210
316
186
278
Concrete cover at least 1.0 db and c.-c. spacing at least 2.0 db
Case 1
Concrete cover at least 1.0 db and c.-c. spacing at least 3.0 db
Case 2
Concrete cover less than 1.0 db or c.-c. spacing less than 3.0 db
All
Others
Concrete cover less than 1.0 db or c.-c. spacing less than 2.0 db
See Table on the right.
5. Lap splice lengths (minimum of 12 inches) are multiples of tension development lengths; Class
A = 1.0 ℓd and Class B = 1.3 ℓd (ACI 318-14, Table 25.5.2.1). When determining the lap
splice length, ℓd is calculated without the 12-inch minimum of ACI 25.4.2.1.
6. ACI 318-14 does not allow tension lap splices of #14 or #18 bars. The tabulated values for
those bar sizes are the tension development lengths.
7. Top bars are horizontal bars with more than 12 in. of concrete cast below the bars.
8. For epoxy-coated bars, if the c.-c. spacing is at least 7.0 db and the concrete cover is at least
3.0 db , then Case 1 lengths may be multiplied by 0.918 (for top bars) or 0.8 (for other bars).
See Table on the right.
9. For Grade 75 reinforcing bars, lengths must be multiplied by 1.25. Likewise, multiply by
1.33 for Grade 80 and 1.67 for Grade 100.
10. For lightweight aggregate concrete, multiply the tabulated values by 1.33.
11. Galvanized bars are treated the same as uncoated bars.
Concrete Reinforcing Steel Institute
Spacing Check
Case 1
Beams,
Columns Case 2
Concrete Cover Check
Tables A1(a)–A1(h): Note 4 Quick Reference
NOTES:
1. Tabulated values are based on a minimum yield strength of 60,000 psi. Tabulated lengths are
Bar Size
2db
1db
in inches.
0.375"
0.750"
#3
2. Tension development lengths and tension lap splice lengths are calculated per ACI 318-14,
#4
0.500"
1.000"
Sections 25.4.2.2 and 25.5.2, respectively.
#5
0.625"
1.250"
3. Tabulated values for beams or columns are based on transverse reinforcement and concrete
cover meeting minimum Code requirements.
#6
0.750"
1.500"
4. Cases 1 and 2, which depend on the type of structural element, concrete cover, and center-to#7
0.875"
1.750"
center spacing of the bars, are defined as:
#8
1.000"
2.000"
#9
1.128"
2.256"
#10
1.270"
2.540"
#11
1.410"
2.820"
#14
1.693"
3.386"
#18
2.257"
4.514"
Tables A1(a)–A1(h): Note 8 Quick Reference
3db
1.125"
1.500"
1.875"
2.250"
2.625"
3.000"
3.384"
3.810"
4.230"
5.079"
6.771"
Bar
7db
3db
Size
3"
2"
#3
#4
4"
2" THEN epoxy-coated
lengths may be
#5
5"
2"
multiplied
by 0.918
AND
IF
c/c
#6
6"
3"
for top bars or 0.8
cover is
spacing
#7
7"
3"
greater
#8 is greater 7"
3" for other bars. This
than or
than or
#9
8"
4" should be approved
by the Engineer
#10 equal to: 9" equal to: 4"
PRIOR to detailing
#11
10"
5"
and fabrication.
#14
12"
6"
#18
16"
7"
A-1
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Tables A1(a) – Tension Development & Lap Splice Lengths for Bars (ACI 318, Section 25.4.2.2)
f 'c = 3,000 psi
Reinforcing Bars: Anchorages and Splices—Appendix A
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
Tables A1(b) – Tension Development & Lap Splice Lengths for Bars (ACI 318, Section 25.4.2.2)
f 'c = 4,000 psi
Bar Size
Lap Class
A
B
A
B
A
B
A
B
A
B
A
B
A
B
A
B
A
B
N/A
N/A
#3
#4
#5
#6
#7
#8
#9
#10
#11
#14
#18
Uncoated Bars
Top Bars
Other Bars
Case 1
Case 2
Case 1
Case 2
19
28
15
22
24
36
19
28
25
37
19
29
32
48
25
37
31
47
24
36
40
60
31
47
37
56
29
43
48
72
37
56
54
81
42
63
70
106
54
81
62
93
48
71
80
121
62
93
70
105
54
81
91
136
70
105
79
118
61
91
102
153
79
118
87
131
67
101
113
170
87
131
105
157
81
121
139
209
107
161
Epoxy-Coated Bars
Top Bars
Other Bars
Case 1
Case 2
Case 1
Case 2
24
37
22
32
32
47
28
42
33
49
29
43
42
63
37
56
41
61
36
54
53
79
47
70
49
73
43
64
63
95
56
84
71
106
63
94
92
138
81
122
81
121
71
107
105
158
93
139
91
137
81
121
119
178
105
157
103
154
91
136
133
200
118
177
114
171
101
151
148
222
131
196
137
205
121
181
182
273
161
241
Reference Table A1(a) Notes.
Tables A1(c) – Tension Development & Lap Splice Lengths for Bars (ACI 318, Section 25.4.2.2)
f 'c = 5,000 psi
Bar Size
Lap Class
#3
#4
#5
#6
#7
#8
#9
#10
#11
#14
#18
A
B
A
B
A
B
A
B
A
B
A
B
A
B
A
B
A
B
N/A
N/A
Uncoated Bars
Top Bars
Other Bars
Case 1
Case 2
Case 1
Case 2
17
25
13
19
22
33
17
25
22
33
17
26
29
43
22
33
28
42
22
32
36
54
28
42
33
50
26
38
43
65
33
50
49
73
37
56
63
94
49
73
55
83
43
64
72
108
55
83
63
94
48
72
81
122
63
94
70
105
54
81
91
137
70
105
78
117
60
90
101
152
78
117
94
140
72
108
125
187
96
144
Epoxy-Coated Bars
Top Bars
Other Bars
Case 1
Case 2
Case 1
Case 2
22
33
19
29
28
42
25
38
29
44
26
38
38
57
33
50
36
54
32
48
47
71
42
62
44
65
38
58
57
85
50
75
63
95
56
84
82
123
73
109
72
108
64
96
94
141
83
124
82
122
72
108
106
159
94
140
92
138
81
122
119
179
105
158
102
153
90
135
133
199
117
175
122
183
108
162
163
244
144
216
Reference Table A1(a) Notes.
A-2
Concrete Reinforcing Steel Institute
Reinforcing Bars: Anchorages and Splices—Appendix A
Tables A1(d) – Tension Development & Lap Splice Lengths for Bars (ACI 318, Section 25.4.2.2)
f 'c = 6,000 psi
Lap Class
A
B
A
B
A
B
A
B
A
B
A
B
A
B
A
B
A
B
N/A
N/A
#3
#4
#5
#6
#7
#8
#9
#10
#11
#14
#18
Uncoated Bars
Top Bars
Other Bars
Case 1
Case 2
Case 1
Case 2
15
23
12
18
20
30
15
23
20
31
16
24
26
40
20
31
25
38
20
29
33
49
25
38
31
46
24
35
40
59
31
46
44
66
34
51
58
86
44
66
51
76
39
58
66
98
51
76
57
85
44
66
74
111
57
85
64
96
49
74
83
125
64
96
71
107
55
82
93
139
71
107
86
128
66
99
114
171
88
131
Epoxy-Coated Bars
Top Bars
Other Bars
Case 1
Case 2
Case 1
Case 2
20
30
18
26
26
39
23
34
27
40
24
35
35
52
31
46
33
50
29
44
43
64
38
57
40
60
35
53
52
77
46
68
58
87
51
77
75
113
66
99
66
99
58
87
86
129
76
114
75
112
66
99
97
145
85
128
84
126
74
111
109
163
96
144
93
140
82
123
121
181
107
160
112
168
99
148
149
223
131
197
Reference Table A1(a) Notes.
Tables A1(e) – Tension Development & Lap Splice Lengths for Bars (ACI 318, Section 25.4.2.2)
f 'c = 7,000 psi
Bar Size
Lap Class
A
B
A
B
A
B
A
B
A
B
A
B
A
B
A
B
A
B
N/A
N/A
#3
#4
#5
#6
#7
#8
#9
#10
#11
#14
#18
Uncoated Bars
Top Bars
Other Bars
Case 1
Case 2
Case 1
Case 2
14
21
12
16
18
28
14
21
19
28
15
22
25
37
19
28
24
35
18
27
31
46
24
35
28
42
22
33
37
55
28
42
41
61
32
47
53
80
41
61
47
70
36
54
61
91
47
70
53
79
41
61
69
103
53
79
59
89
46
69
77
116
59
89
66
99
51
76
86
128
66
99
79
119
61
91
106
158
81
122
Epoxy-Coated Bars
Top Bars
Other Bars
Case 1
Case 2
Case 1
Case 2
19
28
16
25
24
36
21
32
25
37
22
33
32
48
28
42
31
46
27
41
40
60
35
53
37
55
33
49
48
72
42
63
54
80
47
71
70
104
61
92
61
92
54
81
80
119
70
105
69
103
61
91
90
134
79
119
78
116
69
103
101
151
89
133
86
129
76
114
112
168
99
148
103
155
91
137
138
207
122
182
Reference Table A1(a) Notes.
Concrete Reinforcing Steel Institute
A-3
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
Bar Size
Reinforcing Bars: Anchorages and Splices—Appendix A
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
Tables A1(f) – Tension Development & Lap Splice Lengths for Bars (ACI 318, Section 25.4.2.2)
f 'c = 8,000 psi
Bar Size
Lap Class
A
B
A
B
A
B
A
B
A
B
A
B
A
B
A
B
A
B
N/A
N/A
#3
#4
#5
#6
#7
#8
#9
#10
#11
#14
#18
Uncoated Bars
Top Bars
Other Bars
Case 1
Case 2
Case 1
Case 2
13
20
12
15
17
26
13
20
18
26
14
20
23
34
18
26
22
33
17
25
29
43
22
33
26
40
20
30
34
51
26
40
38
58
30
44
50
75
38
58
44
66
34
51
57
85
44
66
49
74
38
57
64
96
49
74
56
83
43
64
72
108
56
83
62
93
48
71
80
120
62
93
74
111
57
85
99
148
76
114
Epoxy-Coated Bars
Top Bars
Other Bars
Case 1
Case 2
Case 1
Case 2
17
26
15
23
23
34
20
30
23
35
20
30
30
45
26
40
29
43
25
38
37
56
33
49
35
52
30
46
45
67
40
59
50
75
44
66
65
98
58
86
57
86
51
76
74
111
66
98
65
97
57
85
84
126
74
111
73
109
64
96
94
142
83
125
81
121
71
107
105
157
93
139
97
145
85
128
129
193
114
171
Reference Table A1(h) Notes.
Tables A1(g) – Tension Development & Lap Splice Lengths for Bars (ACI 318, Section 25.4.2.2)
f 'c = 9,000 psi
Bar Size
Lap Class
#3
#4
#5
#6
#7
#8
#9
#10
#11
#14
#18
A
B
A
B
A
B
A
B
A
B
A
B
A
B
A
B
A
B
N/A
N/A
Uncoated Bars
Top Bars
Other Bars
Case 1
Case 2
Case 1
Case 2
13
19
12
15
16
24
13
19
17
25
13
19
22
32
17
25
21
31
16
24
27
40
21
31
25
37
19
29
32
48
25
37
36
54
28
42
47
70
36
54
41
62
32
48
54
80
41
62
47
70
36
54
61
91
47
70
53
79
40
61
68
102
53
79
58
87
45
67
76
113
58
87
70
105
54
81
93
139
72
107
Epoxy-Coated Bars
Top Bars
Other Bars
Case 1
Case 2
Case 1
Case 2
16
24
15
22
21
32
19
28
22
33
19
29
28
42
25
37
27
41
24
36
35
53
31
47
33
49
29
43
42
63
37
56
47
71
42
63
61
92
54
81
54
81
48
71
70
105
62
93
61
91
54
81
79
119
70
105
69
103
61
91
89
133
79
118
76
114
67
101
99
148
87
131
91
137
81
121
122
182
107
161
Reference Table A1(h) Notes.
A-4
Concrete Reinforcing Steel Institute
Reinforcing Bars: Anchorages and Splices—Appendix A
Tables A1(h) – Tension Development & Lap Splice Lengths for Bars (ACI 318, Section 25.4.2.2)
f 'c = 10,000 psi
#4
#5
#6
#7
#8
#9
#10
#11
#14
#18
NOTES:
1. Tabulated values are based on a minimum yield strength of 60,000 psi. Tabulated lengths are
in inches.
2. Tension development lengths and tension lap splice lengths are calculated per ACI 318-14,
Sections 25.4.2.2 and 25.5.2, respectively.
3. Tabulated values for beams or columns are based on transverse reinforcement and concrete
cover meeting minimum Code requirements.
4. Cases 1 and 2, which depend on the type of structural element, concrete cover, and center-tocenter spacing of the bars, are defined as:
Case 1
Beams,
Columns Case 2
Concrete cover at least 1.0 db and c.-c. spacing at least 2.0 db
Case 1
Concrete cover at least 1.0 db and c.-c. spacing at least 3.0 db
Case 2
Concrete cover less than 1.0 db or c.-c. spacing less than 3.0 db
All
Others
Concrete cover less than 1.0 db or c.-c. spacing less than 2.0 db
See Table on the right.
5. Lap splice lengths (minimum of 12 inches) are multiples of tension development lengths; Class
A = 1.0 ℓd and Class B = 1.3 ℓd (ACI 318-14, Table 25.5.2.1). When determining the lap
splice length, ℓd is calculated without the 12-inch minimum of ACI 25.4.2.1.
6. ACI 318-14 does not allow tension lap splices of #14 or #18 bars. The tabulated values for
those bar sizes are the tension development lengths.
7. Top bars are horizontal bars with more than 12 in. of concrete cast below the bars.
8. For epoxy-coated bars, if the c.-c. spacing is at least 7.0 db and the concrete cover is at least
3.0 db , then Case 1 lengths may be multiplied by 0.918 (for top bars) or 0.8 (for other bars).
See Table on the right.
9. For Grade 75 reinforcing bars, lengths must be multiplied by 1.25. Likewise, multiply by
1.33 for Grade 80 and 1.67 for Grade 100.
10. For lightweight aggregate concrete, multiply the tabulated values by 1.33.
11. Galvanized bars are treated the same as uncoated bars.
Concrete Reinforcing Steel Institute
Epoxy-Coated Bars
Top Bars
Other Bars
Case 1
Case 2
Case 1
Case 2
16
23
14
21
20
30
18
27
21
31
18
27
27
40
24
35
26
39
23
34
33
50
30
44
31
46
27
41
40
60
35
53
45
67
40
59
58
87
51
77
51
77
45
68
67
100
59
88
58
87
51
76
75
112
66
99
65
97
57
86
85
127
75
112
72
108
64
95
94
141
83
124
87
130
76
115
115
173
102
153
Tables A1(a)–A1(h): Note 4 Quick Reference
Bar Size
#3
#4
#5
#6
#7
#8
#9
#10
#11
#14
#18
1db
0.375"
0.500"
0.625"
0.750"
0.875"
1.000"
1.128"
1.270"
1.410"
1.693"
2.257"
Spacing Check
A
B
A
B
A
B
A
B
A
B
A
B
A
B
A
B
A
B
N/A
N/A
#3
Uncoated Bars
Top Bars
Other Bars
Case 1
Case 2
Case 1
Case 2
12
18
12
14
16
23
12
18
16
24
12
18
21
31
16
24
20
30
15
23
26
38
20
30
24
35
18
27
31
46
24
35
34
51
27
40
45
67
34
51
39
59
30
45
51
76
39
59
44
66
34
51
57
86
44
66
50
75
38
57
65
97
50
75
55
83
43
64
72
108
55
83
66
99
51
76
88
132
68
102
Concrete Cover Check
Lap Class
2db
0.750"
1.000"
1.250"
1.500"
1.750"
2.000"
2.256"
2.540"
2.820"
3.386"
4.514"
3db
1.125"
1.500"
1.875"
2.250"
2.625"
3.000"
3.384"
3.810"
4.230"
5.079"
6.771"
Tables A1(a)–A1(h): Note 8 Quick Reference
Bar
7db
3db
Size
3"
2"
#3
#4
4"
2" THEN epoxy-coated
lengths may be
#5
5"
2"
multiplied
by 0.918
AND
IF
c/c
#6
6"
3"
for top bars or 0.8
cover is
spacing
#7
7"
3"
for other bars. This
greater
#8 is greater 7"
3"
than or
than or
#9
8"
4" should be approved
by the Engineer
#10 equal to: 9" equal to: 4"
PRIOR to detailing
#11
10"
5"
and fabrication.
#14
12"
6"
#18
16"
7"
A-5
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
Bar Size
Reinforcing Bars: Anchorages and Splices—Appendix A
Tables A2(a) – Tension Development & Lap Splice Lengths for Bars (AASHTO)
f 'c = 3,000 psi
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
Bar Size
#3
#4
#5
#6
#7
#8
#9
#10
#11
#14
#18
Lap Class
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
N/A
N/A
Uncoated Bars
Top Bars
Other Bars
Cat. 1
Cat. 2
Cat. 1
Cat. 2
12
13
12
12
13
17
12
12
17
22
13
16
14
17
12
12
18
22
13
16
23
29
17
21
17
21
12
15
22
28
16
20
29
36
21
26
22
27
16
20
28
35
20
25
37
46
27
33
30
37
21
27
39
48
28
34
50
63
36
45
39
49
28
35
51
63
36
45
66
83
47
59
49
62
35
44
64
80
46
57
84
105
60
75
63
78
45
56
81
102
58
73
106
133
76
95
77
96
55
69
100
125
71
89
130
163
93
117
105
131
75
93
135
169
97
121
NOTES:
1. Tabulated values are based on a minimum yield strength of 60,000 psi. Tabulated
lengths are in inches.
2. Tension development lengths and tension lap splice lengths are calculated per AASHTO
LRFD Bridge Design Specifications (7th Edition, 2016), Articles 5.11.2.1 and
5.11.5.3, respectively.
3. Tabulated values for beams or columns are based on transverse reinforcement and
concrete cover meeting minimum AASHTO requirements.
4. Categories 1 and 2, which depend on side concrete cover, and center-to-center spacing of
the bars, are defined as:
Category 1 Side concrete cover at least 3 in. and c.-c. spacing at least 6 in.
Category 2 Side concrete cover less than 3 in. or c.-c. spacing less than 6 in.
5. Lap splice lengths (minimum of 12 inches) are multiples of tension development
lengths; Class A = 1.0 ℓd , Class B = 1.3 ℓd and Class C = 1.7 ℓd (AASHTO, Article
5.11.5.3.1). When determining the lap splice length, ℓd is calculated without the
12-inch minimum of AASHTO 5.11.2.1.
6. The AASHTO LRFD Bridge Specifications do not allow tension lap splices of #14 or
#18 bars. The tabulated values for those bar sizes are the tension development lengths.
7. Top bars are horizontal bars with more than 12 in. of concrete cast below the bars.
8. For epoxy-coated bars, if the c.-c. spacing is at least 7.0 db and the concrete cover is
at least 3.0 db , then Category 1 lengths may be multiplied by 0.988 (for top bars) or
0.800 (for other bars). See Table on the right.
A-6
Epoxy-Coated Bars
Top Bars
Other Bars
Cat. 1
Cat. 2
Cat. 1
Cat. 2
13
16
12
14
16
20
14
18
21
26
19
23
17
21
15
18
22
27
19
24
28
35
25
31
21
26
18
23
27
33
24
30
35
44
31
39
27
33
23
29
34
43
30
38
45
56
40
49
36
45
32
40
47
58
41
52
61
76
54
67
47
59
42
52
62
77
54
68
80
100
71
89
60
75
53
66
78
97
69
86
102
127
90
112
76
95
67
84
99
123
87
109
129
161
114
142
93
117
82
103
121
151
107
134
158
198
140
175
127
159
112
140
164
205
145
181
9.For Grade 75 reinforcing bars, lengths must be multiplied by 1.25. Likewise, multiply
by 1.33 for Grade 80 and 1.67 for Grade 100.
10. For lightweight aggregate concrete, multiply the tabulated values by 1.33.
11. Galvanized bars are treated the same as uncoated bars.
Tables A2(a)–A2(h): Note 8 Quick Reference
Bar
7db
3db
Size
3"
2"
#3
#4
4"
2" THEN epoxy-coated
lengths may be
#5
5"
2"
AND
IF c/c
#6
6"
3" multiplied by 0.988
cover is
spacing
#7
7"
3" for top bars or 0.800
for other bars. This
greater
#8 is greater 7"
3"
than or
than or
#9
8"
4" should be approved
by the Engineer
#10 equal to: 9" equal to: 4"
PRIOR to detailing
#11
10"
5"
and fabrication.
#14
12"
6"
#18
16"
7"
Concrete Reinforcing Steel Institute
Reinforcing Bars: Anchorages and Splices—Appendix A
Tables A2(b) – Tension Development & Lap Splice Lengths for Bars (AASHTO)
f 'c = 4,000 psi
Bar Size
#4
#5
#6
#7
#8
9#
#10
#11
#14
#18
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
N/A
N/A
Uncoated Bars
Top Bars
Other Bars
Cat. 1
Cat. 2
Cat. 1
Cat. 2
12
13
12
12
13
17
12
12
17
22
13
16
14
17
12
12
18
22
13
16
23
29
17
21
17
21
12
15
22
28
16
20
29
36
21
26
20
26
15
18
27
33
19
24
35
43
25
31
26
32
19
23
33
42
24
30
44
54
31
39
34
42
24
30
44
55
31
39
57
72
41
51
43
53
31
38
56
69
40
50
73
91
52
65
54
68
39
48
70
88
50
63
92
115
66
82
67
83
48
59
86
108
62
77
113
141
81
101
91
113
65
81
117
146
84
105
NOTES:
1. Tabulated values are based on a minimum yield strength of 60,000 psi. Tabulated
lengths are in inches.
2. Tension development lengths and tension lap splice lengths are calculated per AASHTO
LRFD Bridge Design Specifications (7th Edition, 2016), Articles 5.11.2.1 and
5.11.5.3, respectively.
3. Tabulated values for beams or columns are based on transverse reinforcement and
concrete cover meeting minimum AASHTO requirements.
4. Categories 1 and 2, which depend on side concrete cover, and center-to-center spacing of
the bars, are defined as:
Category 1 Side concrete cover at least 3 in. and c.-c. spacing at least 6 in.
Category 2 Side concrete cover less than 3 in. or c.-c. spacing less than 6 in.
5. Lap splice lengths (minimum of 12 inches) are multiples of tension development
lengths; Class A = 1.0 ℓd , Class B = 1.3 ℓd and Class C = 1.7 ℓd (AASHTO, Article
5.11.5.3.1). When determining the lap splice length, ℓd is calculated without the
12-inch minimum of AASHTO 5.11.2.1.
6. The AASHTO LRFD Bridge Specifications do not allow tension lap splices of #14 or
#18 bars. The tabulated values for those bar sizes are the tension development lengths.
7. Top bars are horizontal bars with more than 12 in. of concrete cast below the bars.
8. For epoxy-coated bars, if the c.-c. spacing is at least 7.0 db and the concrete cover is
at least 3.0 db , then Category 1 lengths may be multiplied by 0.988 (for top bars) or
0.800 (for other bars). See Table on the right.
Concrete Reinforcing Steel Institute
Epoxy-Coated Bars
Top Bars
Other Bars
Cat. 1
Cat. 2
Cat. 1
Cat. 2
13
16
12
14
16
20
14
18
21
26
19
23
17
21
15
18
22
27
19
24
28
35
25
31
21
26
18
23
27
33
24
30
35
44
31
39
25
31
22
27
32
40
28
35
42
52
37
46
31
39
28
34
41
51
36
45
53
66
47
58
41
51
36
45
53
67
47
59
70
87
61
77
52
65
46
57
67
84
59
74
88
110
78
97
66
82
58
73
86
107
75
94
112
140
99
123
81
101
71
89
105
131
93
116
137
171
121
151
110
137
97
121
142
178
126
157
9.For Grade 75 reinforcing bars, lengths must be multiplied by 1.25. Likewise, multiply
by 1.33 for Grade 80 and 1.67 for Grade 100.
10. For lightweight aggregate concrete, multiply the tabulated values by 1.33.
11. Galvanized bars are treated the same as uncoated bars.
Tables A2(a)–A2(h): Note 8 Quick Reference
Bar
7db
3db
Size
3"
2"
#3
#4
4"
2" THEN epoxy-coated
lengths may be
#5
5"
2"
AND
IF c/c
#6
6"
3" multiplied by 0.988
cover is
spacing
#7
7"
3" for top bars or 0.800
for other bars. This
greater
#8 is greater 7"
3"
than or
than or
#9
8"
4" should be approved
by the Engineer
#10 equal to: 9" equal to: 4"
PRIOR to detailing
#11
10"
5"
and fabrication.
#14
12"
6"
#18
16"
7"
A-7
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
#3
Lap Class
Reinforcing Bars: Anchorages and Splices—Appendix A
Tables A2(c) – Tension Development & Lap Splice Lengths for Bars (AASHTO)
f 'c = 5,000 psi
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
Bar Size
#3
#4
#5
#6
#7
#8
#9
#10
#11
#14
#18
Lap Class
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
N/A
N/A
Uncoated Bars
Top Bars
Other Bars
Cat. 1
Cat. 2
Cat. 1
Cat. 2
12
13
12
12
13
17
12
12
17
22
13
16
14
17
12
12
18
22
13
16
23
29
17
21
17
21
12
15
22
28
16
20
29
36
21
26
20
26
15
18
27
33
19
24
35
43
25
31
24
30
17
21
31
39
22
28
40
50
29
36
30
38
22
27
39
49
28
35
51
64
37
46
38
48
27
34
50
62
36
44
65
81
46
58
49
61
35
43
63
79
45
56
82
103
59
74
60
74
43
53
77
97
55
69
101
126
72
90
81
101
58
72
105
131
75
94
NOTES:
1. Tabulated values are based on a minimum yield strength of 60,000 psi. Tabulated
lengths are in inches.
2. Tension development lengths and tension lap splice lengths are calculated per AASHTO
LRFD Bridge Design Specifications (7th Edition, 2016), Articles 5.11.2.1 and
5.11.5.3, respectively.
3. Tabulated values for beams or columns are based on transverse reinforcement and
concrete cover meeting minimum AASHTO requirements.
4. Categories 1 and 2, which depend on side concrete cover, and center-to-center spacing of
the bars, are defined as:
Category 1 Side concrete cover at least 3 in. and c.-c. spacing at least 6 in.
Category 2 Side concrete cover less than 3 in. or c.-c. spacing less than 6 in.
5. Lap splice lengths (minimum of 12 inches) are multiples of tension development
lengths; Class A = 1.0 ℓd , Class B = 1.3 ℓd and Class C = 1.7 ℓd (AASHTO, Article
5.11.5.3.1). When determining the lap splice length, ℓd is calculated without the
12-inch minimum of AASHTO 5.11.2.1.
6. The AASHTO LRFD Bridge Specifications do not allow tension lap splices of #14 or
#18 bars. The tabulated values for those bar sizes are the tension development lengths.
7. Top bars are horizontal bars with more than 12 in. of concrete cast below the bars.
8. For epoxy-coated bars, if the c.-c. spacing is at least 7.0 db and the concrete cover is
at least 3.0 db , then Category 1 lengths may be multiplied by 0.988 (for top bars) or
0.800 (for other bars). See Table on the right.
A-8
Epoxy-Coated Bars
Top Bars
Other Bars
Cat. 1
Cat. 2
Cat. 1
Cat. 2
13
16
12
14
16
20
14
18
21
26
19
23
17
21
15
18
22
27
19
24
28
35
25
31
21
26
18
23
27
33
24
30
35
44
31
39
25
31
22
27
32
40
28
35
42
52
37
46
29
36
26
32
37
47
33
41
49
61
43
54
37
46
32
41
48
60
42
53
62
78
55
69
46
58
41
51
60
75
53
66
79
98
70
87
59
74
52
65
77
96
68
84
100
125
88
110
72
90
64
80
94
117
83
104
123
153
108
135
98
123
87
108
127
159
112
140
9.For Grade 75 reinforcing bars, lengths must be multiplied by 1.25. Likewise, multiply
by 1.33 for Grade 80 and 1.67 for Grade 100.
10. For lightweight aggregate concrete, multiply the tabulated values by 1.33.
11. Galvanized bars are treated the same as uncoated bars.
Tables A2(a)–A2(h): Note 8 Quick Reference
Bar
7db
3db
Size
3"
2"
#3
#4
4"
2" THEN epoxy-coated
lengths may be
#5
5"
2"
AND
IF c/c
#6
6"
3" multiplied by 0.988
cover is
spacing
#7
7"
3" for top bars or 0.800
for other bars. This
greater
#8 is greater 7"
3"
than or
than or
#9
8"
4" should be approved
by the Engineer
#10 equal to: 9" equal to: 4"
PRIOR to detailing
#11
10"
5"
and fabrication.
#14
12"
6"
#18
16"
7"
Concrete Reinforcing Steel Institute
Reinforcing Bars: Anchorages and Splices—Appendix A
Tables A2(d) – Tension Development & Lap Splice Lengths for Bars (AASHTO)
f 'c = 6,000 psi
Bar Size
#4
#5
#6
#7
#8
#9
#10
#11
#14
#18
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
N/A
N/A
Uncoated Bars
Top Bars
Other Bars
Cat. 1
Cat. 2
Cat. 1
Cat. 2
12
13
12
12
13
17
12
12
17
22
13
16
14
17
12
12
18
22
13
16
23
29
17
21
17
21
12
15
22
28
16
20
29
36
21
26
20
26
15
18
27
33
19
24
35
43
25
31
24
30
17
21
31
39
22
28
40
50
29
36
28
35
20
25
36
45
26
32
47
59
34
42
35
44
25
31
45
57
33
41
59
74
42
53
44
55
32
40
58
72
41
51
75
94
54
67
54
68
39
49
71
88
51
63
92
115
66
82
74
92
53
66
96
120
68
86
NOTES:
1. Tabulated values are based on a minimum yield strength of 60,000 psi. Tabulated
lengths are in inches.
2. Tension development lengths and tension lap splice lengths are calculated per AASHTO
LRFD Bridge Design Specifications (7th Edition, 2016), Articles 5.11.2.1 and
5.11.5.3, respectively.
3. Tabulated values for beams or columns are based on transverse reinforcement and
concrete cover meeting minimum AASHTO requirements.
4. Categories 1 and 2, which depend on side concrete cover, and center-to-center spacing of
the bars, are defined as:
Category 1 Side concrete cover at least 3 in. and c.-c. spacing at least 6 in.
Category 2 Side concrete cover less than 3 in. or c.-c. spacing less than 6 in.
5. Lap splice lengths (minimum of 12 inches) are multiples of tension development
lengths; Class A = 1.0 ℓd , Class B = 1.3 ℓd and Class C = 1.7 ℓd (AASHTO, Article
5.11.5.3.1). When determining the lap splice length, ℓd is calculated without the
12-inch minimum of AASHTO 5.11.2.1.
6. The AASHTO LRFD Bridge Specifications do not allow tension lap splices of #14 or
#18 bars. The tabulated values for those bar sizes are the tension development lengths.
7. Top bars are horizontal bars with more than 12 in. of concrete cast below the bars.
8. For epoxy-coated bars, if the c.-c. spacing is at least 7.0 db and the concrete cover is
at least 3.0 db , then Category 1 lengths may be multiplied by 0.988 (for top bars) or
0.800 (for other bars). See Table on the right.
Concrete Reinforcing Steel Institute
Epoxy-Coated Bars
Top Bars
Other Bars
Cat. 1
Cat. 2
Cat. 1
Cat. 2
13
16
12
14
16
20
14
18
21
26
19
23
17
21
15
18
22
27
19
24
28
35
25
31
21
26
18
23
27
33
24
30
35
44
31
39
25
31
22
27
32
40
28
35
42
52
37
46
29
36
26
32
37
47
33
41
49
61
43
54
34
42
30
37
44
54
38
48
57
71
50
63
42
53
37
47
55
69
49
61
72
90
64
79
54
67
48
59
70
87
62
77
91
114
81
101
66
82
58
73
86
107
76
95
112
140
99
124
90
112
79
99
116
145
103
128
9.For Grade 75 reinforcing bars, lengths must be multiplied by 1.25. Likewise, multiply
by 1.33 for Grade 80 and 1.67 for Grade 100.
10. For lightweight aggregate concrete, multiply the tabulated values by 1.33.
11. Galvanized bars are treated the same as uncoated bars.
Tables A2(a)–A2(h): Note 8 Quick Reference
Bar
7db
3db
Size
3"
2"
#3
#4
4"
2" THEN epoxy-coated
lengths may be
#5
5"
2"
AND
IF c/c
#6
6"
3" multiplied by 0.988
cover is
spacing
#7
7"
3" for top bars or 0.800
for other bars. This
greater
#8 is greater 7"
3"
than or
than or
#9
8"
4" should be approved
by the Engineer
#10 equal to: 9" equal to: 4"
PRIOR to detailing
#11
10"
5"
and fabrication.
#14
12"
6"
#18
16"
7"
A-9
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
#3
Lap Class
Reinforcing Bars: Anchorages and Splices—Appendix A
Tables A2(e) – Tension Development & Lap Splice Lengths for Bars (AASHTO)
f 'c = 7,000 psi
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
Bar Size
#3
#4
#5
#6
#7
#8
#9
#10
#11
#14
#18
Lap Class
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
N/A
N/A
Uncoated Bars
Top Bars
Other Bars
Cat. 1
Cat. 2
Cat. 1
Cat. 2
12
13
12
12
13
17
12
12
17
22
13
16
14
17
12
12
18
22
13
16
23
29
17
21
17
21
12
15
22
28
16
20
29
36
21
26
20
26
15
18
27
33
19
24
35
43
25
31
24
30
17
21
31
39
22
28
40
50
29
36
27
34
20
24
35
44
25
32
46
57
33
41
32
40
23
29
42
53
30
38
55
69
39
49
41
51
29
37
53
67
38
48
70
87
50
62
50
63
36
45
65
82
47
58
86
107
61
76
69
86
49
61
89
111
63
79
NOTES:
1. Tabulated values are based on a minimum yield strength of 60,000 psi. Tabulated
lengths are in inches.
2. Tension development lengths and tension lap splice lengths are calculated per AASHTO
LRFD Bridge Design Specifications (7th Edition, 2016), Articles 5.11.2.1 and
5.11.5.3, respectively.
3. Tabulated values for beams or columns are based on transverse reinforcement and
concrete cover meeting minimum AASHTO requirements.
4. Categories 1 and 2, which depend on side concrete cover, and center-to-center spacing of
the bars, are defined as:
Category 1 Side concrete cover at least 3 in. and c.-c. spacing at least 6 in.
Category 2 Side concrete cover less than 3 in. or c.-c. spacing less than 6 in.
5. Lap splice lengths (minimum of 12 inches) are multiples of tension development
lengths; Class A = 1.0 ℓd , Class B = 1.3 ℓd and Class C = 1.7 ℓd (AASHTO, Article
5.11.5.3.1). When determining the lap splice length, ℓd is calculated without the
12-inch minimum of AASHTO 5.11.2.1.
6. The AASHTO LRFD Bridge Specifications do not allow tension lap splices of #14 or
#18 bars. The tabulated values for those bar sizes are the tension development lengths.
7. Top bars are horizontal bars with more than 12 in. of concrete cast below the bars.
8. For epoxy-coated bars, if the c.-c. spacing is at least 7.0 db and the concrete cover is
at least 3.0 db , then Category 1 lengths may be multiplied by 0.988 (for top bars) or
0.800 (for other bars). See Table on the right.
A-10
Epoxy-Coated Bars
Top Bars
Other Bars
Cat. 1
Cat. 2
Cat. 1
Cat. 2
13
16
12
14
16
20
14
18
21
26
19
23
17
21
15
18
22
27
19
24
28
35
25
31
21
26
18
23
27
33
24
30
35
44
31
39
25
31
22
27
32
40
28
35
42
52
37
46
29
36
26
32
37
47
33
41
49
61
43
54
33
41
29
36
43
53
38
47
56
70
49
61
39
49
35
43
51
64
45
56
67
83
59
73
50
62
44
55
65
81
57
71
85
106
75
93
61
76
54
67
79
99
70
88
104
130
92
114
83
104
73
92
108
134
95
119
9.For Grade 75 reinforcing bars, lengths must be multiplied by 1.25. Likewise, multiply
by 1.33 for Grade 80 and 1.67 for Grade 100.
10. For lightweight aggregate concrete, multiply the tabulated values by 1.33.
11. Galvanized bars are treated the same as uncoated bars.
Tables A2(a)–A2(h): Note 8 Quick Reference
Bar
7db
3db
Size
3"
2"
#3
#4
4"
2" THEN epoxy-coated
lengths may be
#5
5"
2"
AND
IF c/c
#6
6"
3" multiplied by 0.988
cover is
spacing
#7
7"
3" for top bars or 0.800
for other bars. This
greater
#8 is greater 7"
3"
than or
than or
#9
8"
4" should be approved
by the Engineer
#10 equal to: 9" equal to: 4"
PRIOR to detailing
#11
10"
5"
and fabrication.
#14
12"
6"
#18
16"
7"
Concrete Reinforcing Steel Institute
Reinforcing Bars: Anchorages and Splices—Appendix A
Tables A2(f) – Tension Development & Lap Splice Lengths for Bars (AASHTO)
f 'c = 8,000 psi
Bar Size
#4
#5
#6
#7
#8
#9
#10
#11
#14
#18
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
N/A
N/A
Uncoated Bars
Top Bars
Other Bars
Cat. 1
Cat. 2
Cat. 1
Cat. 2
12
13
12
12
13
17
12
12
17
22
13
16
14
17
12
12
18
22
13
16
23
29
17
21
17
21
12
15
22
28
16
20
29
36
21
26
20
26
15
18
27
33
19
24
35
43
25
31
24
30
17
21
31
39
22
28
40
50
29
36
27
34
20
24
35
44
25
32
46
57
33
41
31
38
22
27
40
50
28
35
52
65
37
46
38
48
28
34
50
62
36
45
65
81
47
58
47
59
34
42
61
76
44
55
80
100
57
71
64
80
46
57
83
104
59
74
NOTES:
1. Tabulated values are based on a minimum yield strength of 60,000 psi. Tabulated
lengths are in inches.
2. Tension development lengths and tension lap splice lengths are calculated per AASHTO
LRFD Bridge Design Specifications (7th Edition, 2016), Articles 5.11.2.1 and
5.11.5.3, respectively.
3. Tabulated values for beams or columns are based on transverse reinforcement and
concrete cover meeting minimum AASHTO requirements.
4. Categories 1 and 2, which depend on side concrete cover, and center-to-center spacing of
the bars, are defined as:
Category 1 Side concrete cover at least 3 in. and c.-c. spacing at least 6 in.
Category 2 Side concrete cover less than 3 in. or c.-c. spacing less than 6 in.
5. Lap splice lengths (minimum of 12 inches) are multiples of tension development
lengths; Class A = 1.0 ℓd , Class B = 1.3 ℓd and Class C = 1.7 ℓd (AASHTO, Article
5.11.5.3.1). When determining the lap splice length, ℓd is calculated without the
12-inch minimum of AASHTO 5.11.2.1.
6. The AASHTO LRFD Bridge Specifications do not allow tension lap splices of #14 or
#18 bars. The tabulated values for those bar sizes are the tension development lengths.
7. Top bars are horizontal bars with more than 12 in. of concrete cast below the bars.
8. For epoxy-coated bars, if the c.-c. spacing is at least 7.0 db and the concrete cover is
at least 3.0 db , then Category 1 lengths may be multiplied by 0.988 (for top bars) or
0.800 (for other bars). See Table on the right.
Concrete Reinforcing Steel Institute
Epoxy-Coated Bars
Top Bars
Other Bars
Cat. 1
Cat. 2
Cat. 1
Cat. 2
13
16
12
14
16
20
14
18
21
26
19
23
17
21
15
18
22
27
19
24
28
35
25
31
21
26
18
23
27
33
24
30
35
44
31
39
25
31
22
27
32
40
28
35
42
52
37
46
29
36
26
32
37
47
33
41
49
61
43
54
33
41
29
36
43
53
38
47
56
70
49
61
37
46
33
41
48
60
43
53
63
79
56
69
47
58
41
51
61
76
53
67
79
99
70
87
57
71
51
63
74
93
66
82
97
121
86
107
78
97
69
86
101
126
89
111
9.For Grade 75 reinforcing bars, lengths must be multiplied by 1.25. Likewise, multiply
by 1.33 for Grade 80 and 1.67 for Grade 100.
10. For lightweight aggregate concrete, multiply the tabulated values by 1.33.
11. Galvanized bars are treated the same as uncoated bars.
Tables A2(a)–A2(h): Note 8 Quick Reference
Bar
7db
3db
Size
3"
2"
#3
#4
4"
2" THEN epoxy-coated
lengths may be
#5
5"
2"
AND
IF c/c
#6
6"
3" multiplied by 0.988
cover is
spacing
#7
7"
3" for top bars or 0.800
for other bars. This
greater
#8 is greater 7"
3"
than or
than or
#9
8"
4" should be approved
by the Engineer
#10 equal to: 9" equal to: 4"
PRIOR to detailing
#11
10"
5"
and fabrication.
#14
12"
6"
#18
16"
7"
A-11
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
#3
Lap Class
Reinforcing Bars: Anchorages and Splices—Appendix A
Tables A2(g) – Tension Development & Lap Splice Lengths for Bars (AASHTO)
f 'c = 9,000 psi
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
Bar Size
#3
#4
#5
#6
#7
#8
#9
#10
#11
#14
#18
Lap Class
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
N/A
N/A
Uncoated Bars
Top Bars
Other Bars
Cat. 1
Cat. 2
Cat. 1
Cat. 2
12
13
12
12
13
17
12
12
17
22
13
16
14
17
12
12
18
22
13
16
23
29
17
21
17
21
12
15
22
28
16
20
29
36
21
26
20
26
15
18
27
33
19
24
35
43
25
31
24
30
17
21
31
39
22
28
40
50
29
36
27
34
20
24
35
44
25
32
46
57
33
41
31
38
22
27
40
50
28
35
52
65
37
46
36
45
26
32
47
59
34
42
61
77
44
55
45
56
32
40
58
72
41
52
75
94
54
67
61
76
43
54
78
98
56
70
NOTES:
1. Tabulated values are based on a minimum yield strength of 60,000 psi. Tabulated
lengths are in inches.
2. Tension development lengths and tension lap splice lengths are calculated per AASHTO
LRFD Bridge Design Specifications (7th Edition, 2016), Articles 5.11.2.1 and
5.11.5.3, respectively.
3. Tabulated values for beams or columns are based on transverse reinforcement and
concrete cover meeting minimum AASHTO requirements.
4. Categories 1 and 2, which depend on side concrete cover, and center-to-center spacing of
the bars, are defined as:
Category 1 Side concrete cover at least 3 in. and c.-c. spacing at least 6 in.
Category 2 Side concrete cover less than 3 in. or c.-c. spacing less than 6 in.
5. Lap splice lengths (minimum of 12 inches) are multiples of tension development
lengths; Class A = 1.0 ℓd , Class B = 1.3 ℓd and Class C = 1.7 ℓd (AASHTO, Article
5.11.5.3.1). When determining the lap splice length, ℓd is calculated without the
12-inch minimum of AASHTO 5.11.2.1.
6. The AASHTO LRFD Bridge Specifications do not allow tension lap splices of #14 or
#18 bars. The tabulated values for those bar sizes are the tension development lengths.
7. Top bars are horizontal bars with more than 12 in. of concrete cast below the bars.
8. For epoxy-coated bars, if the c.-c. spacing is at least 7.0 db and the concrete cover is
at least 3.0 db , then Category 1 lengths may be multiplied by 0.988 (for top bars) or
0.800 (for other bars). See Table on the right.
A-12
Epoxy-Coated Bars
Top Bars
Other Bars
Cat. 1
Cat. 2
Cat. 1
Cat. 2
13
16
12
14
16
20
14
18
21
26
19
23
17
21
15
18
22
27
19
24
28
35
25
31
21
26
18
23
27
33
24
30
35
44
31
39
25
31
22
27
32
40
28
35
42
52
37
46
29
36
26
32
37
47
33
41
49
61
43
54
33
41
29
36
43
53
38
47
56
70
49
61
37
46
33
41
48
60
43
53
63
79
56
69
44
55
39
48
57
71
50
63
75
93
66
82
54
67
48
59
70
88
62
77
92
114
81
101
73
92
65
81
95
119
84
105
9.For Grade 75 reinforcing bars, lengths must be multiplied by 1.25. Likewise, multiply
by 1.33 for Grade 80 and 1.67 for Grade 100.
10. For lightweight aggregate concrete, multiply the tabulated values by 1.33.
11. Galvanized bars are treated the same as uncoated bars.
Tables A2(a)–A2(h): Note 8 Quick Reference
Bar
7db
3db
Size
3"
2"
#3
#4
4"
2" THEN epoxy-coated
lengths may be
#5
5"
2"
AND
IF c/c
#6
6"
3" multiplied by 0.988
cover is
spacing
#7
7"
3" for top bars or 0.800
for other bars. This
greater
#8 is greater 7"
3"
than or
than or
#9
8"
4" should be approved
by the Engineer
#10 equal to: 9" equal to: 4"
PRIOR to detailing
#11
10"
5"
and fabrication.
#14
12"
6"
#18
16"
7"
Concrete Reinforcing Steel Institute
Reinforcing Bars: Anchorages and Splices—Appendix A
Tables A2(h) – Tension Development & Lap Splice Lengths for Bars (AASHTO)
f 'c = 10,000 psi
Bar Size
#4
#5
#6
#7
#8
#9
#10
#11
#14
#18
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
A
B
C
N/A
N/A
Uncoated Bars
Top Bars
Other Bars
Cat. 1
Cat. 2
Cat. 1
Cat. 2
12
13
12
12
13
17
12
12
17
22
13
16
14
17
12
12
18
22
13
16
23
29
17
21
17
21
12
15
22
28
16
20
29
36
21
26
20
26
15
18
27
33
19
24
35
43
25
31
24
30
17
21
31
39
22
28
40
50
29
36
27
34
20
24
35
44
25
32
46
57
33
41
31
38
22
27
40
50
28
35
52
65
37
46
34
43
25
31
45
56
32
40
58
73
42
52
42
53
30
38
55
68
39
49
72
89
51
64
57
72
41
51
74
93
53
66
NOTES:
1. Tabulated values are based on a minimum yield strength of 60,000 psi. Tabulated
lengths are in inches.
2. Tension development lengths and tension lap splice lengths are calculated per AASHTO
LRFD Bridge Design Specifications (7th Edition, 2016), Articles 5.11.2.1 and
5.11.5.3, respectively.
3. Tabulated values for beams or columns are based on transverse reinforcement and
concrete cover meeting minimum AASHTO requirements.
4. Categories 1 and 2, which depend on side concrete cover, and center-to-center spacing of
the bars, are defined as:
Category 1 Side concrete cover at least 3 in. and c.-c. spacing at least 6 in.
Category 2 Side concrete cover less than 3 in. or c.-c. spacing less than 6 in.
5. Lap splice lengths (minimum of 12 inches) are multiples of tension development
lengths; Class A = 1.0 ℓd , Class B = 1.3 ℓd and Class C = 1.7 ℓd (AASHTO, Article
5.11.5.3.1). When determining the lap splice length, ℓd is calculated without the
12-inch minimum of AASHTO 5.11.2.1.
6. The AASHTO LRFD Bridge Specifications do not allow tension lap splices of #14 or
#18 bars. The tabulated values for those bar sizes are the tension development lengths.
7. Top bars are horizontal bars with more than 12 in. of concrete cast below the bars.
8. For epoxy-coated bars, if the c.-c. spacing is at least 7.0 db and the concrete cover is
at least 3.0 db , then Category 1 lengths may be multiplied by 0.988 (for top bars) or
0.800 (for other bars). See Table on the right.
Concrete Reinforcing Steel Institute
Epoxy-Coated Bars
Top Bars
Other Bars
Cat. 1
Cat. 2
Cat. 1
Cat. 2
13
16
12
14
16
20
14
18
21
26
19
23
17
21
15
18
22
27
19
24
28
35
25
31
21
26
18
23
27
33
24
30
35
44
31
39
25
31
22
27
32
40
28
35
42
52
37
46
29
36
26
32
37
47
33
41
49
61
43
54
33
41
29
36
43
53
38
47
56
70
49
61
37
46
33
41
48
60
43
53
63
79
56
69
42
52
37
46
54
68
48
60
71
88
62
78
51
64
45
56
66
83
59
73
87
109
77
96
70
87
62
77
90
113
80
99
9.For Grade 75 reinforcing bars, lengths must be multiplied by 1.25. Likewise, multiply
by 1.33 for Grade 80 and 1.67 for Grade 100.
10. For lightweight aggregate concrete, multiply the tabulated values by 1.33.
11. Galvanized bars are treated the same as uncoated bars.
Tables A2(a)–A2(h): Note 8 Quick Reference
Bar
7db
3db
Size
3"
2"
#3
#4
4"
2" THEN epoxy-coated
lengths may be
#5
5"
2"
AND
IF c/c
#6
6"
3" multiplied by 0.988
cover is
spacing
#7
7"
3" for top bars or 0.800
for other bars. This
greater
#8 is greater 7"
3"
than or
than or
#9
8"
4" should be approved
by the Engineer
#10 equal to: 9" equal to: 4"
PRIOR to detailing
#11
10"
5"
and fabrication.
#14
12"
6"
#18
16"
7"
A-13
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
#3
Lap Class
A-14
A
B
A
B
A
B
A
B
A
B
A
B
A
B
A
B
A
B
Concrete Cover = 0.75 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
13
12
17
15
17
13
22
20
22
17
28
25
28
22
37
32
32
24
41
37
41
32
54
47
43
33
56
50
56
43
73
64
69
53
90
80
90
69
117
104
86
66
112
99
111
86
146
128
104
80
136
120
135
104
176
155
125
96
163
144
162
125
212
187
146
113
191
169
190
146
248
219
Concrete Cover = 1.50 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
13
12
17
15
17
13
22
20
17
13
23
20
23
17
29
26
22
17
28
25
28
22
37
32
26
20
34
30
34
26
44
39
43
33
55
49
55
43
72
64
54
41
70
62
70
54
91
80
66
51
86
76
86
66
112
99
81
62
106
93
105
81
137
121
97
74
126
111
125
97
164
145
1
3"
3"
3"
3"
3"
3"
4"
4"
4"
1.5
4"
4"
4"
4"
4"
4"
5"
5"
5"
2
5"
5"
5"
5"
5"
5"
6"
6"
6"
3
7"
7"
7"
7"
7"
7"
8"
8"
8"
Concrete Cover (in inches)
0.75
2"
2"
3"
3"
3"
3"
3"
3"
3"
Required
c/c spacing
(in inches)
For each combination of bar size and concrete cover, the c/c spacing must
be greater than the value shown above or VALUES MUST BE
DETAILED USING Tables A1(a) – A1(h).
#3
#4
#5
#6
#7
#8
#9
#10
#11
Bar
Size
Tables A3(a)–A3(h): Note 3 Quick Reference
Concrete Cover = 1.00 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
13
12
17
15
17
13
22
20
17
13
23
20
23
17
29
26
26
20
34
30
33
26
44
38
35
27
46
41
46
35
60
53
57
44
75
66
74
57
97
86
72
55
93
82
93
72
121
107
87
67
114
101
113
87
148
131
106
81
138
122
137
106
179
158
125
96
163
144
162
125
212
187
NOTES:
1. Tabulated values are based on a minimum yield strength of
60,000 psi. Tabulated lengths are in inches.
2. Tension development lengths and tension lap splice lengths are
calculated per ACI 318-14, Sections 25.4.2.3 and 25.5.2, respectively, with bar sizes limited to #3 through #11.
3. When the variable “cb” from Section 25.4.2.3 was calculated, it
was assumed that concrete cover controlled. That is, c.-c. spacing
was assumed to be greater than 1.0 db plus twice the concrete
cover. See Table at right.
4. Lap splice lengths (minimum of 12 inches) are multiples of tension development lengths; Class A = 1.0 ℓd and Class B = 1.3 ℓd
(ACI 318-14, Table 25.5.2.1). When determining the lap splice
length, ℓd is calculated without the 12-inch minimum of ACI
25.4.2.1.
5. Top bars are horizontal bars with more than 12 in. of concrete
cast below the bars.
6. F
or epoxy-coated bars, if the c.-c. spacing is at least 7.0 db and the
concrete cover is at least 3.0 db, then lengths may be multiplied by
0.918 (for top bars) or 0.8 (for other bars). See Table at right.
7. For Grade 75 reinforcing bars, lengths must be multiplied by
1.25. Likewise, multiply by 1.33 for Grade 80 and 1.67 for
Grade 100.
8. For lightweight aggregate concrete, multiply the tabulated values
by 1.33.
9. Galvanized bars are treated the same as uncoated bars.
#11
#10
#9
#8
#7
#6
#5
#4
#3
Bar Lap
Size Class
Concrete Cover = 3.00 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
13
12
17
15
17
13
22
20
17
13
23
20
23
17
29
26
22
17
28
25
28
22
37
32
26
20
34
30
34
26
44
39
38
29
49
43
49
38
64
56
43
33
56
50
56
43
73
64
48
37
63
56
63
48
82
73
55
42
71
63
71
55
93
82
61
47
79
70
79
61
103
91
9"
10"
#10
8"
7"
7"
6"
#11
#9
#8
#7
#6
5"
#5
AND
cover is
greater
than or
equal to:
4"
#4
IF c/c
spacing
is greater
than or
equal to:
2"
3"
#3
5"
4"
4"
3"
3"
3"
2"
2"
3d b
7db
Bar
Size
THEN epoxy-coated
values may be
multiplied by 0.918
for top bars or 0.8
for other bars.
This should be
approved by the
engineer PRIOR to
detailing/fabrication.
Tables A3(a)–A3(h): Note 6 Quick Reference
Concrete Cover = 2.00 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
13
12
17
15
17
13
22
20
17
13
23
20
23
17
29
26
22
17
28
25
28
22
37
32
26
20
34
30
34
26
44
39
38
29
49
43
49
38
64
56
43
33
56
50
56
43
73
64
53
41
70
61
69
53
90
80
66
51
86
76
85
66
111
98
79
61
103
91
102
79
134
118
Tables A3(a) – Tension Development & Lap Splice Lengths for Bars in Walls and Slabs (ACI 318, Section 25.4.2.3)
f 'c = 3,000 psi
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
Reinforcing Bars: Anchorages and Splices—Appendix A
Concrete Reinforcing Steel Institute
A-15
Concrete Cover = 1.50 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
15
13
15
12
19
17
15
12
20
17
20
15
25
22
19
15
24
22
24
19
32
28
22
17
29
26
29
22
38
34
37
28
48
42
48
37
62
55
47
36
61
54
60
47
79
70
57
44
75
66
74
57
97
86
70
54
92
81
91
70
119
105
84
64
109
97
109
84
142
125
0.75
2"
2"
3"
3"
3"
3"
3"
3"
3"
1
3"
3"
3"
3"
3"
3"
4"
4"
4"
1.5
4"
4"
4"
4"
4"
4"
5"
5"
5"
2
5"
5"
5"
5"
5"
5"
6"
6"
6"
3
7"
7"
7"
7"
7"
7"
8"
8"
8"
Concrete Cover (in inches)
Required
c/c spacing
(in inches)
For each combination of bar size and concrete cover, the c/c spacing must
be greater than the value shown above or VALUES MUST BE
DETAILED USING Tables A1(a) – A1(h).
#3
#4
#5
#6
#7
#8
#9
#10
#11
Bar
Size
Tables A3(a)–A3(h): Note 3 Quick Reference
Concrete Cover = 1.00 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
15
13
15
12
19
17
15
12
20
17
20
15
25
22
22
17
29
26
29
22
38
33
31
24
40
35
40
31
52
46
50
38
65
57
64
50
84
74
62
48
81
71
80
62
105
93
76
58
99
87
98
76
128
113
92
70
120
106
119
92
155
137
108
83
141
125
141
108
184
162
NOTES:
1. Tabulated values are based on a minimum yield strength of
60,000 psi. Tabulated lengths are in inches.
2. Tension development lengths and tension lap splice lengths are
calculated per ACI 318-14, Sections 25.4.2.3 and 25.5.2, respectively, with bar sizes limited to #3 through #11.
3. When the variable “cb” from Section 25.4.2.3 was calculated, it
was assumed that concrete cover controlled. That is, c.-c. spacing
was assumed to be greater than 1.0 db plus twice the concrete
cover. See Table at right.
4. Lap splice lengths (minimum of 12 inches) are multiples of tension development lengths; Class A = 1.0 ℓd and Class B = 1.3 ℓd
(ACI 318-14, Table 25.5.2.1). When determining the lap splice
length, ℓd is calculated without the 12-inch minimum of ACI
25.4.2.1.
5. Top bars are horizontal bars with more than 12 in. of concrete
cast below the bars.
6. F
or epoxy-coated bars, if the c.-c. spacing is at least 7.0 db and the
concrete cover is at least 3.0 db, then lengths may be multiplied by
0.918 (for top bars) or 0.8 (for other bars). See Table at right.
7. For Grade 75 reinforcing bars, lengths must be multiplied by
1.25. Likewise, multiply by 1.33 for Grade 80 and 1.67 for
Grade 100.
8. For lightweight aggregate concrete, multiply the tabulated values
by 1.33.
9. Galvanized bars are treated the same as uncoated bars.
#11
#10
#9
A
B
A
B
A
B
A
B
A
B
A
B
A
B
A
B
A
B
Concrete Cover = 0.75 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
15
13
15
12
19
17
19
15
24
22
24
19
32
28
28
21
36
32
36
28
47
41
37
29
49
43
48
37
63
56
60
46
78
69
78
60
102
90
74
57
97
86
96
74
126
111
90
69
117
104
117
90
153
135
108
83
141
125
140
108
183
162
127
98
166
146
165
127
215
190
Concrete Cover = 3.00 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
15
13
15
12
19
17
15
12
20
17
20
15
25
22
19
15
24
22
24
19
32
28
22
17
29
26
29
22
38
34
33
25
43
38
42
33
55
49
37
29
49
43
48
37
63
56
42
32
55
48
55
42
71
63
47
36
62
55
61
47
80
71
52
40
69
60
68
52
89
79
9"
10"
#11
8"
7"
7"
#10
#9
#8
#7
6"
AND
cover is
greater
than or
equal to:
5"
#5
IF c/c
spacing
is greater
than or
equal to:
4"
#4
#6
2"
3"
#3
5"
4"
4"
3"
3"
3"
2"
2"
3d b
7db
Bar
Size
THEN epoxy-coated
values may be
multiplied by 0.918
for top bars or 0.8
for other bars.
This should be
approved by the
engineer PRIOR to
detailing/fabrication.
Tables A3(a)–A3(h): Note 6 Quick Reference
Concrete Cover = 2.00 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
15
13
15
12
19
17
15
12
20
17
20
15
25
22
19
15
24
22
24
19
32
28
22
17
29
26
29
22
38
34
33
25
43
38
42
33
55
49
37
29
49
43
48
37
63
56
46
36
60
53
60
46
78
69
57
44
74
66
74
57
97
85
68
53
89
79
89
68
116
102
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
Concrete Reinforcing Steel Institute
#8
#7
#6
#5
#4
#3
Bar Lap
Size Class
Tables A3(b) – Tension Development & Lap Splice Lengths for Bars in Walls and Slabs (ACI 318, Section 25.4.2.3)
f 'c = 4,000 psi
Reinforcing Bars: Anchorages and Splices—Appendix A
A-16
A
B
A
B
A
B
A
B
A
B
A
B
A
B
A
B
A
B
Concrete Cover = 0.75 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
13
12
13
12
17
15
17
13
22
19
22
17
28
25
25
19
32
28
32
25
42
37
33
26
44
38
43
33
57
50
54
41
70
62
70
54
91
80
66
51
87
77
86
66
113
100
80
62
105
93
104
80
136
120
97
74
126
111
126
97
164
145
113
87
148
131
147
113
192
170
Concrete Cover = 1.50 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
13
12
13
12
17
15
14
12
18
16
18
14
23
20
17
13
22
19
22
17
28
25
20
16
26
23
26
20
34
30
33
25
43
38
43
33
56
49
42
32
54
48
54
42
71
62
51
40
67
59
67
51
87
77
63
48
82
72
82
63
107
94
75
58
98
86
97
75
127
112
0.75
2"
2"
3"
3"
3"
3"
3"
3"
3"
1
3"
3"
3"
3"
3"
3"
4"
4"
4"
1.5
4"
4"
4"
4"
4"
4"
5"
5"
5"
2
5"
5"
5"
5"
5"
5"
6"
6"
6"
3
7"
7"
7"
7"
7"
7"
8"
8"
8"
Concrete Cover (in inches)
Required
c/c spacing
(in inches)
For each combination of bar size and concrete cover, the c/c spacing must
be greater than the value shown above or VALUES MUST BE
DETAILED USING Tables A1(a) – A1(h).
#3
#4
#5
#6
#7
#8
#9
#10
#11
Bar
Size
Tables A3(a)–A3(h): Note 3 Quick Reference
Concrete Cover = 1.00 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
13
12
13
12
17
15
14
12
18
16
18
14
23
20
20
15
26
23
26
20
34
30
27
21
36
32
35
27
46
41
44
34
58
51
58
44
75
66
55
43
72
64
72
55
94
83
68
52
88
78
88
68
115
101
82
63
107
94
106
82
139
123
97
75
126
112
126
97
164
145
NOTES:
1. Tabulated values are based on a minimum yield strength of
60,000 psi. Tabulated lengths are in inches.
2. Tension development lengths and tension lap splice lengths are
calculated per ACI 318-14, Sections 25.4.2.3 and 25.5.2, respectively, with bar sizes limited to #3 through #11.
3. When the variable “cb” from Section 25.4.2.3 was calculated, it
was assumed that concrete cover controlled. That is, c.-c. spacing
was assumed to be greater than 1.0 db plus twice the concrete
cover. See Table at right.
4. Lap splice lengths (minimum of 12 inches) are multiples of tension development lengths; Class A = 1.0 ℓd and Class B = 1.3 ℓd
(ACI 318-14, Table 25.5.2.1). When determining the lap splice
length, ℓd is calculated without the 12-inch minimum of ACI
25.4.2.1.
5. Top bars are horizontal bars with more than 12 in. of concrete
cast below the bars.
6. F
or epoxy-coated bars, if the c.-c. spacing is at least 7.0 db and the
concrete cover is at least 3.0 db, then lengths may be multiplied by
0.918 (for top bars) or 0.8 (for other bars). See Table at right.
7. For Grade 75 reinforcing bars, lengths must be multiplied by
1.25. Likewise, multiply by 1.33 for Grade 80 and 1.67 for
Grade 100.
8. For lightweight aggregate concrete, multiply the tabulated values
by 1.33.
9. Galvanized bars are treated the same as uncoated bars.
#11
#10
#9
8#
#7
#6
#5
#4
#3
Bar Lap
Size Class
Concrete Cover = 3.00 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
13
12
13
12
17
15
14
12
18
16
18
14
23
20
17
13
22
19
22
17
28
25
20
16
26
23
26
20
34
30
29
23
38
34
38
29
50
44
33
26
44
38
43
33
57
50
38
29
49
43
49
38
64
56
42
33
55
49
55
42
72
63
47
36
61
54
61
47
80
70
9"
10"
#11
8"
7"
7"
6"
#10
#9
#8
#7
#6
5"
#5
AND
cover is
greater
than or
equal to:
4"
#4
IF c/c
spacing
is greater
than or
equal to:
2"
3"
#3
5"
4"
4"
3"
3"
3"
2"
2"
3d b
7db
Bar
Size
THEN epoxy-coated
values may be
multiplied by 0.918
for top bars or 0.8
for other bars.
This should be
approved by the
engineer PRIOR to
detailing/fabrication.
Tables A3(a)–A3(h): Note 6 Quick Reference
Concrete Cover = 2.00 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
13
12
13
12
17
15
14
12
18
16
18
14
23
20
17
13
22
19
22
17
28
25
20
16
26
23
26
20
34
30
29
23
38
34
38
29
50
44
33
26
44
38
43
33
57
50
41
32
54
48
54
41
70
62
51
39
67
59
66
51
86
76
61
47
80
70
79
61
104
92
Tables A3(c) – Tension Development & Lap Splice Lengths for Bars in Walls and Slabs (ACI 318, Section 25.4.2.3)
f 'c = 5,000 psi
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
Reinforcing Bars: Anchorages and Splices—Appendix A
Concrete Reinforcing Steel Institute
A-17
Concrete Cover = 1.50 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
12
12
12
12
16
14
12
12
16
14
16
12
21
18
15
12
20
18
20
15
26
23
18
14
24
21
24
18
31
27
30
23
39
35
39
30
51
45
38
29
50
44
49
38
64
57
47
36
61
54
61
47
79
70
57
44
75
66
74
57
97
86
68
53
89
79
89
68
116
102
0.75
2"
2"
3"
3"
3"
3"
3"
3"
3"
1
3"
3"
3"
3"
3"
3"
4"
4"
4"
1.5
4"
4"
4"
4"
4"
4"
5"
5"
5"
2
5"
5"
5"
5"
5"
5"
6"
6"
6"
3
7"
7"
7"
7"
7"
7"
8"
8"
8"
Concrete Cover (in inches)
Required
c/c spacing
(in inches)
For each combination of bar size and concrete cover, the c/c spacing must
be greater than the value shown above or VALUES MUST BE
DETAILED USING Tables A1(a) – A1(h).
#3
#4
#5
#6
#7
#8
#9
#10
#11
Bar
Size
Tables A3(a)–A3(h): Note 3 Quick Reference
Concrete Cover = 1.00 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
12
12
12
12
16
14
12
12
16
14
16
12
21
18
18
14
24
21
24
18
31
27
25
19
33
29
32
25
42
37
41
31
53
47
53
41
69
61
51
39
66
58
66
51
86
76
62
48
81
71
80
62
105
92
75
58
98
86
97
75
127
112
88
68
115
102
115
88
150
132
NOTES:
1. Tabulated values are based on a minimum yield strength of
60,000 psi. Tabulated lengths are in inches.
2. Tension development lengths and tension lap splice lengths are
calculated per ACI 318-14, Sections 25.4.2.3 and 25.5.2, respectively, with bar sizes limited to #3 through #11.
3. When the variable “cb” from Section 25.4.2.3 was calculated, it
was assumed that concrete cover controlled. That is, c.-c. spacing
was assumed to be greater than 1.0 db plus twice the concrete
cover. See Table at right.
4. Lap splice lengths (minimum of 12 inches) are multiples of tension development lengths; Class A = 1.0 ℓd and Class B = 1.3 ℓd
(ACI 318-14, Table 25.5.2.1). When determining the lap splice
length, ℓd is calculated without the 12-inch minimum of ACI
25.4.2.1.
5. Top bars are horizontal bars with more than 12 in. of concrete
cast below the bars.
6. F
or epoxy-coated bars, if the c.-c. spacing is at least 7.0 db and the
concrete cover is at least 3.0 db, then lengths may be multiplied by
0.918 (for top bars) or 0.8 (for other bars). See Table at right.
7. For Grade 75 reinforcing bars, lengths must be multiplied by
1.25. Likewise, multiply by 1.33 for Grade 80 and 1.67 for
Grade 100.
8. For lightweight aggregate concrete, multiply the tabulated values
by 1.33.
9. Galvanized bars are treated the same as uncoated bars.
#11
#10
#9
A
B
A
B
A
B
A
B
A
B
A
B
A
B
A
B
A
B
Concrete Cover = 0.75 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
12
12
12
12
16
14
15
12
20
18
20
15
26
23
23
17
29
26
29
23
38
34
31
24
40
35
40
31
52
46
49
38
64
56
64
49
83
73
61
47
79
70
79
61
103
91
73
57
96
85
95
73
125
110
88
68
115
102
115
88
150
132
103
80
135
119
134
103
176
155
Concrete Cover = 3.00 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
12
12
12
12
16
14
12
12
16
14
16
12
21
18
15
12
20
18
20
15
26
23
18
14
24
21
24
18
31
27
27
21
35
31
35
27
45
40
31
24
40
35
40
31
52
46
34
27
45
40
45
34
58
51
39
30
50
45
50
39
66
58
43
33
56
49
56
43
73
64
9"
10"
#11
8"
7"
7"
#10
#9
#8
#7
6"
AND
cover is
greater
than or
equal to:
5"
#5
IF c/c
spacing
is greater
than or
equal to:
4"
#4
#6
2"
3"
#3
5"
4"
4"
3"
3"
3"
2"
2"
3db
7d b
Bar
Size
THEN epoxy-coated
values may be
multiplied by 0.918
for top bars or 0.8
for other bars.
This should be
approved by the
engineer PRIOR to
detailing/fabrication.
Tables A3(a)–A3(h): Note 6 Quick Reference
Concrete Cover = 2.00 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
12
12
12
12
16
14
12
12
16
14
16
12
21
18
15
12
20
18
20
15
26
23
18
14
24
21
24
18
31
27
27
21
35
31
35
27
45
40
31
24
40
35
40
31
52
46
38
29
49
44
49
38
64
57
47
36
61
54
60
47
79
70
56
43
73
64
72
56
95
84
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
Concrete Reinforcing Steel Institute
#8
#7
#6
#5
#4
#3
Bar Lap
Size Class
Tables A3(d) – Tension Development & Lap Splice Lengths for Bars in Walls and Slabs (ACI 318, Section 25.4.2.3)
f 'c = 6,000 psi
Reinforcing Bars: Anchorages and Splices—Appendix A
A-18
A
B
A
B
A
B
A
B
A
B
A
B
A
B
A
B
A
B
Concrete Cover = 0.75 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
12
12
12
12
15
13
14
12
19
16
18
14
24
21
21
16
27
24
27
21
35
31
28
22
37
33
37
28
48
42
45
35
59
52
59
45
77
68
56
43
73
65
73
56
95
84
68
52
89
78
88
68
115
102
82
63
107
94
106
82
139
122
96
74
125
111
125
96
163
144
Concrete Cover = 1.50 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
12
12
12
12
15
13
12
12
15
13
15
12
19
17
14
12
19
16
18
14
24
21
17
13
22
20
22
17
29
25
28
22
36
32
36
28
47
42
35
27
46
41
46
35
60
53
43
33
57
50
56
43
74
65
53
41
69
61
69
53
90
80
63
49
83
73
82
63
107
95
0.75
2"
2"
3"
3"
3"
3"
3"
3"
3"
1
3"
3"
3"
3"
3"
3"
4"
4"
4"
1.5
4"
4"
4"
4"
4"
4"
5"
5"
5"
2
5"
5"
5"
5"
5"
5"
6"
6"
6"
3
7"
7"
7"
7"
7"
7"
8"
8"
8"
Concrete Cover (in inches)
Required
c/c spacing
(in inches)
For each combination of bar size and concrete cover, the c/c spacing must
be greater than the value shown above or VALUES MUST BE
DETAILED USING Tables A1(a) – A1(h).
#3
#4
#5
#6
#7
#8
#9
#10
#11
Bar
Size
Tables A3(a)–A3(h): Note 3 Quick Reference
Concrete Cover = 1.00 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
12
12
12
12
15
13
12
12
15
13
15
12
19
17
17
13
22
20
22
17
29
25
23
18
30
27
30
23
39
35
38
29
49
43
49
38
64
56
47
36
61
54
61
47
80
70
57
44
75
66
74
57
97
86
69
53
90
80
90
69
118
104
82
63
107
94
106
82
139
123
NOTES:
1. Tabulated values are based on a minimum yield strength of
60,000 psi. Tabulated lengths are in inches.
2. Tension development lengths and tension lap splice lengths are
calculated per ACI 318-14, Sections 25.4.2.3 and 25.5.2, respectively, with bar sizes limited to #3 through #11.
3. When the variable “cb” from Section 25.4.2.3 was calculated, it
was assumed that concrete cover controlled. That is, c.-c. spacing
was assumed to be greater than 1.0 db plus twice the concrete
cover. See Table at right.
4. Lap splice lengths (minimum of 12 inches) are multiples of tension development lengths; Class A = 1.0 ℓd and Class B = 1.3 ℓd
(ACI 318-14, Table 25.5.2.1). When determining the lap splice
length, ℓd is calculated without the 12-inch minimum of ACI
25.4.2.1.
5. Top bars are horizontal bars with more than 12 in. of concrete
cast below the bars.
6. F
or epoxy-coated bars, if the c.-c. spacing is at least 7.0 db and the
concrete cover is at least 3.0 db, then lengths may be multiplied by
0.918 (for top bars) or 0.8 (for other bars). See Table at right.
7. For Grade 75 reinforcing bars, lengths must be multiplied by
1.25. Likewise, multiply by 1.33 for Grade 80 and 1.67 for
Grade 100.
8. For lightweight aggregate concrete, multiply the tabulated values
by 1.33.
9. Galvanized bars are treated the same as uncoated bars.
#11
#10
#9
#8
#7
#6
#5
#4
#3
Bar Lap
Size Class
Concrete Cover = 3.00 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
12
12
12
12
15
13
12
12
15
13
15
12
19
17
14
12
19
16
18
14
24
21
17
13
22
20
22
17
29
25
25
19
32
29
32
25
42
37
28
22
37
33
37
28
48
42
32
25
42
37
41
32
54
48
36
28
47
41
46
36
61
54
40
31
52
46
52
40
67
59
9"
10"
#11
8"
7"
7"
6"
#10
#9
#8
#7
#6
5"
#5
AND
cover is
greater
than or
equal to:
4"
#4
IF c/c
spacing
is greater
than or
equal to:
2"
3"
#3
5"
4"
4"
3"
3"
3"
2"
2"
3d b
7db
Bar
Size
THEN epoxy-coated
values may be
multiplied by 0.918
for top bars or 0.8
for other bars.
This should be
approved by the
engineer PRIOR to
detailing/fabrication.
Tables A3(a)–A3(h): Note 6 Quick Reference
Concrete Cover = 2.00 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
12
12
12
12
15
13
12
12
15
13
15
12
19
17
14
12
19
16
18
14
24
21
17
13
22
20
22
17
29
25
25
19
32
29
32
25
42
37
28
22
37
33
37
28
48
42
35
27
46
40
45
35
59
52
43
33
56
50
56
43
73
64
52
40
68
60
67
52
88
77
Tables A3(e) – Tension Development & Lap Splice Lengths for Bars in Walls and Slabs (ACI 318, Section 25.4.2.3)
f 'c = 7,000 psi
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
Reinforcing Bars: Anchorages and Splices—Appendix A
Concrete Reinforcing Steel Institute
A-19
Concrete Cover = 1.50 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
12
12
12
12
14
12
12
12
14
12
14
12
18
16
13
12
17
15
17
13
23
20
16
12
21
18
21
16
27
24
26
20
34
30
34
26
44
39
33
25
43
38
43
33
56
49
41
31
53
47
53
41
69
61
50
38
65
57
65
50
84
74
59
46
77
68
77
59
101
89
0.75
2"
2"
3"
3"
3"
3"
3"
3"
3"
1
3"
3"
3"
3"
3"
3"
4"
4"
4"
1.5
4"
4"
4"
4"
4"
4"
5"
5"
5"
2
5"
5"
5"
5"
5"
5"
6"
6"
6"
3
7"
7"
7"
7"
7"
7"
8"
8"
8"
Concrete Cover (in inches)
Required
c/c spacing
(in inches)
For each combination of bar size and concrete cover, the c/c spacing must
be greater than the value shown above or VALUES MUST BE
DETAILED USING Tables A1(a) – A1(h).
#3
#4
#5
#6
#7
#8
#9
#10
#11
Bar
Size
Tables A3(a)–A3(h): Note 3 Quick Reference
Concrete Cover = 1.00 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
12
12
12
12
14
12
12
12
14
12
14
12
18
16
16
12
21
18
21
16
27
24
22
17
28
25
28
22
37
32
35
27
46
40
46
35
60
53
44
34
57
51
57
44
74
66
54
41
70
62
69
54
91
80
65
50
85
75
84
65
110
97
77
59
100
88
99
77
130
115
NOTES:
1. Tabulated values are based on a minimum yield strength of
60,000 psi. Tabulated lengths are in inches.
2. Tension development lengths and tension lap splice lengths are
calculated per ACI 318-14, Sections 25.4.2.3 and 25.5.2, respectively, with bar sizes limited to #3 through #11.
3. When the variable “cb” from Section 25.4.2.3 was calculated, it
was assumed that concrete cover controlled. That is, c.-c. spacing
was assumed to be greater than 1.0 db plus twice the concrete
cover. See Table at right.
4. Lap splice lengths (minimum of 12 inches) are multiples of tension development lengths; Class A = 1.0 ℓd and Class B = 1.3 ℓd
(ACI 318-14, Table 25.5.2.1). When determining the lap splice
length, ℓd is calculated without the 12-inch minimum of ACI
25.4.2.1.
5. Top bars are horizontal bars with more than 12 in. of concrete
cast below the bars.
6. F
or epoxy-coated bars, if the c.-c. spacing is at least 7.0 db and the
concrete cover is at least 3.0 db, then lengths may be multiplied by
0.918 (for top bars) or 0.8 (for other bars). See Table at right.
7. For Grade 75 reinforcing bars, lengths must be multiplied by
1.25. Likewise, multiply by 1.33 for Grade 80 and 1.67 for
Grade 100.
8. For lightweight aggregate concrete, multiply the tabulated values
by 1.33.
9. Galvanized bars are treated the same as uncoated bars.
#11
#10
#9
A
B
A
B
A
B
A
B
A
B
A
B
A
B
A
B
A
B
Concrete Cover = 0.75 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
12
12
12
12
14
12
13
12
17
15
17
13
23
20
20
15
25
22
25
20
33
29
26
20
35
30
34
26
45
40
42
33
55
49
55
42
72
64
53
41
69
61
68
53
89
79
64
49
83
73
83
64
108
95
76
59
100
88
99
76
130
115
90
69
117
103
116
90
152
134
Concrete Cover = 3.00 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
12
12
12
12
14
12
12
12
14
12
14
12
18
16
13
12
17
15
17
13
23
20
16
12
21
18
21
16
27
24
23
18
30
27
30
23
39
35
26
20
35
30
34
26
45
40
30
23
39
34
39
30
50
45
34
26
44
39
43
34
57
50
37
29
49
43
48
37
63
56
9"
10"
#11
8"
7"
7"
#10
#9
#8
#7
6"
AND
cover is
greater
than or
equal to:
5"
#5
IF c/c
spacing
is greater
than or
equal to:
4"
#4
#6
2"
3"
#3
5"
4"
4"
3"
3"
3"
2"
2"
3d b
7db
Bar
Size
THEN epoxy-coated
values may be
multiplied by 0.918
for top bars or 0.8
for other bars.
This should be
approved by the
engineer PRIOR to
detailing/fabrication.
Tables A3(a)–A3(h): Note 6 Quick Reference
Concrete Cover = 2.00 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
12
12
12
12
14
12
12
12
14
12
14
12
18
16
13
12
17
15
17
13
23
20
16
12
21
18
21
16
27
24
23
18
30
27
30
23
39
35
26
20
35
30
34
26
45
40
33
25
43
38
42
33
55
49
40
31
53
46
52
40
68
60
48
37
63
56
63
48
82
72
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
Concrete Reinforcing Steel Institute
#8
#7
#6
#5
#4
#3
Bar Lap
Size Class
Tables A3(f) – Tension Development & Lap Splice Lengths for Bars in Walls and Slabs (ACI 318, Section 25.4.2.3)
f 'c = 8,000 psi
Reinforcing Bars: Anchorages and Splices—Appendix A
A-20
A
B
A
B
A
B
A
B
A
B
A
B
A
B
A
B
A
B
Concrete Cover = 0.75 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
12
12
12
12
13
12
13
12
16
15
16
13
21
19
18
14
24
21
24
18
31
28
25
19
33
29
32
25
42
37
40
31
52
46
52
40
68
60
50
38
65
57
64
50
84
74
60
46
78
69
78
60
102
90
72
56
94
83
94
72
122
108
85
65
110
98
110
85
144
127
Concrete Cover = 1.50 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
12
12
12
12
13
12
12
12
13
12
13
12
17
15
13
12
16
15
16
13
21
19
15
12
20
17
20
15
25
22
25
19
32
28
32
25
42
37
31
24
41
36
40
31
53
47
38
30
50
44
50
38
65
57
47
36
61
54
61
47
79
70
56
43
73
64
73
56
95
84
0.75
2"
2"
3"
3"
3"
3"
3"
3"
3"
1
3"
3"
3"
3"
3"
3"
4"
4"
4"
1.5
4"
4"
4"
4"
4"
4"
5"
5"
5"
2
5"
5"
5"
5"
5"
5"
6"
6"
6"
3
7"
7"
7"
7"
7"
7"
8"
8"
8"
Concrete Cover (in inches)
Required
c/c spacing
(in inches)
For each combination of bar size and concrete cover, the c/c spacing must
be greater than the value shown above or VALUES MUST BE
DETAILED USING Tables A1(a) – A1(h).
#3
#4
#5
#6
#7
#8
#9
#10
#11
Bar
Size
Tables A3(a)–A3(h): Note 3 Quick Reference
Concrete Cover = 1.00 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
12
12
12
12
13
12
12
12
13
12
13
12
17
15
15
12
19
17
19
15
25
22
20
16
27
24
27
20
35
31
33
26
43
38
43
33
56
50
41
32
54
48
54
41
70
62
50
39
66
58
66
50
86
76
61
47
80
70
79
61
104
92
72
56
94
83
94
72
123
108
NOTES:
1. Tabulated values are based on a minimum yield strength of
60,000 psi. Tabulated lengths are in inches.
2. Tension development lengths and tension lap splice lengths are
calculated per ACI 318-14, Sections 25.4.2.3 and 25.5.2, respectively, with bar sizes limited to #3 through #11.
3. When the variable “cb” from Section 25.4.2.3 was calculated, it
was assumed that concrete cover controlled. That is, c.-c. spacing
was assumed to be greater than 1.0 db plus twice the concrete
cover. See Table at right.
4. Lap splice lengths (minimum of 12 inches) are multiples of tension development lengths; Class A = 1.0 ℓd and Class B = 1.3 ℓd
(ACI 318-14, Table 25.5.2.1). When determining the lap splice
length, ℓd is calculated without the 12-inch minimum of ACI
25.4.2.1.
5. Top bars are horizontal bars with more than 12 in. of concrete
cast below the bars.
6. F
or epoxy-coated bars, if the c.-c. spacing is at least 7.0 db and the
concrete cover is at least 3.0 db, then lengths may be multiplied by
0.918 (for top bars) or 0.8 (for other bars). See Table at right.
7. For Grade 75 reinforcing bars, lengths must be multiplied by
1.25. Likewise, multiply by 1.33 for Grade 80 and 1.67 for
Grade 100.
8. For lightweight aggregate concrete, multiply the tabulated values
by 1.33.
9. Galvanized bars are treated the same as uncoated bars.
#11
#10
#9
#8
#7
#6
#5
#4
#3
Bar Lap
Size Class
Concrete Cover = 3.00 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
12
12
12
12
13
12
12
12
13
12
13
12
17
15
13
12
16
15
16
13
21
19
15
12
20
17
20
15
25
22
22
17
29
25
28
22
37
33
25
19
33
29
32
25
42
37
28
22
37
32
36
28
48
42
32
24
41
36
41
32
54
47
35
27
46
40
46
35
59
52
9"
10"
#11
8"
7"
7"
6"
#10
#9
#8
#7
#6
5"
#5
AND
cover is
greater
than or
equal to:
4"
#4
IF c/c
spacing
is greater
than or
equal to:
2"
3"
#3
5"
4"
4"
3"
3"
3"
2"
2"
3d b
7db
Bar
Size
THEN epoxy-coated
values may be
multiplied by 0.918
for top bars or 0.8
for other bars.
This should be
approved by the
engineer PRIOR to
detailing/fabrication.
Tables A3(a)–A3(h): Note 6 Quick Reference
Concrete Cover = 2.00 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
12
12
12
12
13
12
12
12
13
12
13
12
17
15
13
12
16
15
16
13
21
19
15
12
20
17
20
15
25
22
22
17
29
25
28
22
37
33
25
19
33
29
32
25
42
37
31
24
40
36
40
31
52
46
38
29
50
44
49
38
64
57
46
35
60
53
59
46
77
68
Tables A3(g) – Tension Development & Lap Splice Lengths for Bars in Walls and Slabs (ACI 318, Section 25.4.2.3)
f 'c = 9,000 psi
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
Reinforcing Bars: Anchorages and Splices—Appendix A
Concrete Reinforcing Steel Institute
A-21
Concrete Cover = 1.50 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
12
12
12
12
12
12
12
12
13
12
12
12
16
14
12
12
16
14
16
12
20
18
14
12
19
17
19
14
24
21
23
18
31
27
30
23
40
35
30
23
39
34
38
30
50
44
36
28
47
42
47
36
62
54
44
34
58
51
58
44
75
67
53
41
69
61
69
53
90
79
0.75
2"
2"
3"
3"
3"
3"
3"
3"
3"
1
3"
3"
3"
3"
3"
3"
4"
4"
4"
1.5
4"
4"
4"
4"
4"
4"
5"
5"
5"
2
5"
5"
5"
5"
5"
5"
6"
6"
6"
3
7"
7"
7"
7"
7"
7"
8"
8"
8"
Concrete Cover (in inches)
Required
c/c spacing
(in inches)
For each combination of bar size and concrete cover, the c/c spacing must
be greater than the value shown above or VALUES MUST BE
DETAILED USING Tables A1(a) – A1(h).
#3
#4
#5
#6
#7
#8
#9
#10
#11
Bar
Size
Tables A3(a)–A3(h): Note 3 Quick Reference
Concrete Cover = 1.00 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
12
12
12
12
12
12
12
12
13
12
12
12
16
14
14
12
19
16
18
14
24
21
19
15
25
22
25
19
33
29
31
24
41
36
41
31
53
47
39
30
51
45
51
39
67
59
48
37
63
55
62
48
81
72
58
45
76
67
75
58
98
87
69
53
90
79
89
69
116
103
NOTES:
1. Tabulated values are based on a minimum yield strength of
60,000 psi. Tabulated lengths are in inches.
2. Tension development lengths and tension lap splice lengths are
calculated per ACI 318-14, Sections 25.4.2.3 and 25.5.2, respectively, with bar sizes limited to #3 through #11.
3. When the variable “cb” from Section 25.4.2.3 was calculated, it
was assumed that concrete cover controlled. That is, c.-c. spacing
was assumed to be greater than 1.0 db plus twice the concrete
cover. See Table at right.
4. Lap splice lengths (minimum of 12 inches) are multiples of tension development lengths; Class A = 1.0 ℓd and Class B = 1.3 ℓd
(ACI 318-14, Table 25.5.2.1). When determining the lap splice
length, ℓd is calculated without the 12-inch minimum of ACI
25.4.2.1.
5. Top bars are horizontal bars with more than 12 in. of concrete
cast below the bars.
6. F
or epoxy-coated bars, if the c.-c. spacing is at least 7.0 db and the
concrete cover is at least 3.0 db, then lengths may be multiplied by
0.918 (for top bars) or 0.8 (for other bars). See Table at right.
7. For Grade 75 reinforcing bars, lengths must be multiplied by
1.25. Likewise, multiply by 1.33 for Grade 80 and 1.67 for
Grade 100.
8. For lightweight aggregate concrete, multiply the tabulated values
by 1.33.
9. Galvanized bars are treated the same as uncoated bars.
#11
#10
#9
A
B
A
B
A
B
A
B
A
B
A
B
A
B
A
B
A
B
Concrete Cover = 0.75 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
12
12
12
12
12
12
12
12
16
14
16
12
20
18
18
14
23
20
23
18
30
26
24
18
31
27
31
24
40
35
38
29
50
44
49
38
64
57
47
36
61
54
61
47
80
71
57
44
74
66
74
57
97
85
68
53
89
79
89
68
116
102
80
62
105
93
104
80
136
120
Concrete Cover = 3.00 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
12
12
12
12
12
12
12
12
13
12
12
12
16
14
12
12
16
14
16
12
20
18
14
12
19
17
19
14
24
21
21
16
27
24
27
21
35
31
24
18
31
27
31
24
40
35
27
21
35
31
35
27
45
40
30
23
39
35
39
30
51
45
33
26
43
38
43
33
56
50
9"
10"
#11
8"
7"
7"
6"
#10
#9
#8
#7
#6
5"
#5
AND
cover is
greater
than or
equal to:
4"
#4
IF c/c
spacing
is greater
than or
equal to:
2"
3"
#3
5"
4"
4"
3"
3"
3"
2"
2"
3d b
7db
Bar
Size
THEN epoxy-coated
values may be
multiplied by 0.918
for top bars or 0.8
for other bars.
This should be
approved by the
engineer PRIOR to
detailing/fabrication.
Tables A3(a)–A3(h): Note 6 Quick Reference
Concrete Cover = 2.00 in.
Uncoated Epoxy-Coated
Bars
Bars
Top Other Top Other
12
12
12
12
12
12
12
12
12
12
13
12
12
12
16
14
12
12
16
14
16
12
20
18
14
12
19
17
19
14
24
21
21
16
27
24
27
21
35
31
24
18
31
27
31
24
40
35
29
23
38
34
38
29
50
44
36
28
47
42
47
36
61
54
43
33
57
50
56
43
73
65
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
Concrete Reinforcing Steel Institute
#8
#7
#6
#5
#4
#3
Bar Lap
Size Class
Tables A3(h) – Tension Development & Lap Splice Lengths for Bars in Walls and Slabs (ACI 318, Section 25.4.2.3)
f 'c = 10,000 psi
Reinforcing Bars: Anchorages and Splices—Appendix A
Reinforcing Bars: Anchorages and Splices—Appendix A
Tables A4(a) – Tension Development Lengths for Bars in Seismic Joints (ACI 318)
f 'c = 3,000 psi
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
Bar Size
Uncoated
f 'c = 4,000 psi
Epoxy-Coated
Uncoated
Epoxy-Coated
Top
Other
Top
Other
Top
Other
Top
Other
#3
22
16
27
24
21
15
26
23
#4
30
21
36
32
26
19
31
28
#5
37
27
45
40
32
23
39
35
#6
45
32
54
48
39
28
47
41
#7
52
37
63
56
45
32
55
48
#8
59
42
72
63
51
37
62
55
#9
67
48
81
72
58
41
70
62
#10
75
54
91
81
65
47
79
70
#11
83
60
101
89
72
52
88
77
Tables A4(b) – Tension Development Lengths for Bars in Seismic Joints (ACI 318)
f 'c = 5,000 psi
Bar Size
Uncoated
f 'c = 6,000 psi
Epoxy-Coated
Uncoated
Epoxy-Coated
Top
Other
Top
Other
Top
Other
Top
Other
#3
21
15
26
23
21
15
26
23
#4
23
17
28
25
21
15
26
23
#5
29
21
35
31
26
19
32
28
#6
35
25
42
37
32
23
38
34
#7
40
29
49
43
37
26
45
39
#8
46
33
56
49
42
30
51
45
#9
52
37
63
56
47
34
57
51
#10
58
42
71
62
53
38
65
57
#11
65
46
79
69
59
42
72
63
NOTES:
1. Tabulated values are based on a minimum yield strength of 60,000 psi. Tabulated values
are in inches.
2. Tension development of straight bars is calculated per ACI 318-14, Section 18.8.5.3,
with bar sizes limited to #3 through #11.
3. Normal weight concrete is limited to a minimum of 3,000 psi (ACI 318-14, Table
19.2.1.1).
4. Lightweight aggregate concrete is limited to a minimum of 3,000 psi and a maximum of
5,000 psi (ACI 318-14, Table 19.2.1.1). For lightweight aggregate concrete, multiply
the tabulated values by 1.33.
5. For epoxy-coated straight bars, if the c.-c. spacing is at least 7.0 db and the concrete cover
is at least 3.0 db , then development lengths may be multiplied by 0.918 (for top bars) or
0.8 (for other bars). See Table at right.
6. ACI 318, Section 18.6.3.3, does not permit lap splicing reinforcing bars in seismic joints.
7. Galvanized bars are treated the same as uncoated bars.
A-22
Tables A4(a)–A4(d): Note 5 Quick Reference
Bar
7db
3db
Size
3"
2" THEN epoxy-coated
#3
#4
4"
2"
lengths may be
IF c/c
AND
#5
5"
2" multiplied by 0.918
for top bars or 0.8
spacing
cover is
#6
6"
3"
greater
#7 is greater 7"
3" for other bars. This
than or
than or
#8
7"
3" should be approved
by the Engineer
equal to: 8" equal to: 4"
#9
PRIOR to detailing
#10
9"
4"
and fabrication.
#11
10"
5"
Concrete Reinforcing Steel Institute
Reinforcing Bars: Anchorages and Splices—Appendix A
Tables A4(c) – Tension Development Lengths for Bars in Seismic Joints (ACI 318)
f 'c = 7,000 psi
Bar Size
Uncoated
f 'c = 8,000 psi
Epoxy-Coated
Uncoated
Epoxy-Coated
Other
Top
Other
Top
Other
Top
Other
21
15
26
23
21
15
26
23
#4
21
15
26
23
21
15
26
23
#5
24
18
30
26
23
16
28
24
#6
29
21
35
31
27
20
33
29
#7
34
24
41
37
32
23
39
34
#8
39
28
47
42
36
26
44
39
#9
44
31
53
47
41
29
50
44
#10
49
35
60
53
46
33
56
49
#11
55
39
66
59
51
37
62
55
Tables A4(d) – Tension Development Lengths for Bars in Seismic Joints (ACI 318)
f 'c = 9,000 psi
Bar
Size
Uncoated
f 'c = 10,000 psi
Epoxy-Coated
Uncoated
Epoxy-Coated
Top
Other
Top
Other
Top
Other
Top
Other
#3
21
15
26
23
21
15
26
23
#4
21
15
26
23
21
15
26
23
#5
22
16
26
23
21
15
26
23
#6
26
19
31
28
25
18
30
26
#7
30
22
36
32
29
20
35
31
#8
34
25
42
37
33
23
40
35
#9
39
28
47
41
37
26
45
39
#10
44
31
53
47
41
30
50
44
#11
48
35
59
52
46
33
56
49
NOTES:
1. Tabulated values are based on a minimum yield strength of 60,000 psi. Tabulated values
are in inches.
2. Tension development of straight bars is calculated per ACI 318-14, Section 18.8.5.3,
with bar sizes limited to #3 through #11.
3. Normal weight concrete is limited to a minimum of 3,000 psi (ACI 318-14, Table
19.2.1.1).
4. Lightweight aggregate concrete is limited to a minimum of 3,000 psi and a maximum of
5,000 psi (ACI 318-14, Table 19.2.1.1). For lightweight aggregate concrete, multiply
the tabulated values by 1.33.
5. For epoxy-coated straight bars, if the c.-c. spacing is at least 7.0 db and the concrete cover
is at least 3.0 db , then development lengths may be multiplied by 0.918 (for top bars) or
0.8 (for other bars). See Table at right.
6. ACI 318, Section 18.6.3.3, does not permit lap splicing reinforcing bars in seismic joints.
7. Galvanized bars are treated the same as uncoated bars.
Concrete Reinforcing Steel Institute
Tables A4(a)–A4(d): Note 5 Quick Reference
Bar
7db
3db
Size
3"
2" THEN epoxy-coated
#3
#4
4"
2"
lengths may be
IF c/c
AND
#5
5"
2" multiplied by 0.918
for top bars or 0.8
spacing
cover is
#6
6"
3"
greater
#7 is greater 7"
3" for other bars. This
than or
than or
#8
7"
3" should be approved
by the Engineer
equal to: 8" equal to: 4"
#9
PRIOR to detailing
#10
9"
4"
and fabrication.
#11
10"
5"
A-23
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
Top
#3
Reinforcing Bars: Anchorages and Splices—Appendix A
Table A5 – Compression Development & Lap Splice Lengths for Bars (ACI 318, AASHTO)
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
Bar
Size
Compression Length (in.) per Concrete Strength (psi)
3000
4000
5000
6000
7000
8000
9000
≥10,000
Lap
Splice
#3
9
8
8
8
8
8
8
8
12
#4
11
10
9
9
9
9
9
9
15
#5
14
12
12
12
12
12
12
12
19
#6
17
15
14
14
14
14
14
14
23
#7
19
17
16
16
16
16
16
16
27
#8
22
19
18
18
18
18
18
18
30
#9
25
22
21
21
21
21
21
21
34
#10
28
24
23
23
23
23
23
23
38
#11
31
27
26
26
26
26
26
26
43
#14
37
32
31
31
31
31
31
31
N/A
#18
50
43
41
41
41
41
41
41
N/A
NOTES:
1. Tabulated values are based on a minimum yield strength of 60,000 psi. Tabulated values are in inches.
2. Compression development lengths are calculated per ACI 318-14, Section 25.4.9 or the AASHTO LRFD Bridge Design Specifications (7th Edition, 2016), Article 5.11.2.2.
3. Compression lap splice lengths are calculated per ACI 318-14, Section 25.5.5 or the AASHTO LRFD Bridge Design Specifications (7th Edition, 2016), Article 5.11.5.5.
4. For compression development lengths, if bars are enclosed in spirals or ties per ACI 318-14, Table 25.4.9.3, or AASHTO, Article 5.11.2.2.2, then a modification factor of 0.75 may be
applied but the length must be not less than 8 in.
5. For compression lap splice lengths:
a. If bars are enclosed in a tied compression member per ACI 318-14, Section 10.7.5.2.1, or AASHTO, Article 5.11.5.5.1, then a modification factor of 0.83 may be applied but the
length must not be less than 12 in.
b. If bars are enclosed in a spirally-reinforced compression member per ACI 318-14, Section 10.7.5.2.1, or AASHTO, Article 5.11.5.5.1, then a modification factor of 0.75 may be
applied but the length must not be less than 12 in.
6. ACI 318-14 and AASHTO do not allow compression lap splices of #14 and #18 bars, except to #11 and smaller bars.
7. For Grade 75 reinforcing bars, compression development lengths must be multiplied by 1.25. Likewise, multiply by 1.33 for Grade 80 and 1.67 for Grade 100.
8. For Grade 75 reinforcing bars, compression lap splice lengths must be multiplied by 1.45. Likewise, multiply by 1.60 for Grade 80 and 2.20 for Grade 100.
9. For lightweight aggregate concrete, multiply the tabulated values by 1.33.
10. Galvanized bars are treated the same as uncoated bars.
A-24
Concrete Reinforcing Steel Institute
Reinforcing Bars: Anchorages and Splices—Appendix A
Tables A6(a) – Tension Development & Lap Splice Lengths for Bars, as Bar Diameter Multiples (ACI 318, Section 25.4.2.2)
f 'c = 3,000 psi
Bar
Size
Lap
Class
B
A
#7 to #18
B
Epoxy-Coated Bars
Top Bars
Other Bars
Case 1
Case 2
Case 1
Case 2
75db
112db
66db
99db
72db
93db
74db
111db
57db
86db
93db
139db
72db
107db
107db
55db
82db
97db
146db
86db
128db
121db
182db
107db
161db
140db
82db
124db
f ' = 4,000 psi
c
Bar
Size
Lap
Class
A
#3 to #6
B
A
#7 to #18
B
f 'c = 5,000 psi
Bar
Size
Lap
Class
A
#3 to #6
B
A
#7 to #18
B
Uncoated Bars
Top Bars
Other Bars
Case 1
Case 2
Case 1
Case 2
74db
38db
57db
50db
64db
96db
50db
74db
80db
121db
62db
93db
62db
93db
48db
71db
Epoxy-Coated Bars
Top Bars
Other Bars
Case 1
Case 2
Case 1
Case 2
65db
97db
57db
86db
84db
126db
74db
111db
105db
158db
93db
139db
81db
121db
71db
107db
Uncoated Bars
Top Bars
Other Bars
Case 1
Case 2
Case 1
Case 2
66db
34db
51db
44db
Epoxy-Coated Bars
Top Bars
Other Bars
Case 1
Case 2
Case 1
Case 2
58db
87db
51db
77db
55db
72db
58db
86db
44db
66db
72db
108db
55db
83db
83db
43db
64db
75db
113db
66db
100db
94db
141db
83db
124db
108db
64db
96db
Case 1
Case 2
Case 1
Case 2
Concrete cover at least 1.0db and c.-c. spacing at least 2.0db
Concrete cover less than 1.0db or c.-c. spacing less than 2.0db
Concrete cover at least 1.0db and c.-c. spacing at least 3.0db
Concrete cover less than 1.0db or c.-c. spacing less than 3.0db
See Table to the right.
6. Lap splice lengths (minimum of 12 inches) are multiples of tension development lengths; Class
A = 1.0ℓd and Class B = 1.3ℓd (ACI 318-14, Table 25.5.2.1). When determining the lap
splice length, ℓd is calculated without the 12-inch minimum of ACI 25.4.2.1.
7. ACI 318-14 does not allow tension lap splices of #14 or #18 bars. The tabulated values for
those bar sizes are the tension development lengths.
8. Top bars are horizontal bars with more than 12 in. of concrete cast below the bars.
9. For epoxy-coated bars, if the c.-c. spacing is at least 7.0db and the concrete cover is at least
3.0db , then Case 1 lengths may be multiplied by 0.918 (for top bars) or 0.8 (for other bars).
See Table to the right.
10. For Grade 75 reinforcing bars, lengths must be multiplied by 1.25. Likewise, multiply by
1.33 for Grade 80 and 1.67 for Grade 100.
11. For lightweight aggregate concrete, multiply the tabulated values by 1.33.
12. Galvanized bars are treated the same as uncoated bars.
Concrete Reinforcing Steel Institute
1db
0.375"
0.500"
0.625"
0.750"
0.875"
1.000"
1.128"
1.270"
1.410"
1.693"
2.257"
Spacing Check
Beams,
Columns
All
Others
Bar Size
#3
#4
#5
#6
#7
#8
#9
#10
#11
#14
#18
Concrete Cover Check
Tables A6(a)–A6(b): Note 5 Quick Reference
1. ACI 318-14 facilitates expressing tension development lengths and tension lap splice lengths as
multiples of bar diameters.
2. Tabulated values are based on a minimum yield strength of 60,000 psi.
3. Tension development lengths and tension lap splice lengths are calculated per ACI 318-14,
Sections 25.4.2.2 and 25.5.2, respectively. Minimum length is 12 in.
4. Tabulated values for beams or columns are based on transverse reinforcement and concrete
cover meeting minimum Code requirements.
5. Cases 1 and 2, which depend on the type of structural element, concrete cover, and center-tocenter spacing of the bars, are defined as:
2db
0.750"
1.000"
1.250"
1.500"
1.750"
2.000"
2.256"
2.540"
2.820"
3.386"
4.514"
3db
1.125"
1.500"
1.875"
2.250"
2.625"
3.000"
3.384"
3.810"
4.230"
5.079"
6.771"
Tables A6(a)–A6(b): Note 9 Quick Reference
Bar
7db
3db
Size
3"
2"
#3
#4
4"
2" THEN epoxy-coated
lengths may be
#5
5"
2"
AND
IF c/c
#6
6"
3" multiplied by 0.918
for top bars or 0.8
cover is
spacing
#7
7"
3"
greater
#8 is greater 7"
3" for other bars. This
than or
than or
#9
8"
4" should be approved
by the Engineer
#10 equal to: 9" equal to: 4"
PRIOR to detailing
#11
10"
5"
and fabrication.
#14
12"
6"
#18
16"
7"
A-25
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
A
#3 to #6
Uncoated Bars
Top Bars
Other Bars
Case 1
Case 2
Case 1
Case 2
86db
44db
66db
57db
Reinforcing Bars: Anchorages and Splices—Appendix A
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
Tables A6(b) – Tension Development & Lap Splice Lengths for Bars, as Bar Diameter Multiples (ACI 318, Section 25.4.2.2)
f 'c = 6,000 psi
Bar
Size
#3 to #6
#7 to #18
Lap
Class
A
B
A
B
Uncoated Bars
Top Bars
Other Bars
Case 1
Case 2
Case 1
Case 2
61db
31db
47db
41db
Epoxy-Coated Bars
Top Bars
Other Bars
Case 1
Case 2
Case 1
Case 2
53db
79db
47db
70db
51db
66db
53db
79db
41db
61db
66db
98db
51db
76db
76db
39db
58db
69db
103db
61db
91db
86db
129db
76db
114db
99db
58db
87db
f ' = 7,000 psi
c
Bar
Size
#3 to #6
#7 to #18
Lap
Class
A
B
A
B
Uncoated Bars
Top Bars
Other Bars
Case 1
Case 2
Case 1
Case 2
56db
29db
43db
38db
49db
73db
38db
56db
61db
91db
47db
70db
47db
70db
36db
54db
Epoxy-Coated Bars
Top Bars
Other Bars
Case 1
Case 2
Case 1
Case 2
49db
73db
43db
65db
64db
95db
56db
84db
80db
119db
70db
105db
61db
92db
54db
81db
f 'c = 8,000 psi
Bar
Size
#3 to #6
#7 to #18
Lap
Class
A
B
A
B
Uncoated Bars
Top Bars
Other Bars
Case 1
Case 2
Case 1
Case 2
53db
27db
41db
35db
Epoxy-Coated Bars
Top Bars
Other Bars
Case 1
Case 2
Case 1
Case 2
46db
69db
41db
61db
44db
57db
46db
68db
35db
53db
57db
85db
44db
66db
66db
34db
51db
60db
89db
53db
79db
74db
111db
66db
98db
86db
51db
76db
f 'c = 9,000 psi
Bar
Size
#3 to #6
#7 to #18
Lap
Class
A
B
A
B
Uncoated Bars
Top Bars
Other Bars
Case 1
Case 2
Case 1
Case 2
50db
26db
38db
33db
Epoxy-Coated Bars
Top Bars
Other Bars
Case 1
Case 2
Case 1
Case 2
43db
65db
38db
57db
41db
54db
43db
64db
33db
50db
54db
80db
41db
62db
62db
32db
48db
56db
84db
50db
74db
70db
105db
62db
93db
81db
48db
71db
f 'c = 10,000 psi
Bar
Size
#3 to #6
#7 to #18
Lap
Class
A
B
A
B
Uncoated Bars
Top Bars
Other Bars
Case 1
Case 2
Case 1
Case 2
47db
24db
36db
32db
Epoxy-Coated Bars
Top Bars
Other Bars
Case 1
Case 2
Case 1
Case 2
41db
61db
36db
54db
39db
51db
41db
61db
32db
47db
51db
76db
39db
59db
59db
30db
45db
53db
80db
47db
71db
67db
100db
59db
88db
77db
45db
68db
Reference Table A6(a) Notes.
A-26
Concrete Reinforcing Steel Institute
Reinforcing Bars: Anchorages and Splices—Appendix A
Tables A7(a) – Tension Development Lengths for Standard Hooks (ACI 318, AASHTO)
Bar
Size
f 'c = 3,000 psi
f 'c = 4,000 psi
f 'c = 5,000 psi
f 'c = 6,000 psi
Uncoated Epoxy-Coated Uncoated Epoxy-Coated Uncoated Epoxy-Coated Uncoated Epoxy-Coated
9
10
7
9
7
8
6
7
#4
11
13
10
12
9
10
8
10
#5
14
17
12
15
11
13
10
12
#6
17
20
15
17
13
16
12
14
#7
19
23
17
20
15
18
14
17
#8
22
27
19
23
17
21
16
19
#9
25
30
22
26
19
23
18
21
#10
28
34
24
29
22
26
20
24
#11
31
37
27
32
24
29
22
27
#14
37
45
32
39
29
35
27
32
#18
50
60
43
52
39
46
35
42
Reference Table A7(b) Notes.
Tables A7(b) – Tension Development Lengths for Standard Hooks (ACI 318, AASHTO)
Bar
Size
f 'c = 7,000 psi
f 'c = 8,000 psi
f 'c = 9,000 psi
f 'c ≥ 10,000 psi
Uncoated Epoxy-Coated Uncoated Epoxy-Coated Uncoated Epoxy-Coated Uncoated Epoxy-Coated
#3
6
7
6
6
6
6
6
6
#4
7
9
7
8
7
8
6
7
#5
9
11
9
10
8
10
8
9
#6
11
13
10
12
10
12
9
11
#7
13
15
12
14
11
14
11
13
#8
15
18
14
16
13
15
12
15
#9
16
20
15
18
15
17
14
17
#10
19
22
17
21
16
20
16
19
#11
21
25
19
23
18
22
17
21
#14
25
29
23
28
22
26
21
25
#18
33
39
31
37
29
35
27
33
NOTES:
1. Tabulated values are based on a minimum yield strength of 60,000 psi. Tabulated values are in inches.
2. Tension development lengths of standard hooks are calculated per ACI 318-14, Section 25.4.3 or the AASHTO LRFD Bridge Design Specifications (7th Edition, 2016), Article
5.11.2.4.
3. For standard hooks in bar sizes #3 through #11 only:
a. If concrete cover conforms to ACI 318-14 (Table 25.4.3.2) or AASHTO (Article 5.11.2.4.2), then a modification factor of 0.7 may be applied but the length must not be less than
8.0 db nor 6 in.
b. If hook is enclosed in ties or stirrups per ACI 318-14 (Table 25.4.3.2) or AASHTO (Article 5.11.2.4.2), then a modification factor of 0.8 may be applied but the length must not
be less than 8.0 db nor 6 in.
4. For Grade 75 reinforcing bars, lengths must be multiplied by 1.25. Likewise, multiply by 1.33 for Grade 80 and 1.67 for Grade 100.
5. For lightweight aggregate concrete, multiply the tabulated values by 1.33.
6. Galvanized bars are treated the same as uncoated bars.
Concrete Reinforcing Steel Institute
A-27
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#3
Reinforcing Bars: Anchorages and Splices—Appendix A
Tables A8(a) – Tension Development Lengths for Headed Bars (ACI 318)
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
Bar
Size
f 'c = 3,000 psi
f 'c = 4,000 psi
f 'c = 5,000 psi
f 'c = 6,000 psi
Uncoated Epoxy-Coated Uncoated Epoxy-Coated Uncoated Epoxy-Coated Uncoated Epoxy-Coated
#3
7
8
6
7
6
6
6
6
#4
9
11
8
9
7
8
6
8
#5
11
13
10
12
9
10
8
10
#6
13
16
12
14
10
13
10
11
#7
16
19
14
16
12
15
11
13
#8
18
21
15
19
14
17
13
15
#9
20
24
17
21
16
19
14
17
#10
23
27
20
23
18
21
16
19
#11
25
30
22
26
19
23
18
21
NOTES:
1. Tabulated values are based on a minimum yield strength of 60,000 psi. Tabulated values are in inches.
2. Tension development lengths of headed bars are calculated per ACI 318-14, Section 25.4.4.
3. As required by ACI 318:
a. Concrete is limited to a maximum f 'c of 6,000 psi and must be normalweight.
b. Bar size is limited to a maximum of #11 and fy not exceed 60,000 psi.
c. Net bearing area of the head must be at least 4 Ab .
d. Concrete cover on the bar must be at least 2 db and c.-c. spacing of bars must be at least 5 db .
4. Galvanized bars are treated the same as uncoated bars.
Tables A8(b) – Tension Development Lengths for Headed Bars (ACI 318)
Bar
Size
f 'c = 7,000 psi
f 'c = 8,000 psi
f 'c = 9,000 psi
f 'c = 10,000 psi
Uncoated Epoxy-Coated Uncoated Epoxy-Coated Uncoated Epoxy-Coated Uncoated Epoxy-Coated
#3
6
6
6
6
6
6
6
6
#4
6
7
6
7
6
6
6
6
#5
7
9
7
8
7
8
6
8
#6
9
11
8
10
8
9
8
9
#7
10
12
10
12
9
11
9
10
#8
12
14
11
13
10
12
10
12
#9
13
16
12
15
12
14
11
13
#10
15
18
14
17
13
16
12
15
#11
16
20
15
18
15
17
14
17
NOTES:
1. Tabulated values are based on a minimum yield strength of 60,000 psi. Tabulated values are in inches.
2. Tension development lengths of headed bars are calculated per ACI 318-14, Section 25.4.4.
3. As required by ACI 318:
a. Concrete is limited to a maximum f 'c of 6,000 psi and must be normalweight.
b. Bar size is limited to a maximum of #11 and fy not exceed 60,000 psi.
c. Net bearing area of the head must be at least 4 Ab .
d. Concrete cover on the bar must be at least 2 db and c.-c. spacing of bars must be at least 5 db .
4. Galvanized bars are treated the same as uncoated bars.
A-28
Concrete Reinforcing Steel Institute
Reinforcing Bars: Anchorages and Splices—Appendix A
Tables A9(a) – Tension Development Lengths for Standard Hooks in Seismic Joints (ACI 318)
Bar
Size
f 'c = 3,000 psi
f 'c = 4,000 psi
f 'c = 5,000 psi
f 'c = 6,000 psi
Uncoated Epoxy-Coated Uncoated Epoxy-Coated Uncoated Epoxy-Coated Uncoated Epoxy-Coated
7
8
6
7
6
7
6
7
#4
9
10
8
9
7
8
6
7
#5
11
13
9
11
8
10
8
9
#6
13
15
11
13
10
12
9
11
#7
15
18
13
16
12
14
11
13
#8
17
21
15
18
13
16
12
15
#9
19
23
17
20
15
18
14
16
#10
22
26
19
23
17
20
15
18
#11
24
29
21
25
19
22
17
20
Reference Table A9 (b) Notes.
Tables A9(b) – Tension Development Lengths for Standard Hooks in Seismic Joints (ACI 318)
Bar
Size
f 'c = 7,000 psi
f 'c = 8,000 psi
f 'c = 9,000 psi
f 'c = 10,000 psi
Uncoated Epoxy-Coated Uncoated Epoxy-Coated Uncoated Epoxy-Coated Uncoated Epoxy-Coated
#3
6
7
6
7
6
7
6
7
#4
6
7
6
7
6
7
6
7
#5
7
9
7
8
6
8
6
7
#6
9
10
8
10
8
9
7
9
#7
10
12
9
11
9
11
8
10
#8
11
14
11
13
10
12
10
11
#9
13
15
12
14
11
13
11
13
#10
14
17
13
16
13
15
12
14
#11
16
19
15
18
14
17
13
16
NOTES:
1. Tabulated values are based on a minimum yield strength of 60,000 psi. Tabulated values are in inches.
2. Tension development of standard hooks is calculated per ACI 318-14, Section 18.8.5.1, with bar sizes limited to #3 through #11.
3. Normal weight concrete is limited to a minimum of 3,000 psi (ACI 318-14, Table 19.2.1.1).
4. Lightweight aggregate concrete is limited to a minimum of 3,000 psi and a maximum of 5,000 psi (ACI 318-14, Table 19.2.1.1).
5. Galvanized bars are treated the same as uncoated bars.
Concrete Reinforcing Steel Institute
A-29
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#3
Reinforcing Bars: Anchorages and Splices—Appendix A
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
Table A10 – Tension Development & Lap Splice Lengths for Deformed Wires (ACI 318, Section 25.4.2.2)
f 'c = 4,000 psi
Wire
Size
Uncoated Wires
Development
Epoxy-Coated Wires
Class B Lap
Development
Class B Lap
Top
Other
Top
Other
Top
Other
Top
Other
D4
14
12
18
14
19
16
24
21
D5
16
12
21
16
21
18
27
24
D6
17
13
22
17
23
20
29
26
D7
19
14
24
19
24
22
32
28
D8
20
15
26
20
26
23
34
30
D9
21
16
27
21
28
24
36
32
D10
22
17
29
22
29
26
38
33
D11
23
18
30
23
30
27
40
35
D12
24
19
32
24
32
28
41
36
D13
25
20
33
25
33
29
43
38
D14
26
20
34
26
34
30
45
39
D15
27
21
35
27
36
31
46
41
D16
28
22
36
28
37
32
48
42
D17
29
22
38
29
38
33
49
43
D18
30
23
39
30
39
34
51
45
D19
31
24
40
31
40
35
52
46
D20
31
24
41
31
41
36
53
47
D21
32
25
42
32
42
37
54
48
D22
33
25
43
33
43
38
56
49
D23
34
26
44
34
44
39
57
50
D24
34
27
45
34
45
40
58
51
D25
35
27
46
35
46
40
59
52
D26
36
28
46
36
47
41
61
53
D27
36
28
47
36
48
42
62
55
D28
37
29
48
37
48
43
63
56
D29
38
29
49
38
49
44
64
57
D30
38
30
50
38
50
44
65
57
D31
39
30
51
39
51
45
66
58
NOTES:
1. Tabulated values are based on a minimum yield strength of 75,000 psi. Lengths are in inches.
2. Tension development lengths and tension lap splice lengths are calculated per ACI 318-14, Sections 25.4.2.2 and 25.5.2, respectively.
3. Top wires are horizontal wires with more than 12 inches of concrete cast below the wires.
4. For epoxy-coated wires, concrete cover was assumed at least 3.0 db and c.-c. spacing at least 7.0 db , so a 1.2 factor was used.
5. Galvanized wires are treated the same as uncoated wires.
A-30
Concrete Reinforcing Steel Institute
Reinforcing Bars: Anchorages and Splices—Appendix A
Table A11 – Tension Development Lengths for Deformed Welded Wire Reinforcement (ACI 318)
f 'c = 4,000 psi
Top WWR per Wire Spacing (in.)
4
6
8
Other WWR per Wire Spacing (in.)
12
4
6
8
12
D4
8
8
8
8
8
8
8
8
D5
8
8
8
8
8
8
8
8
D6
8
8
8
8
8
8
8
8
D7
9
9
9
9
8
8
8
8
D8
9
9
9
9
8
8
8
8
D9
10
10
10
10
8
8
8
8
D10
11
11
11
11
8
8
8
8
D11
11
11
11
11
9
9
9
9
D12
12
12
12
12
9
9
9
9
D13
12
12
12
12
9
9
9
9
D14
13
12
12
12
10
10
10
10
D15
14
13
13
13
11
10
10
10
D16
15
13
13
13
12
10
10
10
D17
16
14
14
14
12
11
11
11
D18
17
14
14
14
13
11
11
11
D19
18
14
14
14
14
11
11
11
D20
19
15
15
15
14
11
11
11
D21
20
15
15
15
15
12
12
12
D22
20
16
16
16
16
12
12
12
D23
21
16
16
16
16
12
12
12
D24
22
16
16
16
17
13
13
13
D25
23
17
17
17
18
13
13
13
D26
24
17
17
17
19
13
13
13
D27
25
17
17
17
19
13
13
13
D28
26
17
17
17
20
14
14
14
D29
27
18
18
18
21
14
14
14
D30
28
19
18
18
21
14
14
14
D31
29
19
18
18
22
15
14
14
NOTES:
1. Tabulated values are based on a minimum yield strength of 70,000 psi. Lengths are in inches.
2. Tension development lengths are calculated per ACI 318-14, Section 25.4.6. It was assumed that there was at least one cross wire within the development length and not less than 2
inches from the critical section.
3. Top WWR is horizontal WWR with more than 12 inches of concrete cast below the WWR.
4. Galvanized WWR are treated the same as uncoated WWR.
Concrete Reinforcing Steel Institute
A-31
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Wire
Size
Reinforcing Bars: Anchorages and Splices—Appendix A
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Table A12 – Tension Lap Splice Lengths for Deformed Welded Wire Reinforcement (ACI 318)
f 'c = 4,000 psi
Wire
Size
Top WWR per Wire Spacing (in.)
4
6
8
Other WWR per Wire Spacing (in.)
12
4
6
8
12
D4
9
9
9
9
8
8
8
8
D5
10
10
10
10
8
8
8
8
D6
11
11
11
11
8
8
8
8
D7
11
11
11
11
9
9
9
9
D8
12
12
12
12
9
9
9
9
D9
13
13
13
13
10
10
10
10
D10
14
14
14
14
11
11
11
11
D11
14
14
14
14
11
11
11
11
D12
15
15
15
15
12
12
12
12
D13
16
16
16
16
12
12
12
12
D14
17
16
16
16
13
12
12
12
D15
18
17
17
17
14
13
13
13
D16
19
17
17
17
15
13
13
13
D17
21
18
18
18
16
14
14
14
D18
22
18
18
18
17
14
14
14
D19
23
19
19
19
18
14
14
14
D20
24
19
19
19
19
15
15
15
D21
25
20
20
20
20
15
15
15
D22
26
20
20
20
20
16
16
16
D23
28
21
21
21
21
16
16
16
D24
29
21
21
21
22
16
16
16
D25
30
21
21
21
23
17
17
17
D26
31
22
22
22
24
17
17
17
D27
32
22
22
22
25
17
17
17
D28
34
23
23
23
26
17
17
17
D29
35
23
23
23
27
18
18
18
D30
36
24
23
23
28
19
18
18
D31
37
25
24
24
29
19
18
18
NOTES:
1. Tabulated values are based on a minimum yield strength of 70,000 psi. Lengths are in inches.
2. Tension lap splice lengths are calculated per ACI 318-14, Section 25.5.3. It was assumed that there was at least one cross wire within the development length and not less than 2 inches
from the critical section.
3. Top WWR is horizontal WWR with more than 12 inches of concrete cast below the WWR.
4. Galvanized WWR are treated the same as uncoated WWR.
A-32
Concrete Reinforcing Steel Institute
Reinforcing Bars: Anchorages and Splices—Appendix A
Table A13 – Tension Development & Lap Splice Lengths for Plain Welded Wire Reinforcement (ACI 318)
f 'c = 4,000 psi
W0.5 to W5.5
W6
W8
W10
W12
W14
W16
W18
W20
W22
W24
W26
W28
W30
W31
W45
Wire
Spacing
Development
Length (in.)
4
6
12
4
6
12
4
6
12
4
6
12
4
6
12
4
6
12
4
6
12
4
6
12
4
6
12
4
6
12
4
6
12
4
6
12
4
6
12
4
6
12
4
6
12
4
6
12
6
6
6
6
6
6
6
6
6
7
6
6
9
6
6
10
7
6
11
8
6
13
9
6
14
10
6
16
10
6
17
11
6
18
12
6
20
13
7
21
14
7
22
15
7
32
21
11
NOTES:
1. Tabulated values are based on a minimum yield strength of 56,000 psi (smaller than
size 1.2) or 65,000 psi (size 1.2 and larger). Lengths are in inches.
2. Tension development lengths and tension lap splice lengths are calculated per ACI 31814, Sections 25.4.7 and 25.5.4, respectively.
Concrete Reinforcing Steel Institute
Lap Splice Length (in.) per Cross Wire Spacing (in.)
4
6
6
6
7
6
6
9
6
6
11
7
6
13
9
6
15
10
6
17
11
6
19
13
7
21
14
7
23
16
8
25
17
9
27
18
9
29
20
10
32
21
11
33
22
11
47
32
16
6
8
8
8
8
8
8
9
8
8
11
8
8
13
9
8
15
10
8
17
11
8
19
13
8
21
14
8
23
16
8
25
17
9
27
18
9
29
20
10
32
21
11
33
22
11
47
32
16
8
10
10
10
10
10
10
10
10
10
11
10
10
13
10
10
15
10
10
17
11
10
19
13
10
21
14
10
23
16
10
25
17
10
27
18
10
29
20
10
32
21
11
33
22
11
47
32
16
12
14
14
14
14
14
14
14
14
14
14
14
14
14
14
14
15
14
14
17
14
14
19
14
14
21
14
14
23
16
14
25
17
14
27
18
14
29
20
14
32
21
14
33
22
14
47
32
16
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Wire
Size
3. For lap splice lengths, area of steel provided was assumed to be less than twice the area of
steel required (ACI 25.5.4.1).
4. Galvanized WWR are treated the same as uncoated WWR.
A-33
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Reinforcing Bars: Anchorages and Splices—Appendix B
APPENDI X B
Mechanical Splices
B.1 Tension-Compression Mechanical Splices
Combination Grout-Filled/Threaded Coupler
Cold-Swaged Coupling Sleeve
Fig. B-3 Combination Grout-Filled/Threaded Coupler
The cold-swaged coupling sleeve uses a hydraulic swaging
press with special dies to deform the sleeve around the ends
of the spliced reinforcing bars to produce positive mechanical
interlock with the reinforcing bars. Bars to be spliced are
inserted equal distances into the sleeve. Bars may be
shear-cut, flame-cut, or saw-cut, however, a bar-end check is
recommended. Bars of different sizes can be spliced with this
system. This mechanical splice can also be used for joining
reinforcing bars to structural steel members. Longer sleeves
are required for splicing epoxy-coated reinforcing bars.
Primarily used for precast construction, this type of mechanical
splice combines two common mechanical splicing techniques. One
end of the sleeve is attached and secured to a reinforcing bar by
means of threading. The splice is then completed when the other
bar end is inserted into the sleeve and the space between the bar
and the sleeve is filled with high-strength grout. The wide mouth
opening of the sleeve allows for minor bar misalignment. The wide
mouth also allows for transitioning between different bar sizes.
Cold-Swaged Threaded Coupler
Coupling Sleeve With Wedge Pin
Fig. B-2 Cold-Swaged Threaded Coupler
The cold-swaged threaded coupler consists of pre-threaded
male and female components, which are swaged onto the
reinforcing bars using a swaging press with special dies. No
threads are required on the bar ends. Splicing of the bars is
completed by installing one pre-threaded component into the
other. A three-piece position coupler is available for splicing
bent bars that cannot be rotated. Optional details include transition couplers for splicing different bar sizes, couplers used to
connect bars to structural steel members, and couplers with
flanges having nail holes. Threads are sealed and protected for
future extension applications.
Concrete Reinforcing Steel Institute
Coupling Sleeve with Wedge or Shear Screw
Designed primarily for splicing smaller bars,
sizes #3 through #6, the coupling sleeve is oval
in cross-section permitting the overlapping of
two reinforcing bars of the same diameter in
the sleeve. Each bar extends out of the sleeve
about one bar diameter. After the sleeve is
correctly positioned, a wedge-shaped round
pin is driven through a hole in the flat face of
the sleeve. The wedge passes between the
bars and extends through a hole opposite the
hole of insertion. The wedge pin is driven with a
hand held hydraulic ram.
Coupling Sleeve With Shear Screw
This coupling sleeve consists of a ductile iron
sleeve with two internal wedges. Two series
of cone-pointed screws are arranged along
the sleeve length, opposite a wedge-shaped
profile in the sleeve. Each reinforcing bar extends out of the sleeve by approximately one
bar diameter. No special bar end preparation
is required. As the screws are tightened, they
indent into the surface of the bars, and wedge
the bars into the converging sides of the
sleeve profile. Screws can be tightened using
suitable impact wrenches or hand-held ratchet
wrenches. The heads of the screws shear off
at a prescribed tightening torque. Bar sizes #3
through #8 plus bars of different sizes either
Fig. B-4 Coupling
Sleeve With Shear
uncoated or epoxy-coated can be spliced usScrew or Wedge Pin
ing this coupling sleeve.
B-1
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Fig. B-1 Cold-Swaged Coupling Sleeve
Reinforcing Bars: Anchorages and Splices—Appendix B
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Grout-Filled Coupling Sleeve
Steel-Filled Coupling Sleeve
Fig. B-7 Steel-Filled Coupling Sleeve
Fig. B-5 Grout-Filled Coupling Sleeve
The double-frustum-shaped coupling sleeve is filled with a
cement based, non-shrink, high-early strength grout. Reinforcing
bars to be spliced are inserted into the sleeve to meet at the
center of the sleeve. The space between bar and sleeve is
filled with non-shrink grout to transfer stress between the
external deformations on the bar and internal deformations in
the sleeve. No special end preparation of the bars is required.
The relatively wide sleeves also can accommodate minor bar
misalignments, and combinations of different size bars.
The steel filled coupling sleeve is a mechanical splice in which
molten metal or “steel filler” interlocks the grooves inside the
sleeve with the deformations on the reinforcing bar. Special
details permit use as end anchorages or connections to structural
steel members.
Shear-cut, flame-cut, or saw-cut ends of the bar can be used
as the “steel filler” fills the space between the ends of the
bars, however, a bar-end check is recommended.
Straight Thread Coupler with Upset Bar Ends
Shear Screw Coupling Sleeve
Fig. B-8 Straight Thread Coupler with Upset Bar Ends
Fig. B-6 Shear Screw Coupling Sleeve
This type of mechanical splice consists of a coupling sleeve
with shearhead screws which are designed to shear off at a
specified torque. The reinforcing bars are inserted to meet at
a stop at the center of the coupling sleeve and the screws are
tightened. The tightening process embeds the pointed screws
into the bars. For one type of splice, the screws force the bars
into contact with internal gripping rails. For the other type of
splice, the screws force the bars to wedge into the coupling
sleeve’s converging interior wall. The heads of the screws
shear off at a prescribed tightening torque. The screws can
be tightened using a standard socket wrench or pneumatic
impact wrench. For making a splice between two fixed bars,
coupling sleeves without a center stop are available. This
sleeve can be slipped completely onto one bar and subsequently repositioned over the two bar ends.
B-2
This mechanical splice consists of forming heads on the ends
of the reinforcing bars to be connected using a hydraulic
machine from the splice manufacturer. This splice is designed
to fit between closely-spaced bars. The upset bar ends are
butted up to each other and are held in place using a male
and female straight threaded coupler that is positioned onto
the bars prior to forming the heads. The coupler is installed by
turning either the male or female component and tightening
to the manufacturer’s recommended torque; no rotation of
the bar is required. Bent or curved bars can be spliced with
the same mechanical splice. Adaptations permit use for end
anchorages in concrete or connections to threaded rods. Bar
ends may be sheared, flame-cut or saw-cut.
Concrete Reinforcing Steel Institute
Reinforcing Bars: Anchorages and Splices—Appendix B
Taper-Threaded Coupler
Non-Upset Straight Thread Coupler
Fig. B-11 Non-Upset Straight Thread Coupler
Fig. B-9 Taper-Threaded Coupler
This is a mechanical splice consisting of a taper-threaded coupler
that joins reinforcing bars with matching taper threads. The
coupler is installed by turning the bar or sleeve with wrenches
to the manufacturer’s specified torque. For splicing bent or
curved bars, special three-piece position couplers are used.
Adaptations permit use for end anchorages in concrete or
connections to structural steel members. Bar ends may be
shear-cut or saw-cut. Bar ends require taper threading over a
specified length.
Upset Straight Thread Coupler
Since the cutting of threads reduces the net cross-sectional
area of the reinforcing bar, some manufacturers use bars one
size larger while other manufacturers use bars with tensile
and yield strengths sufficient to overcome the loss of net area
by thread cutting.
This type of splice is in three pieces (the two bar ends and
the internally threaded coupler). These systems are also available
as weld-on couplers, transitional couplers, and positional
couplers.
B.2 Compression-Only Mechanical Splices
Fig. B-12 (a) Bolted
Strap Coupling Sleeve
Fig. B-10 Upset Straight Thread Coupler
This is a mechanical splice consisting of a coupler with
internal straight threads at each end that joins two upset end
reinforcing bars with matching external threads. Upsetting the
bar ends permits the cross-sectional area in the threaded portion to be greater than the bar cross-sectional area.
This type of splice can either be in three pieces (the two bar
ends and internally threaded coupler) or in two pieces with
the coupler integrally forged or pre-assembled onto the bar
end. These systems are also available as weld-on couplers,
transitional couplers, positional couplers, and headed bars.
Fig. B-12 (b) Tube/Bolt
Coupling Sleeve
B.3 Dowel Bar Mechanical Splices
Fig. B-13 Dowel Bar Mechanical Splice
Concrete Reinforcing Steel Institute
B-3
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This is a mechanical splice consisting of a coupler with internal
straight threads at each end that joins two reinforcing bars
with matching external threads.
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Reinforcing Bars: Anchorages and Splices—Appendix C
APPENDI X C
Supporting Formulas for Tables in Appendix A
C.1 Tension Development Length—
ACI 25.4.2.2
Atr = Total cross-sectional area of all transverse reinforcement within spacing s, in.2
fc l (ACI 25.4.1.4)
1.
SQRFC = Smaller of 100 or
2.
Calculate development length (ACI 25.4.2.2)
Ktr = 40 Atr / (s n)
s = spacing of transverse reinforcement, in.
Where:
#6 bar and smaller and deformed wire:
#7 bar and larger:
Note: (cb + Ktr )/db ≤ 2.5
ℓdb = db(1/20)fy /SQRFC
3.
alculate concrete cover and c.-c. spacing expressed as
C
multiples of bar diameter, db.
3.
4.
Refer to chart below to determine whether Case 1 or Case 2:
4.
Structural Concrete
Element
Cover
Beams,
Column
< db
All
Others
< db
5.
≥ 2 db , < 3 db
≥ 3 db
2
2
2
2
1
1
2
2
2
2
2
1
≥ db
≥ db
Apply cover/spacing modification factor:
Case 1: ℓd = 1.0 ℓdb
ℓd = ℓd /0.75
If fct is specified:
ℓd = ℓd /Factor
5.
Top bar effect and epoxy coating (ACI Table 25.4.2.4)
Other Bar
Uncoated
ℓd = 1.3ℓd
ℓd = 1.0ℓd
Epoxy-Coated
ℓd = 1.7ℓd
ℓd = 1.5ℓd
Minimum length (ACI 25.4.2.1)
Top Bar
Other Bar
Uncoated
ℓd = 1.3ℓd
ℓd = 1.0ℓd
Epoxy-Coated
ℓd = 1.7ℓd
ℓd = 1.5ℓd
1.
If #6 and smaller and deformed wire:
ℓd = 0.8 ℓd
If #7 and larger:
ℓd = 1.0 ℓd
Minimum length (ACI 25.4.2.1)
Basic development length (AASHTO 5.11.2.1.1)
ℓd = Greater of 1.25Ab fy / fc l or 0.4db fy (for #3 to #11 bars)
ℓd = 2.70 fy /
ℓd = 3.5fy /
2.
fc l
(for #14 bar)
fc l
(for #18 bar)
Lightweight aggregate concrete (AASHTO 5.11.2.1.2)
ℓd = 1.3 ℓd
If fct is not specified:
If fct is specified:
C.2 Tension Development Length—
ACI 25.4.2.3
fc l (ACI 25.4.1.4)
1.
SQRFC = Smaller of 100 or
2.
Calculate cb, Atr, and Ktr (ACI 12.2.3)
cb = smaller of:
B.
Bar size (ACI Table 25.4.2.4)
C.3 Tension Development Length—AASHTO
ℓd ≥ 12 in.
A.
Top bar effect and epoxy coating (ACI Table 25.4.2.4)
ℓd ≥ 12 in.
Top Bar
8.
ℓd = ℓd/Factor
Where Factor = fct /6.7 SQRFC ≤ 1.0
7.
Where Factor = fct /6.7 SQRFC ≤ 1.0
7.
If fct is specified:
Lightweight aggregate concrete (ACI Table 25.4.2.4)
If fct not specified:
Lightweight aggregate concrete (ACI Table 25.4.2.4)
If fct not specified: ℓd = ℓd/0.75
6.
Case 2: ℓd = 1.5 ℓdb
6.
ℓd = (3/40)( fy /SQRFC )db /((c + Ktr )/db )
Case, per c.-c. Bar Spacing
< 2 db
Calculate development length (ACI 25.4.2.3)
istance from center of bar to nearest conD
crete surface
ne-half the center-to-center distance
O
spacing of the bar
Concrete Reinforcing Steel Institute
ℓd = Factor × ℓd
Where Factor = 0.22
3.
fc l / fct ≥ 1.0
Top bar effect and epoxy coating (AASHTO 5.11.2.1.2)
Top Bar
Other Bar
Uncoated
ℓd = 1.4ℓd
ℓd = 1.0ℓd
Epoxy-Coated
ℓd = 1.7ℓd
ℓd = 1.5ℓd
C-1
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n = number of bars being developed or
spliced
ℓdb = db(1/25)fy /SQRFC
Reinforcing Bars: Anchorages and Splices—Appendix C
4.
If extra cover/spacing in accordance with AASHTO 5.11.2.1.3
ℓd = 0.8ℓd (i.e. Category 1)
Otherwise, ℓd = 1.0ℓd (i.e. Category 2)
5.
If bars are enclosed in spirals in accordance with
AASHTO 5.11.2.1.3
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2.
Calculate development length (ACI 25.4.4.2)
ℓdt = 0.016db fy /SQRFC
f l (ACI 318 only, ACI 25.4.1.4)
1.
SQRFC = Smaller of 100 or
2.
Basic development length (ACI 25.4.9, AASHTO 5.11.2.2.1)
c
ℓdc = Greater of 0.02db fy /SQRFC or 0.0003db fy
Lightweight aggregate concrete (ACI only, ACI Table 25.4.9.3)
ℓdc = ℓdc /Factor
Where Factor = fct /6.7 SQRFC ≤ 1.0
4.
If spirals or ties in accordance with ACI Table 25.4.9.3,
AASHTO 5.11.2.2.2
ℓdc = 0.75ℓdc
5.
C.7 Tension Lap Splice Length—ACI 318
1.
alculate tension development length (see Section C.1
C
or C.2). Tension development length, ℓd , is calculated
without the 12-inch minimum of ACI 25.4.2.1.
2.
Lap Class (ACI Table 25.5.2.1)
If Class A: LAP = ℓd
If Class B: LAP = 1.3ℓd
3.
C.8 Tension Lap Splice Length—AASHTO
1.
alculate tension development length (see Section C.3).
C
Tension development length, ℓd , is calculated without
the 12-inch minimum of AASHTO 5.11.2.1.1.
2.
Lap Class (AASHTO 5.11.5.3.1)
If Class A: LAP = ℓd
C.5 Tension Development Length of
Standard Hooks—ACI 318, AASHTO
SQRFC = Smaller of 100 or
2.
Basic development length (ACI 25.4.3.1, AASHTO 5.11.2.4.1)
ℓdh = 0.02db fy /SQRFC
3.
If extra cover in accordance with ACI Table 25.4.3.2,
AASHTO 5.11.2.4.2
ℓdh = 0.7ℓdh
4.
If Class B: LAP = 1.3ℓd
fc l (ACI 318 only, ACI 25.4.1.4)
1.
If ties/stirrups in accordance with ACI Table 25.4.3.2,
AASHTO 5.11.2.4.2
If Class C: LAP = 1.7ℓd
3.
If lightweight aggregate concrete (ACI Table 25.4.3.2,
AASHTO 5.11.2.4.2)
If fct is not specified: ℓdh = ℓdh /0.75
If fct is specified:
ℓdh = ℓdh /Factor
Where Factor = fct /6.7 SQRFC ≤ 1.0
6.
If epoxy-coated (ACI Table 25.4.3.2, AASHTO 5.11.2.4.2)
ℓdh = 1.2ℓdh
7.
Minimum length (ACI 25.4.3.1, AASHTO 5.11.2.4.1)
ℓdh ≥ 8db , 6 in.
C-2
Minimum length (AASHTO 5.11.5.3.1)
LAP ≥ 12 in.
C.9 Compression Lap Splice Length—
ACI 318, AASHTO
1.
ℓdh = 0.8 ℓdh
5.
Minimum length (ACI Table 25.5.2.1)
LAP ≥ 12 in.
Minimum length (ACI 25.4.9.1, AASHTO 5.11.2.2.1)
ℓdc ≥ 8 in.
Minimum length (ACI 25.4.4.2)
ℓdt ≥ 8db , 6 in.
If fct is not specified: ℓdc = ℓdc/0.75
If fct is specified:
If epoxy coated (ACI 25.4.4.3)
ℓdt = 1.2ℓdt
4.
C.4 C
ompression Development Length—
ACI 318, AASHTO
3.
SQRFC = Smaller of 100 or
Minimum length (AASHTO 5.11.2.1.1)
ℓd ≥ 12 in.
fc l (ACI 25.4.1.4)
1.
3.
ℓd = 0.75ℓd
6.
C.6 Tension Development of Headed
Bars—ACI 318
2.
Basic lap length (ACI 25.5.5.1, AASHTO 5.11.5.5)
If fy ≤ 60,000 psi:
LAP = 0.0005fy db
If fy > 60,000 psi:
LAP = (0.0009fy − 24)db
Minimum length (ACI 25.5.5.1, AASHTO 5.11.5.5.1)
LAP ≥ 12 in.
3.
If f 'c < 3000 psi (ACI 25.5.5.1, AASHTO 5.11.5.5.1)
LAP = (4/3) LAP
4.
Compression member and minimum length
If tied compression member in accordance with ACI
10.7.5.2.1(a), AASHTO 5.11.5.5.1
LAP = 0.83 × LAP ≥ 12 in.
Concrete Reinforcing Steel Institute
Reinforcing Bars: Anchorages and Splices—Appendix C
If spiral compression member in accordance with ACI
10.7.5.2.1(b), AASHTO 5.11.5.5.1
LAP = 0.75 LAP ≥ 12 in.
C.10 Tension Development Length for Bars
in Seismic Joints—ACI 318
Basic development length (ACI 18.8.5.1)
ℓd = Greater of 8 db , 6 in., or fy db /(65 fc l )
2.
If lightweight aggregate concrete (ACI 18.8.5.1)
1.
alculate tension development length (see ACI 25.5.4.1
C
and Section C.12). Ignore minimum tension development
length of 6 in.
2.
If (As provided ) is less than 2 × (As required ) (ACI 25.5.4.1):
LAP = Greater of: Cross-wire spacing + 2 in., 1.5ℓd , 6 in.
If (As provided ) is at least 2 × (As required ) (ACI 25.5.4.2):
LAP = Greater of: 1.5ℓd , 2 in.
ℓd = 1.33ℓd
3.
C.15 Tension Lap Splice Length of Deformed
Welded Wire Reinforcement—ACI 318
Top bar effect (ACI 18.8.5.3)
If top bar:
ℓd = 3.25ℓd
If other bar: ℓd = 2.5ℓd
C.11 Tension Development Length for
Standard Hooks in Seismic Joints—
ACI 318
1.
alculate tension development length (see Section C.13).
C
Ignore minimum tension development length of 8 in.
2.
L
AP = Greater of: 1.3ℓd , 8 in.
Basic hook development (ACI 18.8.5.1)
ℓdh = Greater of 8 db , 6 in., or fy db /(65
2.
1.
fc l )
If lightweight aggregate concrete (ACI 18.8.5.1)
ℓdh = 1.33ℓdh
C.12 Tension Development Length of Plain
Welded Wire Reinforcement—ACI 318
fc l (ACI 25.4.1.4)
1.
S QRFC = Smaller of 100 or
2.
Calculate development length (ACI 25.4.7.1)
ℓd = 0.27(Aw /sw )(fy /SQRFC )
3.
Lightweight aggregate concrete (ACI Table 25.4.2.4)
If fct not specified: ℓd = ℓd /0.75
If fct is specified:
ℓd = ℓd /Factor
Where Factor = fct /6.7 SQRFC ≤ 1.0
4.
Minimum length (ACI 25.4.7.1)
ℓd ≥ 6 in.
C.13 Tension Development Length of
Deformed Welded Wire Reinforcement—ACI 318
1.
alculate tension development length (see ACI 25.4.6.1
C
and Section C.1 or C.2). Minimum tension development
length is 8 in.
2.
Calculate WRF × ℓd where WRF = Wire Reinforcement
Factor ACI 25.4.6.2):
A. If at least one cross-wire within development length
and cross-wire is at least 2 in. from critical section:
WRF = Greater of: ( fy − 35,000)/fy , 5db /sw ≤ 1.0
B. Otherwise:
WRF = 1.0
Concrete Reinforcing Steel Institute
C-3
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
1.
C.14 Tension Lap Splice Length of Plain
Welded Wire Reinforcement—ACI 318
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
Reinforcing Bars: Anchorages and Splices—Appendix D
CHA PTER D
Mechanical Splice Manufacturers
Engineered Devices Corporation (EDC)
25 Bergen Turnpike
Ridgefield Park, New Jersey 07660
Tel: (201) 641-2880 Fax: (201) 641-0847
www.edconline.com
Dayton Superior Corporation (Dayton)
1125 Byers Road
Miamisburg, OH 45342
Tel: (937) 866-0711 Fax: (937) 866-1558
www.daytonsuperior.com
Headed Reinforcement Corp. (HRC)
11200 Condor Avenue
Fountain Valley, CA 92708
Tel: (714) 557-1455 Fax: (714) 557-4460
www.hrc-usa.com
Dextra America, Inc. (Dextra)
P.O. Box 28306
Bellingham, WA 98228
Tel: (360) 527-0800 Fax: (360) 527-0801
www.dextragroup.com
LENTON
34600 Solon Road
Solon, OH 44139
Tel: (440) 248-0100 Fax: (440) 248-0723
www.erico.com/lenton.asp
Mechanical Splice
Meadow Burke (Meadow)
5110 Santa Fe Road
Tampa, FL 33619
Tel: (813) 387-4064 Fax: (813) 247-1424
www.meadowburke.com
Mechanical Splice Manufacturer
BarSplice
Dayton
Dextra
EDC
HRC
LENTON
Meadow
Tension-Compression Mechanical Splice
Cold-Swaged Coupling Sleeve
X
Cold-Swaged Parallel Threaded Coupler
Cold-Swaged Taper Threaded Coupler
X
X
Combination Grout-Filled/Threaded Coupler
Coupling Sleeve with Shear Screw or Wedge
X
X
Grout-Filled Coupling Sleeve
Shear Screw Coupling Sleeve
X
X
X
X
X
X
Steel-Filled Coupling Sleeve
X
Straight Thread Coupler with Upset Bar Ends
X
Taper-Threaded Coupler
X
Upset Straight Thread Coupler
Non-Upset Straight Thread Coupler
X
X
X
X
X
X
X
X
Compression-Only Mechanical Splice
Bolted Strap Coupling Sleeve
X
Tube/Bolt Coupling Sleeve
X
Dowel Bar Mechanical Splice
Dowel Bar Mechanical Splice
X
X
X
X
X
X
Friction Welded
X
X
Grout Filled
X
X
Headed Reinforcing Bars
Cold-Swaged
X
Hot-Forged
X
X
X
Shear Screw
X
X
X
Taper Threaded
X
X
X
Upset Straight Threaded
Non-Upset Straight Threaded
Concrete Reinforcing Steel Institute
X
X
X
X
X
D-1
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
BarSplice Products, Inc. (BarSplice)
4900 Webster Street
Dayton, OH 45414
Tel: (937) 275-8700 Fax: (937) 275-9566
www.barsplice.com
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
Reinforcing Bars: Anchorages and Splices
Notes
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
Concrete Reinforcing Steel Institute
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
Reinforcing Bars: Anchorages and Splices
Notes
Concrete Reinforcing Steel Institute
This publication is licensed to Victor Jones, vjones@harrisrebar.com. Document sharing is prohibited.
Reinforcing Bars: Anchorages and Splices
The definitive source for information on development and splicing
of reinforcing bars. Features technical data on mechanical splices
including load tests for Type 1 and Type 2 splices, Grades 40 to 80.
Includes extensive tables of development and lap splice lengths for
Grade 60 uncoated and epoxy-coated reinforcing bars with 3,000 to
10,000 psi concrete compressive strengths. Also includes: development and lap splice length tables for welded wire reinforcement,
expanded information on headed bars, and supporting formulas for
all development and lap splice tables. Sixth edition conforms to ACI
318-14 and AASHTO LRFD Bridge Design Specifications, 2016.
ISBN 9781943961405
Concrete Reinforcing
Steel Institute
❘
❘
❘
933 North Plum Grove Road Schaumburg, IL 60173 Tel. 847.517.1200 www.crsi.org
9 781943 961405
10-SPLICES-2017