aisc design guide 15 - aisc rehabilitation and retrofit guide

15
Steel Design Guide Series
AISC Rehabilitation and Retrofit Guide
A Reference for Historic Shapes and Specifications
cover D815.qxd 3/11/2002 2:00 PM Page 1
15
Steel Design Guide Series
AISC Rehabilitation and Retrofit Guide
A Reference for Historic Shapes and Specifications
Roger L. Brockenbrough, PE
R. L. Brockenbrough & Associates, Inc.
Pittsburgh, PA
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
© 2003 by American Institute of Steel Construction, Inc. All rights reserved.
This publication or any part thereof must not be reproduced in any form without permission of the publisher.
© 2003 by American Institute of Steel Construction, Inc. All rights reserved.
This publication or any part thereof must not be reproduced in any form without permission of the publisher.
Copyright  2002
by
American Institute of Steel Construction, Inc.
All rights reserved. This book or any part thereof
must not be reproduced in any form without the
written permission of the publisher.
The information presented in this publication has been prepared in accordance with rec-
ognized engineering principles and is for general information only. While it is believed
to be accurate, this information should not be used or relied upon for any specific appli-
cation without competent professional examination and verification of its accuracy,
suitablility, and applicability by a licensed professional engineer, designer, or architect.
The publication of the material contained herein is not intended as a representation
or warranty on the part of the American Institute of Steel Construction or of any other
person named herein, that this information is suitable for any general or particular use

or of freedom from infringement of any patent or patents. Anyone making use of this
information assumes all liability arising from such use.
Caution must be exercised when relying upon other specifications and codes developed
by other bodies and incorporated by reference herein since such material may be mod-
ified or amended from time to time subsequent to the printing of this edition. The
Institute bears no responsibility for such material other than to refer to it and incorporate
it by reference at the time of the initial publication of this edition.
Printed in the United States of America
First Printing: February 2002
Second Printing: October 2003
© 2003 by American Institute of Steel Construction, Inc. All rights reserved.
This publication or any part thereof must not be reproduced in any form without permission of the publisher.
v
Author

Roger L. Brockenbrough, P.E. is an engineering
consultant working in the areas of product design
and the development of technical information to
facilitate improved steel designs. Formerly he
was a Senior Research Consultant for U. S.
Steel, involved in research studies on bridge
girders (heat curving), pressure vessels, laminar
imperfections, bolted connections (weathering
steel), connections in HSS, and cold-formed
steel. He is the author of numerous technical
papers, is the editor of two current McGraw-Hill
books, Structural Steel Designer's Handbook and
Highway Engineering Handbook, and
contributor to a third, Standard Handbook for
Civil Engineers. He is a member of the AISC

Specifications Committee (Chair of the Materials
Subcommittee) and Chair of the AISI Committee
on Specifications for the Design of Cold-Formed
Steel Structural Members.

Preface

The use of ferrous metal for structural framing
began with cast-iron columns and wrought-iron
beams. Early uses of cast iron in England in the
1770s included a small arch bridge over the river
Severn at Coalbrookdale, and interior structural
members in St. Anne’s Church in Liverpool. In
the United States, cast-iron columns were
introduced as balcony supports in the Chestnut
Street Theater in Philadelphia in 1820. An early
use of wrought iron was in the Menai Bridge in
Wales in 1826. In the United States, a wrought
iron frame was used in 1853 to construct the six-
story Cooper Union Building. Wrought iron
appears to have flourished in the U.S. between
1870 and 1900. Structural steel shapes became
available in 1880s and rapidly displaced cast iron
and wrought iron. The ten-story Home Insurance
Co. building erected in 1884 was the first to use
steel framing. In this transitional structure, steel
was used for the top four floors, wrought iron
was used for the lower floors, and cast iron
columns were used in the exterior walls. The
advantages structural steel offered in strength,

stiffness, and economy, greatly accelerated the
development of tall buildings and other
structures.
Chapter 1 provides a historical review of the
material standards published by the American
Society for Testing and Materials (ASTM) for
structural steel shapes and plates, steel pipe and
hollow structural sections, rivets, and bolts,
beginning in 1900. A review is also provided of
the basic design stresses for structural steel,
rivets, bolts, and welds, based on AISC
specifications from 1923 forward.
Chapter 2 includes reference data (cross-
sectional dimensions and properties) for steel
shapes (wide-flange or I-shaped cross-sections)
that have been discontinued over the past 125
years or so. Similar data is included for wrought
iron cross-sections, which were phased out in
about 1900.
Chapter 3 outlines considerations in the
evaluation of existing structures for gravity
loads, wind loads or seismic loads. Chapter 4
describes how existing structural systems can be
enhanced for increased strength and stiffness. An
extensive list of references on rehabilitation and
retrofit is given in Chapter 5 along with a
summary of their contents.
This design guide is concluded with a set of
appendices that provide a detailed review of
AISC Specification changes beginning in 1923, a

tabulation of AISC Manuals published beginning
in 1927, a summary of changes in specifications
for high-strength bolted joints beginning in 1951
(as developed by the Research Council on
Structural Connections (RCSC) and its
forerunner), and a summary of design
specifications for structural welding from 1934
forward.

© 2003 by American Institute of Steel Construction, Inc. All rights reserved.
This publication or any part thereof must not be reproduced in any form without permission of the publisher.
vi
Acknowledgements

The author would like to thank the reviewers for
their assistance in the development of this design
guide:

John M. Barsom
Reidar Bjorhovde
Charles J. Carter
Theodore V. Galambos
Christopher M. Hewitt
Rolf Larson
Stanley D. Lindsey
Heath E. Mitchell
M. Kevin Parfitt
David T. Ricker
Raymond H.R. Tide

Their comments and suggestions have enriched
this design guide. Special thanks are due to the
late Frank W. Stockwell, Jr. and to Robert F.
Lorenz, both formerly with AISC, whose
detailed notes and drafts as referenced herein
were invaluable.

© 2003 by American Institute of Steel Construction, Inc. All rights reserved.
This publication or any part thereof must not be reproduced in any form without permission of the publisher.
vii
Table of Contents

Author v
Preface v
Acknowledgements vi


Chapter 1
Historical Review of
Specifications 1

1.1 Structural Shapes and Plates 1
1.2 Steel Pipe and Hollow
Structural Sections 1
1.3 Hot-Driven Rivets 2
1.4 Structural Bolts 2
1.4.1Carbon Steel Bolts 2
1.4.2 High Strength Steel Bolts 2
1.5 Structural Welding 3

Chapter 2
Properties of Beam and
Column Sections 1873-2000 21

2.1 Steel Sections 1971-2000 22
2.2 Steel Sections 1953 -1970 27
2.3 Steel Sections 1887-1952………………… 35
2.4 Wrought Iron Sections 1873 – 1900……. 196

Chapter 3
Evaluation of Existing
Structures 215

3.1 Introduction 215
3.2 Evaluation Methods 215
3.2.1 Gravity Loads 215
3.2.2 Seismic Loads 215
3.3 Chapter N, AISC LRFD Specification 216
3.3.1 Specification Provisions 216
3.3.2 Commentary 218

Chapter 4
Enhancement of Existing
Structural Systems 223

4.1 Gravity Systems 223
4.1.1 Floors 223
4.1.2.Columns 224
4.2 Lateral Systems 224
4.2.1 Fully Restrained

Moment Frames 224
4.2.2 Partially Restrained
Moment Frames 225
4.2.3 Concentrically Braced Frames 225
4.2.4 Eccentric Braced Frames 225
4.3 Connections 225
4.3.1 Connection Types 225
4.3.2 Typical Methods of
Reinforcement 226
4.3.3 Rehab of Seismic
Moment Connections 227
4.4 Welding to Existing Members 229
4.5 Thermal Cutting of Existing Members 230
4.6 Drilling Holes in Existing Members 231

Chapter 5
References on Rehabilitation
and Retrofit 233

5.1 Reference List 233
5.2 Summaries of References 237
5.2.1 General Retrofit 237
5.2.2 Retrofit Case Studies 240
5.2.3 Seismic Retrofit 250

Appendix
Historical Review of
Specifications and Manual 259

A1. AISC Specifications – 1923 to 1999 259

A2. AISC Manual – 1927 to 1995 301
A3. Specifications for High-Strength
Bolted Joints – 1951 to 2000 305
A4. Design Specifications for
Structural Welding – 1934 to 1999 309
A5. AISC Code of Standard
Practice – 1924 to 2000 311

Index 317



© 2003 by American Institute of Steel Construction, Inc. All rights reserved.
This publication or any part thereof must not be reproduced in any form without permission of the publisher.

© 2003 by American Institute of Steel Construction, Inc. All rights reserved.
This publication or any part thereof must not be reproduced in any form without permission of the publisher.
1
Chapter 1
HISTORICAL REVIEW OF SPECIFICATIONS

1.1 Structural Shapes and Plates

AISC and other specifications for the design of
structural steel usually refer to standards
published by the American Society for Testing
and Materials (ASTM). Table 1.1a presents a
historical summary of the pertinent ASTM
standards for structural steels for buildings over
the last century, with the relevant yield points

and tensile strengths specified.
For further information on specific ASTM
standards, refer to the appropriate Annual Book
of ASTM Standards where available or contact
ASTM, 100 Barr Harbor Drive, West
Conshohocken, PA 19428-2959 (telephone 610-
832-9585, website www.astm.org
). Always refer
to the latest published ASTM standard for
current information on present structural steels.
Properties of rivet steel through 1949 are
also included in Table 1.1a. For information on
rivets after 1949, see Section 1.3. For
information on bolts, steel pipe, and hollow
structural sections, see Section 1.2. A review of
structural bolts is presented in Section 1.4 and
Appendix A3. A review of structural welding is
presented in Section 1.5, and Appendix A4.
Table 1.1b lists the basic allowable stresses
for members given in AISC allowable stress
design (ASD) specifications since 1923. The
allowable stress was initially 18 ksi, increasing
to 20 ksi in 1936. With the advent of higher-
strength steels, the allowable stress was
expressed in terms of the specified minimum
yield stress F
y
in 1963. In 1986, the load and
resistance factor design method (LRFD) was
introduced. This method provided an improved

design approach that included explicit
consideration of limit states, load factors,
resistance factors, and implicit determination of
reliability. Further information on historical
developments in AISC specifications, both ASD
and LRFD, is given in Appendix A1. A
chronological listing of publishing dates of the
various versions of the AISC Manual is provided
in Appendix A2.
1.2 Steel Pipe and Hollow Structural Sections
(HSS)

Steel pipe and HSS were introduced to the AISC
Specification in 1969. Included were the
following:

• A53 Pipe, Steel, Black and Hot-Dipped,
Zinc-Coated, Welded and Seamless;
• A500 Cold-Formed Welded and
Seamless Carbon Steel Structural
Tubing in Rounds and Shapes; and
• A501 Hot-Formed Welded and
Seamless Carbon Steel Structural
Tubing.

The 1978 AISC Specification added a fourth
standard, A618 Hot-Formed Welded and
Seamless High-Strength Low-Alloy Structural
Tubing. All four standards are included in
current AISC specifications. A500, A501, and

A618 all include both round and shaped (usually
square and rectangular) HSS.
The only standard referenced by AISC for
steel pipe, A53, was first published in 1915.
Only Grade B is included in the AISC
specifications. A500, which is for cold-formed
carbon steel product, was first published in 1964
and included two grades for round HSS and two
for shaped HSS. Two more grades of each were
added subsequently. A501, which is for hot-
formed carbon steel product, was first published
in 1964 and includes only one strength level.
A618, which is for hot-formed HSLA product,
was first published in 1968 and includes three
strength levels.
As with other steel products, it is important
to properly identify the material when
investigating existing construction with steel
pipe or HSS. For example, A53 steel pipe has a
specified minimum yield point of 35 ksi, while
round HSS can have a specified minimum yield
point of 33 to 50 ksi, depending upon
specification and grade. A summary of ASTM
standards for steel pipe and HSS is provided in
Table 1.2.
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2
1.3 Hot-Driven Rivets

Through at least 1949, A141 specified the yield
point and tensile strength of rivet steel, as
indicated in Table 1.1a. For many years now,
however, rivets standards have specified the
material hardness instead. Hardness is generally
related to tensile strength as indicated by tables
in ASTM A370. All material requirements refer
to the un-driven rivet.
The 1963 AISC Specification included
three ASTM standards for rivet steel:

• A141 Structural Rivet Steel,
• A195 High-Strength Rivet Steel, and
• A406 High-Strength Structural Alloy
Rivet Steel.

A195 and A406 were introduced for use with the
higher-strength steels that were included in the
AISC Specification at that time. A406 was
discontinued in 1965 without replacement. A141
was discontinued in 1967 and replaced by A502.
A195 was also discontinued in the 1960s.
The 1969 AISC Specification included only
A502, Grade 1 or Grade 2, Specification for
Structural Rivets. The A502 specification was
originally published in 1964, combining and
including previous discontinued rivet steel
specifications (A141 and A195). The 1978 AISC
Specification and subsequent editions have
included A502 Grades 1, 2, and 3.

A502-93 defined three grades, with Grades
2 and 3 as the higher-hardness (higher-strength)
grades. Grade 3 has enhanced atmospheric
corrosion with resistance to weathering
comparable to that of A588/A588M steel.
Hardness values specified in A502 are listed in
Table 1.3a. In 1999, A502-93 was discontinued
without replacement.
Allowable stresses for hot-driven rivets as
specified by AISC over the years are
summarized in Table 1.3b. Design strengths
according to AISC LRFD specifications are
given in Table 1.3c. The latter must be used in
conjunction with factored loads. Certain strength
reductions for long connections may apply. Also,
the combined effects of tension and shear must
be considered where both are present. Other
design limitations may apply. Stress calculations
are always based on the nominal body area
before driving, even though the area after driving
will often be greater.
1.4 Structural Bolts

Two general types of bolts have been commonly
used for structural steel connections:

• carbon steel bolts (A307) and
• high-strength bolts (A325, A354BC,
A449, A490, and F1852).

Information on each is given in the following
sections. Further details on the historical
development of high-strength bolted joints is
given in Appendix A2.

1.4.1 Carbon Steel Bolts

In the 1949 AISC Specification, the term
unfinished bolts was used to refer to carbon steel
bolts. In the 1969 and subsequent specifications,
reference has been made to A307 bolts. The
A307 standard was first published in 1947.
These bolts have a tensile strength of 60 ksi and
are not installed with pretension.
Allowable stresses from AISC specifications
over the years are given in Table 1.4.1a. Design
strengths according to AISC LRFD
specifications are given in Table 1.4.1b. The
latter must be used in conjunction with factored
loads. Allowable bearing stresses are the same as
for rivets, Tables 1.3b and 1.3c.
Certain strength reductions for long
connections may apply. Also, the combined
effects of tension and shear must be considered
where both are present. Bearing and other design
limitations may apply.

1.4.2 High-Strength Steel Bolts

High-strength bolts were first used in the United

States after World War II to replace rivets in the
maintenance of railroad bridges. The Research
Council on Riveted and Bolted Structural Joints
(RCRBSJ) developed the first specification for
the design of connections with high-strength
bolts in 1951. It identified the ASTM A325 high-
strength bolt as equivalent to a hot driven ASTM
141 rivet. Numerous new editions of the
specifications have been developed over the
years by the RCRBSJ and its 1980 successor, the
Research Council on Steel Connections (RCSC).
A summary of the salient points of those
specifications is given in Appendix A2. High-
strength bolts were initially recognized in the
1961 AISC Specification.
High-strength bolts that have been used for
structural connections include A325, A354
Grade BC, A449, and A490 bolts. Standards
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3
A325, A449, and A490 were first published in
1964, and the standard for A354 in 1952. Tensile
properties of these bolts are as listed in Table
1.4.2a.
Twist-off-type tension-control fastener
assemblies (i.e., splined-ended bolt assemblies
with nuts and washers) with properties similar to
A325 bolts, were standardized in 1998 as F1852.
These so-called TC bolts had been used for

several years previously as A325 equivalents.
Similar TC equivalents have also been used for
A490 bolts. Compressible-washer-type direct
tension indicators, which depend on
measurement of a gap at the washer for tension
control, can be furnished to F959.
It is important that appropriate nuts and
washers are used with high-strength bolts. Table
1.4.2b lists acceptable types.
Bolt types for A325 are as follows:
Type 1 – medium-carbon, carbon-boron, or alloy
steel, quenched and tempered, Type 2 – low-
carbon martensite steel, quenched and tempered,
and Type 3 – weathering steel, quenched and
tempered. Type 2 was withdrawn in 1991.
Bolt types for A490 are as follows: Type 1 –
alloy steel, quenched and tempered, Type 2 –
low-carbon martensite steel, quenched and
tempered, and Type 3 – weathering steel,
quenched and tempered. Type 2 was withdrawn
circa 1994.
Bolt types for A449 are as follows: Type 1 –
medium carbon, Type 2 – low-carbon martensite
or medium-carbon martensite steel, quenched
and tempered.
Allowable stresses for high-strength bolts
that have been given in RCRBSJ/RCSC
specifications since first issued are given in
Table 1.4.2c. These allowable stresses are
usually adopted in AISC specifications as they

are updated. Similarly, design strengths for
LRFD specifications are given in Table 1.4.2d.
The latter must be used in conjunction with
factored loads, except that slip-critical
connections can be checked at service loads
under some conditions.
Certain strength reductions for long
connections may apply. Also, the combined
effects of tension and shear must be considered
where both are present. Other design limitations
including fatigue may apply. Hole configuration
must be considered for slip-critical connections.

1.5 Structural Welding

Allowable stresses for welds that have been
given by AISC manuals and specifications since
the first introduction of welding in 1934 are
given in Table 1.5.b. Design strengths for LRFD
specifications are given in Table 1.5c. The latter
must be used in conjunction with factored loads.
Further details on the historical development of
specifications for welding in AISC is given in
Appendix A3.

© 2003 by American Institute of Steel Construction, Inc. All rights reserved.
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4
Table 1.1a
Historical Summary of ASTM Specifications for Structural Shapes and Plates

Date

Specification

Material

Yield Point
†
,
ksi
Tensile
Strength
†
,
ksi
1900 A7 for Bridges



A9 for Buildings
Rivet Steel
Soft Steel
Medium Steel

Rivet Steel
Medium Steel
30
32

35

30
35
50/60
52/62
60/70

50/60
60/70
1901-
1904
A7 for Bridges



A9 for Buildings
Rivet Steel
Soft Steel
Medium Steel

Rivet Steel
Medium Steel
½ Tensile Str.
½ Tensile Str.
½ Tensile Str.

½ Tensile Str.
½ Tensile Str.
50/60

52/62
60/70

50/60
60/70
1905-
1908
A7 for Bridges



A9 for Buildings
Structural Steel
Rivet Steel
Steel Castings

Rivet Steel
Medium Steel
Record Value
Record Value
½ Tensile Str.

½ Tensile Str.
½ Tensile Str.
60 desired
50 desired
65

50/60
60/70

1909-
1913
A7 for Bridges




A9 for Buildings
Structural Steel
Rivet Steel
Steel Castings*
*Deleted 1913.

Structural Steel
Rivet Steel
Record Value
Record Value
½ Tensile Str.


½ Tensile Str.
½ Tensile Str.
60 desired
50 desired
65


55/65
48/58
1914-

1923
A7 for Bridges


A9 for Buildings
Structural Steel
Rivet Steel

Structural Steel
Rivet Steel
½ Tensile Str.
½ Tensile Str.

½ Tensile Str.
½ Tensile Str.
55/65
46/56

55/65
46/56
1924-
1931
A7 for Bridges


A9 for Buildings
Structural Steel
Rivet Steel

Structural Steel

Rivet Steel
½ Tensile Str. ≥30
½ Tensile Str. ≥25

½ Tensile Str. ≥30
½ Tensile Str. ≥25
55/65
46/56

55/65
46/56




© 2003 by American Institute of Steel Construction, Inc. All rights reserved.
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5
Table 1.1a (Cont’d.)
Historical Summary of ASTM Specifications for Structural Steel


Date

Specification

Material

Yield Point,
ksi

Tensile
Strength
†
,
ksi
1932 A140-32T*
* Issued as a tentative
revision to A7 and A9.


A141-32T*
* Issued as a tentative
revision to A7 and A9.
Plates, Shapes, & Bars

Eyebar flats, un-annealed


Rivet Steel
½ Tensile Str. or
33 min.
½ Tensile Str. or
36 min.

½ Tensile Str. or
28 min.
60/72

67/82

52/62
1933 A140-32T discontinued.
A7-33T (Bridges)*
*Tentative revision,
Oct. 30, 1933.

A9-33T (Buildings)*
*Tentative revision, Oct.
30, 1933.

A141-32T adopted.

Structural Steel
Plates, Shapes, & Eyebars
Eyebar flats, un-annealed


Structural Steel



Rivet Steel
½ Tensile Str. ≥30
½ Tensile Str. ≥33
½ Tensile Str. ≥36


½ Tensile Str. ≥33

½ Tensile Str. ≥28
55/65
60/72
67/82


60/72



52/62
1934-
1938
A7-34 for Bridges
adopted.


A9-34 for Buildings
adopted.

A141-33
Plates, Shapes, & Eyebars

Eyebar flats, un-annealed

Structural Steel

Rivet Steel
½ Tensile Str. ≥33

½ Tensile Str. ≥36

½ Tensile Str. ≥33


½ Tensile Str. ≥28
60/72

67/82

60/72


52/62
1939-
1948
A7-39*
*Consolidation of A7-34
and A9-34 into one
specification for bridges
and buildings.

A141-36*
*Published as tentative
standards, 1932-1933.
Replaced rivet steel
formerly in A7 and A9.

A141-39
Structural Steel





Rivet Steel





Rivet Steel
½ Tensile Str. ≥33





½ Tensile Str. ≥28





½ Tensile Str. ≥28
60/72

52/62





52/62

© 2003 by American Institute of Steel Construction, Inc. All rights reserved.
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6
Table 1.1a (Cont’d.)
Historical Summary of ASTM Specifications for Structural Steel


Date

Specification

Material

Yield Point,
ksi
Tensile
Strength
†

,
ksi
1949 A6-49T*
* Issued as a tentative
standard covering
delivery requirements
for A7 steel.

A7-49T

A141-49T






Structural Steel

Rivet Steel






½ Tensile Str. ≥33

28

60/72

52/62
1958 A373-58T Structural Steel 32 58-75
1961 A7-61T Structural Steel
All shapes
Plates/bars to 1½ in.
Plates/bars over 1½ in.

33
33
33

60/75
60/72
60/75
1962 A36-62T Structural Steel
All shapes
Plates to 8 in.
Bars to 4 in.

36
36
36

58/80
58/80
58/80
1963 A242-63T









A440-63T
HSLA Steel:
Group 1 shapes &
plates/bars to ¾ in.
Group 2 shapes &
plates/bars over ¾ to 1½
in.
Group 3 shapes &
plates/bars over 1½ to 4
in.

High-Strength Steel:
Group 1 shapes &
plates/bars to ¾ in.
Group 2 shapes &
plates/bars over ¾ to 1½
in.

Group 3 shapes & plates
over 1½ to 4 in.


50


46


42



50


46

42


70


67


63

70


67

63

© 2003 by American Institute of Steel Construction, Inc. All rights reserved.
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7
Table 1.1a (Cont’d.)
Historical Summary of ASTM Specifications for Structural Steel


Date

Specification

Material

Yield Point,
ksi
Tensile
Strength
†
,
ksi
1963

Con’t.
A441-63T HSLA Steel:
Group 1 shapes &
plates/bars to ¾ in.
Group 2 shapes &
plates/bars over ¾ to 1½
in.
Group 3 shapes &
plates/bars over 1½ to 4in.
Plates/bars over 4 to 8 in.


50


46

42
40


70


67

63
60
1964 A529-64

A514-64
Structural Steel:
Group 1 shapes &
plates/bars to ½ in.

Q&T Alloy Plate:
To 2½ in.
Over 2½ to 4 in.


42


100
90


60/85


115-135
105-135
1965 A373-58T discontinued.
1966 A440-66 High-Strength Steel:
Group 1 & 2 shapes and
plates/ bars to ¾ in.
Group 3 shapes and
plates/bars over ¾ to 1½

in.
Group 4 & 5 shapes and
plates/bars over 1½ to 4 in



50

46

42



70

67

63
1967 A7-66 discontinued.
1968 A242-68

A441-68
High-Strength Steel:
Group 1 & 2 shapes and
plates/bars to ¾ in.
Group 3 shapes &
plates/bars over ¾ to 1½
in.
Group 4 & 5 shapes and
plates/bars over 1½ to 4in.

High-Strength Steel:
Group 1 & 2 shapes and
plates/bars to ¾ in.
Group 3 shapes &
plates/bars over ¾ to 1½
in.
Group 4 & 5 shapes and
plates/bars over 1½ to 4in.
Plates/bars over 4 to 8 in.


50


46

42

50

46

42

40


70


67

63



70

67

63

60
© 2003 by American Institute of Steel Construction, Inc. All rights reserved.
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8
Table 1.1a (Cont’d.)
Historical Summary of ASTM Specifications for Structural Steel

Date

Specification

Material

Yield Point,
ksi
Tensile
Strength
†
,
ksi
1968
Con’t.
A572-68

A588-68
HSLA Steel:
Grade 42 - Shapes to 426
lb/ft & plates/bars to 1½
in.
Grade 45 - Shapes to 426
lb/ft & plates/bars to 1½
in.
Grade 50 - Shapes to 426
lb/ft & plates/bars to 1½
in.
Grade 55 - Shapes to 426
lb/ft & plates/ bars to 1½
in.
Grade 60 – Group 1 & 2
shapes and plates/bars to
1 in.
Grade 65 - Group 1
shapes and plates/bars to
½ in.

HSLA Steel:
Group 1 - 4 shapes and

plates/bars to 4 in.
Group 5 shapes and
plates/bars over 4 to 5 in.
Plates/bars over 5 to 8 in.



42


45


50


55


60

65




50

46
42

60


60


65


70


75

80




70

67
63
1972 A572-72

HSLA Steel:
Grade 42 - Shapes to 426

lb/ft & plates/bars to 6 in.
Grade 45 - Shapes to 426
lb/ft & plates/bars to 2 in.
Grade 50 - Shapes to 426
lb/ft & plates/bars to 2 in.
Grade 55 - Shapes to 426
lb/ft & plates/ bars to 1½
in.
Grade 60 – Group 1 & 2
shapes and plates/bars to
1 in.
Grade 65 - Group 1
shapes and plates/bars to
½ in.


42

45

50


55


60

65

60

60

65


70


75

80
© 2003 by American Institute of Steel Construction, Inc. All rights reserved.
This publication or any part thereof must not be reproduced in any form without permission of the publisher.
9
Table 1.1a (Cont’d.)
Historical Summary of ASTM Specifications for Structural Steel


Date

Specification

Material

Yield Point,
ksi
Tensile

Strength
†
,
ksi
1973 A572-73 Grades 60 & 65: Maximum
thickness for plates/bars
now 1¼ in.

1974 A514-74a



A572-74b

A588-74a
Q&T Alloy Plate:
To 2½ in.
Over 2½ to 4 in.

HSLA Steel:
Grade 42 – All shapes &
plates/bars to 6 in.
Grade 45 – All shapes &
plates/bars to 2 in.
Grade 50 – Groups 1 – 4
shapes & plates/bars to 2
in.
Grade 55 – Shapes to 426
lb/ft & plates/ bars to 1½
in.
Grade 60 – Group 1 & 2
shapes and plates/bars to
1¼ in.
Grade 65 – Group 1 shapes
and plates/bars to 1¼ in.

HSLA Steel:
All shapes and plates/bars
to 4 in.
Plates/bars over 4 to 5 in.
Plates/bars over 5 to 8 in.

100
100

42

45


50


55


60

65



50
46
42

110/130
100/130



60

60


65


70


75

80



70
67
63
1977 A514-77



A572-77a
Grades 45 & 55
discontinued.
Q&T Alloy Plate:
To 2½ in.
Over 2½ to 6 in.

HSLA Steel:
Grade 42 – All shapes &
plates/bars to 6 in.
Grade 50 – Groups 1 – 4
shapes to & plates/bars to 2
in.
Grade 60 – Group 1 & 2
shapes and plates/bars to
1¼ in.
Grade 65 - Group 1 shapes
and plates/bars to 1¼ in.


100
100



42


50


60

65

110/130
100/130

60


65


75

80
© 2003 by American Institute of Steel Construction, Inc. All rights reserved.
This publication or any part thereof must not be reproduced in any form without permission of the publisher.
10
Table 1.1a (Cont’d.)
Historical Summary of ASTM Specifications for Structural Steel


Date

Specification

Material

Yield Point,
ksi
Tensile
Strength
†

,
ksi
1978 A440-77 discontinued.

A572-78


Grade 50: Now covers all
shape grades.

1982 A572-82 Grade 50: Now covers all
shape grades & plates/bars
to 4 in.

1985 A852/A852M-85

Q&T Low Alloy:
To 4 in.

70

90/110
1989 A441 discontinued. High-Strength Steel
1992 A529/A529M-92

A572-92a
Structural Steel:
Grade 42 - Group 1 shapes
& plates/bars to ½ in.
Grade 50 - Group 1 & 2
shapes, plates to 1 in. x 12
in., and bars to 1½ in.

HSLA Steel:
Grade 42 – All shapes &
plates/bars to 6 in.
Grade 50 – All shapes to &
plates/bars to 4 in.
Grade 60 – Group 1, 2 & 3
shapes and plates/bars to
1¼ in.
Grade 65 - Group 1, 2 & 3
shapes and plates/bars to
1¼ in.


42


50



42

50


60


65


60/85


70 to100



60

65


75


80
1993 A913/A913M-93 QST HSLA Steel:
Grade 60 – All shapes.
Grade 65 – All shapes.
Grade 70 – All shapes.

60
65
70

75
80
90
1995 A913/A913M-95 QST HSLA Steel:
Grade 50 – All shapes.
Grade 60 – All shapes.
Grade 65 – All shapes.
Grade 70 – All shapes.

50
60
65
70

65
75
80
90
1996 A529/A529M-96 Structural Steel:
Grade 50 - Group 1 & 2
shapes, plates to 1 in. x 12
in., and bars to 2½ in.
Grade 55 - Group 1 & 2
shapes, plates to 1 in. x 12
in., and bars to 1½ in.

50



55


70/100



70 to100
© 2003 by American Institute of Steel Construction, Inc. All rights reserved.
This publication or any part thereof must not be reproduced in any form without permission of the publisher.
11
Table 1.1a (Cont’d.)
Historical Summary of ASTM Specifications for Structural Steel


Date

Specification

Material

Yield Point,
ksi
Tensile
Strength

†
,
ksi
1998 A992/A992M-98*
*Introduced as new
specification for
structural shapes for
buildings. Includes
limits on yield-tensile
ratio and carbon
equivalent.
Structural Steel:
All W shapes.

50 min./65 max.*
*Yield-tensile
ratio = 0.85 max.

65





2000 A572/A572M-00 HSLA Steel:
Grade 42 – All shapes &
plates/bars to 6 in.
Grade 50 – All shapes to
& plates/bars to 4 in.
Grade 55 – All shapes &

plates/ bars to 2 in.
Grade 60 – Group 1, 2 &
3 shapes and plates/bars
to 1¼ in.
Grade 65 - Group 1, 2 &
3 shapes and plates/bars
to 1¼ in.

42

50


55


60


65

60

65


70


75

80
Current
(2001)
A36/A36M-00a

A242/A242M-00a

A514/A514M-00a

A529/A529M-00

A572/A572M-00

A588/A588M-00

A852/A852M-00a

A913/A913M-00a

A992/A992M-98

Structural Steel

HSLA Steel

Q&T Alloy Steel

Structural Steel

HSLA Steel

HSLA Steel

Q&T Low Alloy Steel

QST HSLA Steel

Structural Steel

Same as 1962

Same as 1968

Same as 1977

Same as 1996

See 2000

Same as 1974

Same as 1985

Same as 1995

See 1998
Same as
1962

Same as
1968
Same as
1977
Same as
1996
See 2000

Same as
1974
Same as
1985
Same as
1997
See 1998
†
Properties are specified minimum except minimum/maximum where two values are listed.
“Record Value” indicates that the value is recorded but no value is specified. “Desired” indicates
a value that is aimed for, but no value is specified.

© 2003 by American Institute of Steel Construction, Inc. All rights reserved.
This publication or any part thereof must not be reproduced in any form without permission of the publisher.
12
Table 1.1b
Historical Basic Allowable Stresses (ksi) in AISC Specifications*

AISC
Specification

Tension

Bending
Bending in
Compact Shapes
1923 18 18 -
1936 20 20 -
1963-1989 0.60 F
y
0.60 F
y
0.66 F
y

* F
y
= specified minimum yield stress, ksi



© 2003 by American Institute of Steel Construction, Inc. All rights reserved.
This publication or any part thereof must not be reproduced in any form without permission of the publisher.
13
Table 1.2
Historical Summary of ASTM Specifications for Steel Pipe and HSS


Date

Specification

Material

Yield Point,
ksi
Tensile
Strength
†
,
ksi
1963 A53-63T
First published in 1915.
Steel Pipe, Welded and
Seamless:
Grade B


35


60
1964 A500-64

A501-64
Cold-Formed Welded and
Seamless Carbon Steel
Structural Tubing in
Rounds and Shapes:
Round Grade A
Round Grade B
Shaped Grade A
Shaped Grade B

Hot-Formed Welded and
Seamless Carbon Steel
Structural Tubing




33
42
39
46



36




45

58
45
58



58/80
1968 A618-68 Hot-Formed Welded and
Seamless
High-Strength
Low-Alloy Structural
Tubing:
Grade I
Grade II
Grade III




50
50
50




70
70
65
1974 A500-74a

Grade C added.
Round Grade C
Shaped Grade C
46
50
62
62
1990 A500-90a
Grade D added.
Round Grade D
Shaped Grade D
36
36
58
58
1981 A618-81
Grade designations
changed.
Grades Ia, Ib, & II with
walls to ¾ in.
Grades Ia, Ib, & II with
walls ¾ - 1½ in.
Grade III
50

46
50
70

67

65
To
Date
A53/A53M-99b

A500-99

A501-99


A618-99
Steel Pipe

Cold-Formed Tubing

Hot-Formed Carbon
Steel Tubing

Hot-Formed HSLA
Tubing
Same as 1963

Same as 1990

Same as 1964


Same as 1981
Same as
1963

Same as
1990
Same as
1964*

Same as
1981
†
Properties are specified minimum except minimum/maximum where two values are listed.
*For A501, the 80 ksi upper limit was discontinued circa 1968 – 1988.


© 2003 by American Institute of Steel Construction, Inc. All rights reserved.
This publication or any part thereof must not be reproduced in any form without permission of the publisher.
14


Table 1.3a
Hardness Requirements for ASTM A502 Steel Structural Rivets*

Hardness
Measurement Type
Grade 1 –
Min./Max.
Grade 2 –
Min./Max.
Grade 3 –
Min./Max.
Rockwell B 55/72 76/85 76/93
Brinell, 500-kgf (4900-N),

10-mm ball

103/126

137/163

137/197
* As specified in A502-93.



Table 1.3b
Historical AISC Allowable Stresses (ksi) for Rivets – ASD*

AISC Spec. Year Type of Rivet Tension Shear Bearing
1928
A9 13.5 13.5
1936
A141 15.0 15.0 32.0/40.0**
1949
A141 20.0 15.0 32.0/40.0**
1963
A141
A195 & A406
20.0
27.0
15.0
20.0
1.35 F
y

1.35 F
y

1969
A502 Grade 1
A502 Grade 2
20.0
27.0
15.0
20.0
1.35 F
y
1.35 F
y

1978
A502 Grade 1
A502 Grade 2 or 3
23.0
29.0
17.5
22.0
1.50 F
u
1.50 F
u

1989
A502 Grade 1
A502 Grade 2 or 3

23.0
29.0
17.5
22.0
1.20 F
u
1.20 F
u

* The allowable stress is based on the nominal body area before driving.
** Lower value for single shear, larger value for double shear.



Table 1.3c
Historical AISC Design Strength (ksi) for Rivets – LRFD*

AISC Spec. Year Type of Rivet
Tension
, φF
t
Shear, φF
v
Bearing, φF
n

1986
A502 Grade 1
A502 Grade 2 or 3
33.8

45.0
23.4
31.2
1.80 F
u
1.80 F
u

1993
A502 Grade 1
A502 Grade 2 or 3
33.8
45.0
18.8
24.8
1.80 F
u
1.80 F
u
1999
A502 Grade 1
A502 Grade 2 or 3
33.8
45.0
18.8
24.8
1.80 F
u
1.80 F
u

* Stress on nominal body area before driving.

© 2003 by American Institute of Steel Construction, Inc. All rights reserved.
This publication or any part thereof must not be reproduced in any form without permission of the publisher.
15
Table 1.4.1a
Historical AISC Allowable Stresses (ksi) for
Unfinished Carbon Steel Bolts or A307 Bolts - ASD

AISC Spec. Year Tension Shear
Bearing
1936 Not specified. 10*
20.0/25.0
†

1941 12 10*
20.0/25.0
†

1946 20 10*
20.0/25.0
†

1949 20** 10*
20.0/25.0
†

1963 14* 10*
1.35 F

y

1969 20*** 10*
1.35 F
y

1978 20* 10*
1.50 F
u

1989 20* 10*
1.20 F
u

* Stress on nominal body area.
** Stress on nominal area at root of thread. Values are tabulated in AISC Manual, Fifth
Ed., and as “section at minor diameter” in current ANSI B1.1.
*** Stress on defined tensile stress area (in.
2
),
(
)
[
]
2
/9743.07854.0 nDA
s
−= ,
where D (in.) is nominal diameter and n is number of threads per in.
†

Lower value for single shear, larger value for double shear.



Table 1.4.1b
Historical AISC Design Strength (ksi) for A307 Bolts – LRFD*

AISC Spec. Year
Tension, φF
t
Shear, φF
v
Bearing, φF
n

1986 0.75 x 45 = 34 0.60 x 27 = 16
1.80 F
u

1993 0.75 x 45 = 34 0.75 x 24 = 18
1.80 F
u
1999 0.75 x 45 = 34 0.75 x 24 = 18
1.80 F
u

* Stress on nominal body area.

© 2003 by American Institute of Steel Construction, Inc. All rights reserved.
This publication or any part thereof must not be reproduced in any form without permission of the publisher.

16
Table 1.4.2a
Current Tensile Properties of High-Strength Bolts*




ASTM
Designation




Description
**




Diameter,
in.
Specified Min.
Proof Load
Divided by
Stress Area,
ksi
Specified
Tensile Load
Divided by
Stress Area,

ksi
A325 Heat treated
structural bolts,
Type 1, 2, or 3

½ to 1, incl.
1 1/8 to 1 ½, incl.

85
74

120
105
A490 Heat treated
structural bolts,
Type 1, 2, or 3


½ to 1 ½, incl.


120


150 - 170
A354
Grade BC
Quenched and
tempered alloy
steel bolts

¼ to 2 ½ incl.,
2 ½ to 4 incl.

105
95

125
115
A449 Quenched and
tempered steel
bolts and studs:
Type 1 (¼ to 3)
Type 2 (¼ to 1)


¼ to 1, incl.
1 1/8 to 1 ½, incl.
1 ¾ to 3, incl.


85
74
55


92
81
58
* Based on current ASTM specifications. Changes over past years believed to be

relatively minor. In column 4, an alternative proof load definition gives higher values.
**
Type 2 bolts were withdrawn from ASTM standards A325 (1991), and A490 (circa
1994).

© 2003 by American Institute of Steel Construction, Inc. All rights reserved.
This publication or any part thereof must not be reproduced in any form without permission of the publisher.
17

Table 1.4.2b
Current Acceptable Nuts and Washers for High-Strength Bolts*


ASTM
Designation

Bolt
Type

Bolt
Finish
A563 Nut,
Grade, and
Finish
F436 Washer
Type and
Finish
A325 1

3
Plain
(uncoated)

Galvanized


Plain
C, C3, D, DH
and DH3; plain

DH; galvanized
and lubricated

C3 and DH3;
plain
1; plain


1; galvanized


3; plain
A1852 1

3
Plain
(uncoated)

Mechanically
galvanized


Plain
C, C3, D, DH
and DH3; plain

DH; mech.
galvanized and
lubricated

C3 and DH3;
plain
1; plain


1; mech.
galvanized


3; plain
A490 1

3
Plain


Plain
DH and DH3;
plain

DH3; plain
1; plain


3; plain
* Based on current RCSC specifications, which should be referred to for complete
details. The substitution of A194 grade 2H nuts in place of A563 grade DH nuts is
permitted. F959 direct tension indicator washers are permitted with A325 and A490 bolts.

© 2003 by American Institute of Steel Construction, Inc. All rights reserved.
This publication or any part thereof must not be reproduced in any form without permission of the publisher.
18

Table 1.4.2c
Historical RCSC Allowable Stresses (ksi) for High-Strength Bolts – ASD*




RCSC

Date



Bolt
Type




Tension

Shear,
Slip-
Critical
Type
Shear,
Bearing
Type,
Threads
Incl.
Shear,
Bearing
Type,
Threads
Excl.

Bearing
1951 A325 20 15 15 15 32/40
†

1960 A325 40 15 15 22 46
1962 A325
A354BC**
40
50
15
20
15
20
22
24
45
45
1964 A325
A490
40
60
15
22.5
15
22.5
22
32
1.35 F
y
1.35 F

y

1966 A325
A490
40
54
15
20
15
22.5
22
32
1.35 F
y
1.35 F
y

1976 A325
A490
44
54
17.5***
22***
21
28
30
40
1.50 F
u
1.50 F

u

1985 A325
Cl. A surf.
Cl. B surf.
Cl. C surf.
A490
Cl. A surf.
Cl. B surf.
Cl. C surf.

44
44
44

54
54
54

17
28
22

21
34
27

21
21
21

28
28
28

30
30
30

40
40
40
1.20 F
u
where
deformation
is a
consideration;
otherwise,

1.50 F
u

1994 Unchanged.
2000 A325

A490
44

54

Varies with
bolt
pretension
and surface
condition.

21

30
30

40
1.20 F
u
where
deformation
is a
consideration;
otherwise,

1.50 F
u

* Stress on nominal body area.
** Stresses per AISC Specification; not included in RCSC.
*** Values vary for surface conditions.
†
Lower value for single shear, larger value for double shear.

© 2003 by American Institute of Steel Construction, Inc. All rights reserved.
This publication or any part thereof must not be reproduced in any form without permission of the publisher.