AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
AISC 335-89s1
Supplement No. 1 to the
Specification for Structural Steel Buildings
Allowable Stress Design and Plastic Design
(June 1, 1989)
Approved by the
AISC Committee on Specifications and
issued by the AISC Board of Directors
December 17, 2001
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ASD Supplement No. 1, December 17, 2001
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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 recognized 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 application without competent professional examination
and verification of its accuracy, suitability, and applicability by a licensed
engineer, architect or other professional. 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, Inc. 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 modified or amended from time to time subsequent to the
printing of this edition. The American Institute of Steel Construction, Inc. 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.
ASD Supplement No. 1, December 17, 2001
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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PREAMBLE TO
Supplement No. 1 to the Specification for Structural Steel Buildings,
Allowable Stress Design and Plastic Design (June 1, 1989)
Since 1923, the American Institute of Steel Construction has published and
maintained the Specification for Structural Steel Buildings based on the Allowable
Stress Design (ASD) method. In 1989, the Institute published its ninth and latest
edition of the ASD Specification. The Institute introduced the first edition of the
Load and Resistance Factor Design Specification (LRFD) in 1986, based on the
latest steel design and construction research and technology. Subsequently, there has
been a 2nd and 3rd edition of that specification in 1993 and 1999, respectively. The
1989 ASD Specification has remained in effect as an alternative design method to
LRFD.
In 2000, the Board of Directors of the American Institute of Steel Construction
directed the AISC Committee on Specifications to unify ASD and LRFD into a single
specification in order to provide a more efficient and cost effective design,
fabrication, and construction methodology for the steel industry in the United States.
Supplement No. 1 to the Specification for Structural Steel Buildings, Allowable
Stress Design and Plastic Design (ASD Specification), (dated June 1, 1989) is a
limited supplement in anticipation of a complete integration of ASD with LRFD
criteria within a single AISC Specification in the near future. For provisions that
have evolved since 1989 for all aspects of the design of structural steel buildings,
such as shear lag, stability bracing, flanges and webs under concentrated forces,
evaluation of existing structures, and fatigue criteria see the 1999 Load and
Resistance Factor Design Specification for Structural Steel Buildings. Note that the
two design methods are not intended to be used simultaneously in the design of the
same structure.
This Supplement includes the following: updated code and specification references,
such as the current AISC provisions for seismic design, the RCSC Specification,
ASCE 7, AWS D1.1, ASTM A913 and A992; new filler metal toughness and shape
material toughness criteria for certain conditions; and expanded structural analysis
requirements that are all consistent with prevailing steel design requirements. This
supplement is not intended to provide a complete metric conversion. Metric
standards are only included when designated as such by other organizations such as
ASTM or AWS.
This Supplement also deletes all explicit loading requirements, other than by
reference to the governing building code and ASCE 7, and removes the separate 1/3
stress increase allowance. The latter effect is more properly included within the
current service load combination requirements of ASCE 7.
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ASD Supplement No. 1, December 17, 2001
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
ASD Supplement No. 1, December 17, 2001
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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Supplement No. 1 to the Specification
For Structural Steel Buildings,
Allowable Stress Design and Plastic Design
(June 1, 1989)
December 17, 2001
I. Chapter A
Replace Chapter A with the following:
CHAPTER A
GENERAL PROVISIONS
A1. SCOPE
The Specification for Structural Steel Buildings-Allowable Stress
Design and Plastic Design is intended as an alternate to the Load and
Resistance Factor Design Specification for Structural Steel Build-
ings.
This Specification includes the list of symbols, the glossary, and the
appendices. The tables of numerical values are provided for design
convenience.
Seismic design of buildings shall comply with the AISC Seismic Pro-
visions for Structural Steel Buildings, Seismic Provisions Supplement
No. 2, and with this Specification.
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ASD Supplement No. 1, December 17, 2001
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
Single angle members shall comply with the Specification for Allow-
able Stress Design of Single-Angle Members and with this Specifica-
tion.
Design of nuclear structures shall comply with the Specification for
the Design, Fabrication and Erection of Steel Safety Related Struc-
tures for Nuclear Facilities and with this Specification.
Design of structural joints shall comply with the Specification for
Structural Joints Using ASTM A325 or A490 Bolts (Research Coun-
cil on Structural Connections) and the Structural Welding Code-Steel
(AWS D1.1) and with this Specification.
As used in this Specification, the term structural steel refers to the
steel elements of the structural steel frame essential to the support of
the design loads. Such elements are enumerated in Section 2.1 of the
AISC Code of Standard Practice for Steel Buildings and Bridges.
For the design of cold-formed steel structural members, whose pro-
files contain rounded corners and slender flat elements, the provisions
of the American Iron and Steel Institute Specification for the Design
of Cold-Formed Steel Structural Members are recommended.
A2. TYPES OF CONSTRUCTION
Three basic types of construction and associated design assumptions
are permissible under the respective conditions stated herein, and
each will govern in a specific manner the size of members and the
types and strength of their connections:
Type 1, commonly designated as “rigid-frame” (continuous frame),
assumes that beam-to-column connections have sufficient rigidity to
hold virtually unchanged the original angles between intersecting
members.
Type 2, commonly designated as “simple framing” (unrestrained,
free-ended) assumes that, insofar as gravity loading is concerned,
ends of beams and girders are connected for shear only and are free
to rotate under gravity load.
Type 3, commonly designated as “semi-rigid framing” (partially re-
strained), assumes that the connections of beams and girders possess
a dependable and known moment capacity intermediate in degree be-
tween the rigidity of Type 1 and the flexibility of Type 2.
ASD Supplement No. 1, December 17, 2001
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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The design of all connections shall be consistent with the assumptions
as to type of construction called for on the design drawings.
Type 1 construction is unconditionally permitted under this
Specification. Two different methods of design are recognized.
Within the limitations laid down in Sect. N1, members of continuous
frames or continuous portions of frames may be proportioned, on the
basis of their maximum predictable strength, to resist the specified
design loads multiplied by the prescribed load factors. Otherwise,
Type 1 construction shall be designed, within the limitations of
Chapters A through M, to resist the stresses produced by the specified
design loads, assuming moment distribution in accordance with
elastic theory.
Type 2 construction is permitted under this Specification, subject to
the stipulations of the following paragraph, wherever applicable.
In buildings designed as Type 2 construction (i.e., with beam-to-
column connections other than wind connections assumed flexible
under gravity loading) the wind moments may be distributed among
selected joints of the frame, provided:
1. Connections and connected members have adequate capacity to re-
sist wind moments.
2. Girders are adequate to carry full gravity load as “simple beams.”
3. Connections have adequate inelastic rotation capacity to avoid
overstress of the fasteners or welds under combined gravity and
wind loading.
Type 3 (semi-rigid) construction is permitted upon evidence the con-
nections to be used are capable of furnishing, as a minimum, a pre-
dictable proportion of full end restraint. The proportioning of main
members joined by such connections shall be predicated upon no
greater degree of end restraint than this minimum.
Types 2 and 3 construction may necessitate some inelastic, but self-
limiting, deformation of a structural steel part.
A 3. MATERIAL
1. Structural Steel
a. ASTM Designations
Material conforming to one of the following standard specifications
is approved for use under this Specification:
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ASD Supplement No. 1, December 17, 2001
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
Carbon Structural Steel, ASTM A36/A36M
Pipe, Steel, Black and Hot-Dipped, Zinc-Coated Welded and
Seamless Steel Pipe, ASTM A53/A53M, Gr. B
High-Strength Low-Alloy Structural Steel, ASTM A242/A242M
Cold-Formed Welded and Seamless Carbon Steel Structural Tub-
ing in Rounds and Shapes, ASTM A500
Hot-Formed Welded and Seamless Carbon Steel Structural Tubing,
ASTM A501
High-Yield-Strength, Quenched and Tempered Alloy Steel Plate,
Suitable for Welding, ASTM A514/A514M
High-Strength Carbon-Manganese Steel of Structural Quality,
ASTM A529/A529M
High-Strength Low-Alloy Columbium-Vanadium Steels of Struc-
tural Quality, ASTM A572/A572M
High-Strength Low-Alloy Structural Steel with 50 ksi (345 MPa)
Minimum Yield Point to 4-in. (100 mm) Thick, ASTM
A588/A588M
Steel, Sheet and Strip, High-Strength, Low-Alloy, Hot-Rolled and
Cold-Rolled, with Improved Atmospheric Corrosion Resistance,
ASTM A606
Hot-Formed Welded and Seamless High-Strength Low-Alloy
Structural Tubing, ASTM A618
Carbon and High-Strength Low-Alloy Structural Steel Shapes,
Plates and Bars and Quenched-and-Tempered Alloy Structural
Steel Plates for Bridges, ASTM A709/A709M
Quenched and Tempered Low-Alloy Structural Steel Plate with 70
ksi (485 MPa) Minimum Yield Strength to 4 in. (100 mm) Thick,
ASTM A852/A852M
High-Strength Low-Alloy Steel Shapes of Structural Quality, Pro-
duced by Quenching and Self-Tempering Process (QST), ASTM
A913/A913M
Steel for Structural Shapes for Use in Building Framing, ASTM
A992/ A992M
Structural Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural,
High-Strength Low-Alloy and High-Strength Low-Alloy with
Improved Formability, ASTM A1011
Certified mill test reports or certified reports of tests made by the fab-
ricator or a testing laboratory in accordance with ASTM A6/A6M,
Standard Specification for General Requirements for Rolled Struc-
tural Steel Bars, Plates, Shapes, and Sheet Piling or A568/A568M,
Standard Specification for Steel, Sheet, Carbon, and High-Strength,
Low-Alloy, Hot-Rolled and Cold-Rolled, General Requirements for
as applicable, and the governing specification shall constitute suffi-
ASD Supplement No. 1, December 17, 2001
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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cient evidence of conformity with one of the above ASTM standards.
Additionally, the fabricator shall, if requested, provide an affidavit
stating the structural steel furnished meets the requirements of the
grade specified.
b. Unidentified Steel
Unidentified steel, if surface conditions are acceptable according to
criteria contained in ASTM A6/A6M, is permitted to be used for un-
important members or details, where the precise physical properties
and weldability of the steel would not affect the strength of the struc-
ture.
c. Heavy Shapes
For ASTM A6/A6M Group 4 and 5 rolled shapes to be used as mem-
bers subject to primary tensile stresses due to tension or flexure,
toughness need not be specified if splices are made by bolting. If such
members are spliced using complete-joint-penetration groove welds,
the steel shall be specified in the contract documents to be supplied
with Charpy V-Notch (CVN) impact testing in accordance with
ASTM A6/A6M, Supplementary Requirement S5. The impact test
shall meet a minimum average value of 20 ft-lbs. absorbed energy at
+70°F and shall be conducted by the producer in accordance with
ASTM A673/A673M, with the following exceptions:
(1) The center longitudinal axis of the specimens shall be located as
near as practical to midway between the inner flange surface and
the center of the flange thickness at the intersection with the web
mid-thickness.
(2) For shapes produced from ingots, tests shall be conducted on ma-
terial selected from a location representing the top of each ingot
or part of an ingot used to produce the product represented by
these tests.
For plates exceeding 2-in. thick used for built-up cross-sections with
bolted splices and subject to primary tensile stresses due to tension or
flexure, material toughness need not be specified. If such cross-
sections are spliced using complete-joint-penetration welds, the steel
shall be specified in the contract documents to be supplied with
Charpy V-Notch testing in accordance with ASTM A6/A6M, Sup-
plementary Requirement S5 for the Charpy V-Notch Impact Test for
Structural Shapes: Alternate Core Location. The impact test shall be
conducted by the producer in accordance with ASTM A673/A673M,
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ASD Supplement No. 1, December 17, 2001
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
Frequency P, and shall meet a minimum average value of 20 ft-lbs.
absorbed energy at +70°F.
The above supplementary toughness requirements shall also apply
when complete-joint-penetration welded joints through the thickness
of ASTM A6/A6M Group 4 and 5 shapes and built-up cross sections
with thickness exceeding 2 in. are used in connections subjected to
primary tensile stress due to tension or flexure of such members. The
requirements need not apply to ASTM A6/A6M Group 4 and 5
shapes and built-up members with thickness exceeding two in. to
which members other than ASTM A6/A6M Group 4 and 5 shapes
and built-up members are connected by complete-joint-penetration
welded joints through the thickness of the thinner material to the face
of the heavy material.
Additional requirements for joints in heavy rolled and built-up mem-
bers are given in Sections J1.7, J1.8, J2.6, J2.7 and M2.2.
d. Design Wall Thickness of Hollow Structural Sections
The design wall thickness t shall be used in calculations involving the
wall thickness of hollow structural sections. The design wall thick-
ness, t, shall be taken equal to 0.93 times the nominal wall thickness
for electric-resistance-welded (ERW) HSS and equal to the nominal
thickness for submerged-arc-welded (SAW) HSS.
2. Steel Castings and Forgings
Cast steel shall conform to one of the following standard specifica-
tions:
Steel Castings, Carbon, for General Application, ASTM
A27/A27M, Gr. 65-35 (450-240)
Steel Castings, High Strength, for Structural Purposes, ASTM
A148/148M Gr. 80-50 (550-345)
Steel forgings shall conform to the following standard specification:
Steel Forgings Carbon and Alloy, for General Industrial Use,
ASTM A668/A668M
Certified test reports shall constitute sufficient evidence of confor-
mity with standards.
ASD Supplement No. 1, December 17, 2001
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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Allowable stresses shall be the same as those provided for other
steels, where applicable.
3. Bolts, Washers, and Nuts
Steel bolts, washers, and nuts shall conform to one of the following
standard specifications:
Carbon and Alloy Steel Nuts for Bolts for High-Pressure or High-
Temperature Service, or Both, ASTM A194/A194M
Carbon Steel Bolts and Studs, 60 000 PSI Tensile Strength, ASTM
A307
Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum
Tensile Strength, ASTM A325
High-Strength Bolts for Structural Steel Joints [Metric], ASTM
A325M
Quenched and Tempered Steel Bolts and Studs, ASTM A449
Heat-Treated Steel Structural Bolts, 150 ksi Minimum Tensile
Strength, ASTM A490
High-Strength Steel Bolts, Classes 10.9 and 10.9.3, for Structural
Steel Joints [Metric], ASTM A490M
Carbon and Alloy Steel Nuts, ASTM A563
Hardened Steel Washers, ASTM F436
Compressible-Washer-Type Direct Tension Indicators for Use with
Structural Fasteners, ASTM F959
Compressible-Washer-Type Direct Tension Indicators for Use with
Structural Fasteners [Metric], ASTM F959M
“Twist Off” Type Tension Control Structural Bolt/Nut/Washer As-
semblies, Steel, Heat Treated, 120/105 ksi Minimum Tensile
Strength, ASTM F1852
ASTM A449 bolts are permitted only in connections requiring bolt di-
ameters greater than 1½-in. and shall not be used in slip-critical connec-
tions.
Manufacturer’s certification shall constitute sufficient evidence of
conformity with the standards.
4. Anchor Rods and Threaded Rods
Anchor rods and threaded rod steel shall conform to one of the fol-
lowing standard specifications:
Carbon Structural Steel, ASTM A36/A36M
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ASD Supplement No. 1, December 17, 2001
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
Alloy Steel and Stainless Steel Bolting Materials for High-
Temperature Service, ASTM A193/A193M
Quenched and Tempered Alloy Steel Bolts, Studs and Other Exter-
nally Threaded Fasteners, ASTM A354
High-Strength Low-Alloy Columbium-Vanadium Structural Steel,
ASTM A572/A572M
High-Strength Low-Alloy Structural Steel with 50 ksi [345 MPa]
Minimum Yield Point to 4-in. [100 mm] Thick, ASTM
A588/A588M
Anchor Bolts, Steel, 36, 55, and 105-ksi Yield Strength, ASTM
F1554
Threads on anchor rods and threaded rods shall conform to the Uni-
fied Standard Series of ASME B18.2.6 and shall have Class 2A tol-
erances.
Steel bolts conforming to other provisions of Section A3.3 are per-
mitted as anchor rods.
Manufacturer’s certification shall constitute sufficient evidence of
conformity with the standards.
5. Filler Metal and Flux for Welding
Filler metals and fluxes shall conform to one of the following specifi-
cations of the American