Steel
construction
manual
american institute
of
steel construction
fourteenth edition
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Page i
1 Dimensions and Properties
2 General Design Considerations
3 Design of Flexural Members
4 Design of Compression Members
5 Design of Tension Members
6 Design of Members Subject to Combined Forces
7 Design Considerations for Bolts
8 Design Considerations for Welds
9 Design of Connecting Elements
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10 Design of Simple Shear Connections
11 Design of Partially Restrained Moment Connections
12 Design of Fully Restrained Moment Connections
13 Design of Bracing Connections and Truss Connections
14 Design of Beam Bearing Plates, Col. Base Plates, Anchor Rods, and Col. Splices
15 Design of Hanger Connections, Bracket Plates, and Crane-Rail Connections
16 Specifications and Codes
17 Miscellaneous Data and Mathematical Information
Index and General Nomenclature
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STEEL
CONSTRUCTION
MANUAL
AMERICAN INSTITUTE
OF
STEEL CONSTRUCTION
FOURTEENTH EDITION
AISC_Prelims_14th Ed._February 25, 2013 14-11-10 9:30 AM Page vi
(Black plate)
vi
AISC © 2011
by
American Institute of Steel Construction
ISBN 1-56424-060-6
All rights reserved. This book or any part thereof
must not be reproduced in any form without the
written permission of the publisher.
The AISC logo is a registered trademark of AISC.
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 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 modified 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: March 2011
Second Printing: February 2012
Third Printing: February 2013
Fourth Printing: February 2015
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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FOREWORD
The American Institute of Steel Construction, founded in 1921, is the nonprofit technical
standards developer and trade organization for the fabricated structural steel industry in the
United States. AISC is headquartered in Chicago and has a long tradition of service to the
steel construction industry providing timely and reliable information.
The continuing financial support and active participation of Members in the engineering,
research and development activities of the Institute make possible the publishing of this
Steel Construction Manual. Those Members include the following: Full Members engaged
in the fabrication, production and sale of structural steel; Associate Members, who include
erectors, detailers, service consultants, software developers and steel product manufacturers; Professional Members, who are structural or civil engineers and architects, including
architectural and engineering educators; Affiliate Members, who include general contractors, building inspectors and code officials; and Student Members.
The Institute’s objective is to make structural steel the material of choice, by being the
leader in structural-steel-related technical and market-building activities, including specification and code development, research, education, technical assistance, quality certification,
standardization and market development.
To accomplish this objective, the Institute publishes manuals, design guides and specifications. Best known and most widely used is the Steel Construction Manual, which holds a
highly respected position in engineering literature. The Manual is based on the Specification
for Structural Steel Buildings and the Code of Standard Practice for Steel Buildings and
Bridges. Both standards are included in the Manual for easy reference.
The Institute also publishes technical information and timely articles in its Engineering
Journal, Design Guide series, Modern Steel Construction magazine, and other design aids,
research reports and journal articles. Nearly all of the information AISC publishes is available for download from the AISC web site at www.aisc.org.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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PREFACE
This Manual is the 14th Edition of the AISC Steel Construction Manual, which was first
published in 1927. It replaces the 13th Edition Manual originally published in 2005.
The following specifications, codes and standards are printed in Part 16 of this Manual:
• 2010 AISC Specification for Structural Steel Buildings
• 2009 RCSC Specification for Structural Joints Using High-Strength Bolts
• 2010 AISC Code of Standard Practice for Steel Buildings and Bridges
The following resources supplement the Manual and are available on the AISC web site
at www.aisc.org:
• AISC Design Examples, which illustrate the application of tables and specification
provisions that are included in this Manual.
• AISC Shapes Database V14.0 and V14.0H.
• Background and supporting literature (references) for the AISC Steel Construction
Manual.
The following major changes and improvements have been made in this revision:
• All tabular information and discussions have been updated to comply with the 2010
Specification for Structural Buildings and the standards and other documents referenced therein.
• Shape information has been updated to ASTM A6-09 throughout the Manual, including a new HP shape series.
• Eccentrically loaded weld tables have been revised to indicate the strongest weld permitted by the three methods listed in Chapter J of the specification and supplemented
to provide strengths for L-shaped welds loaded from either side.
• The procedure for the design of bracket plates in Part 15 has been revised.
• In Part 10, the procedure for the design of conventional single plate shear connections
has been revised to accommodate the increased bolt shear strengths of the 2010
Specification for Structural Steel Buildings.
• In Part 10, for extended single plate shear connections, information is provided to
determine if stiffening plates (stabilizers) are required.
In addition, many other improvements have been made throughout this Manual and the
number of accompanying design examples has been expanded.
By the AISC Committee on Manuals and Textbooks,
William A. Thornton, Chairman
Mark V. Holland, Vice-Chairman
Abbas Aminmansour
Charles J. Carter
Harry A. Cole
Brad Davis
Robert O. Disque
Bo Dowswell
Edward M. Egan
Marshall T. Ferrell
Lanny J. Flynn
Patrick J. Fortney
Louis F. Geschwindner
W. Scott Goodrich
Christopher M. Hewitt
W. Steven Hofmeister
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Bill R. Lindley, II
Ronald L. Meng
Larry S. Muir
Thomas M. Murray
Charles R. Page
Davis G. Parsons, II
Rafael Sabelli
Clifford W. Schwinger
William N. Scott
William T. Segui
Victor Shneur
Marc L. Sorenson
Gary C. Violette
Michael A. West
Ronald G. Yeager
Cynthia J. Duncan, Secretary
The committee gratefully acknowledges the contributions made to this Manual by the
AISC Committee on Specifications and the following individuals: Leigh C. Arber, Areti
Carter, Janet T. Cummins, Amanuel Gebremeskel, Kurt Gustafson, Richard C. Kaehler,
Daniel J. Kaufman, Rostislav Kucher, Brent L. Leu, Margaret A. Matthew, Frederick J.
Palmer, Vijaykumar Patel, Elizabeth A. Rehwoldt, Thomas J. Schlafly, Zachary W. Stutts
and Sriramulu Vinnakota.
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SCOPE
The specification requirements and other design recommendations and considerations summarized in this Manual apply in general to the design and construction of steel buildings and
other structures.
The design of seismic force resisting systems also must meet the requirements in the
AISC Seismic Provisions for Structural Steel Buildings, except in the following cases for
which use of the AISC Seismic Provisions is not required:
• Buildings and other structures in seismic design category (SDC) A
• Buildings and other structures in SDC B or C with R = 3 systems [steel systems not
specifically detailed for seismic resistance per ASCE/SEI 7 Table 12.2-1 (ASCE, 2010)]
• Nonbuilding structures similar to buildings with R = 11/2 braced-frame systems or
R = 1 moment-frame systems; see ASCE/SEI 7 Table 15.4-1
• Nonbuilding structures not similar to buildings (see ASCE/SEI 7 Table 15.4-2), which
are designed to meet the requirements in other standards entirely
Conversely, use of the AISC Seismic Provisions is required in the following cases:
• Buildings and other structures in SDC B or C when one of the exemptions for steel
seismic force resisting systems above does not apply
• Buildings and other structures in SDC B or C that use composite seismic force resisting systems (those containing composite steel-and-concrete members and those
composed of steel members in combination with reinforced concrete members)
• Buildings in SDC D, E or F
• Nonbuilding structures in SDC D, E or F when the exemption above does not apply
The AISC Seismic Design Manual provides guidance on the use of the AISC Seismic
Provisions.
The Manual consists of seventeen parts addressing various topics related to steel building design and construction. Part 1 provides the dimensions and properties for structural
products commonly used. For proper material specifications for these products, as well as
general specification requirements and other design considerations, see Part 2. For the
design of members, see Parts 3 through 6. For the design of connections, see Parts 7 through
15. For AISC Specifications and Codes, see Part 16. For other miscellaneous information,
see Part 17.
REFERENCE
ASCE (2010), Minimum Design Loads for Buildings and Other Structures, ASCE/SEI 7-10,
American Society of Civil Engineers, Reston, VA.
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PART 1
DIMENSIONS AND PROPERTIES
SCOPE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–3
STRUCTURAL PRODUCTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–3
W-, M-, S- and HP-Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–3
Channels . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–4
Angles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–4
Structural Tees (WT-, MT- and ST-Shapes) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–5
Hollow Structural Sections (HSS) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–5
Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–6
Double Angles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–6
Double Channels . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–7
W-Shapes and S-Shapes with Cap Channels . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–7
Plate Products . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–8
Raised-Pattern Floor Plates . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–9
Crane Rails . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–9
Other Structural Products . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–9
STANDARD MILL PRACTICES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–9
Hot-Rolled Structural Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–9
Hollow Structural Sections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–9
Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–10
Plate Products . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–10
PART 1 REFERENCES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–11
TABLES OF DESIGN DIMENSIONS, DETAILING DIMENSIONS, AND AXIAL,
STRONG-AXIS FLEXURAL, AND WEAK-AXIS FLEXURAL PROPERTIES . . . . 1–12
Table 1-1.
W-Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–12
Table 1-2.
M-Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–30
Table 1-3.
S-Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–32
Table 1-4.
HP-Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–34
Table 1-5.
C-Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–36
Table 1-6.
MC-Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–38
Table 1-7.
Angles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–42
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Table 1-7A.
Workable Gages in Angle Legs . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1–48
Table 1-7B.
Compactness Criteria for Angles . . . . . . . . . . . . . . . . . . . . . . . . . . . .1–49
Table 1-8.
WT-Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–50
Table 1-9.
MT-Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–70
Table 1-10.
ST-Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–72
Table 1-11.
Rectangular HSS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–74
Table 1-12.
Square HSS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–92
Table 1-12A. Rectangular and Square HSS Compactness Criteria . . . . . . . . . . . . .1–95
Table 1-13.
Round HSS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–96
Table 1-14.
Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–101
Table 1-15.
Double Angles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–102
Table 1-16.
2C-Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–110
Table 1-17.
2MC-Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–111
Table 1-18.
Weights of Raised-Pattern Floor Plates . . . . . . . . . . . . . . . . . . . . . . 1–113
Table 1-19.
W-Shapes with Cap Channels . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–114
Table 1-20.
S-Shapes with Cap Channels . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–116
Table 1-21.
Crane Rails . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–118
Table 1-22.
ASTM A6 Tolerances for W-Shapes and HP-Shapes . . . . . . . . . . . 1–119
Table 1-23.
ASTM A6 Tolerances for S-Shapes, M-Shapes and Channels . . . . 1–121
Table 1-24.
ASTM A6 Tolerances for WT-, MT- and ST-Shapes . . . . . . . . . . . 1–122
Table 1-25.
ASTM A6 Tolerances for Angles, 3 in. and Larger . . . . . . . . . . . . 1–123
Table 1-26.
ASTM A6 Tolerances for Angles, < 3 in. . . . . . . . . . . . . . . . . . . . . 1–124
Table 1-27.
Tolerances for Rectangular and Square HSS . . . . . . . . . . . . . . . . . 1–125
Table 1-28.
Tolerances for Round HSS and Pipe . . . . . . . . . . . . . . . . . . . . . . . . 1–126
Table 1-29.
Rectangular Sheared Plates . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1–127
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The dimensions and properties for structural products commonly used in steel building
design and construction are given in this Part. Although the dimensions and properties tabulated in Part 1 reflect “commonly” used structural products, some of the shapes listed are
not commonly produced or stocked. These shapes are usually only produced to order, and
will likely be subject to mill production schedules and minimum order quantities. For availability of shapes, go to www.aisc.org. For torsional and flexural-torsional properties of
rolled shapes see AISC Design Guide 9, Torsional Analysis of Structural Steel Members
(Seaburg and Carter, 1997). For surface areas, box perimeters and areas, W/D ratios and A/D
ratios, see AISC Design Guide 19, Fire Resistance of Structural Steel Framing (Ruddy et al.,
2003).
STRUCTURAL PRODUCTS
W-, M-, S- and HP-Shapes
Four types of H-shaped (or I-shaped) members are covered in this Manual:
• W-shapes, which have essentially parallel inner and outer flange surfaces.
• M-shapes, which are H-shaped members that are not classified in ASTM A6 as W-, Sor HP-shapes. M-shapes may have a sloped inside flange face or other cross-section
features that do not meet the criteria for W-, S- or HP-shapes.
• S-shapes (also known as American standard beams), which have a slope of approximately 162/3% (2 on 12) on the inner flange surfaces.
• HP-shapes (also known as bearing piles), which are similar to W-shapes except their
webs and flanges are of equal thickness and the depth and flange width are nominally
equal for a given designation.
These shapes are designated by the mark W, M, S or HP, nominal depth (in.) and nominal weight (lb/ft). For example, a W24×55 is a W-shape that is nominally 24 in. deep and
weighs 55 lb/ft.
The following dimensional and property information is given in this Manual for the W-,
M-, S- and HP-shapes covered in ASTM A6:
• Design dimensions, detailing dimensions, axial properties and flexural properties are
given in Tables 1-1, 1-2, 1-3 and 1-4 for W-, M-, S- and HP-shapes, respectively.
• SI-equivalent designations are given in Table 17-1 for W-shapes and in Table 17-2 for
M-, S- and HP-shapes.
Tabulated decimal values are appropriate for use in design calculations, whereas fractional values are appropriate for use in detailing. All decimal and fractional values are
similar with one exception: Because of the variation in fillet sizes used in shape production,
the decimal value, kdes, is conservatively presented based on the smallest fillet used in production, and the fractional value, kdet, is conservatively presented based on the largest fillet
used in production. For the definitions of the tabulated variables, refer to the Nomenclature
section at the back of this Manual.
When appropriate, this Manual presents tabulated values for the workable gage of a
section. The term workable gage refers to the gage for fasteners in the flange that provides
for entering and tightening clearances and edge distance and spacing requirements. When
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DIMENSIONS AND PROPERTIES
the listed value is footnoted, the actual size, combination, and orientation of fastener
components should be compared with the geometry of the cross section to ensure compatibility. Other gages that provide for entering and tightening clearances and edge distance and
spacing requirements can also be used.
Channels
Two types of channels are covered in this Manual:
• C-shapes (also known as American standard channels), which have a slope of approximately 162/3% (2 on 12) on the inner flange surfaces.
• MC-shapes (also known as miscellaneous channels), which have a slope other than
162/3% (2 on 12) on the inner flange surfaces.
These shapes are designated by the mark C or MC, nominal depth (in.) and nominal
weight (lb/ft). For example, a C12×25 is a C-shape that is nominally 12 in. deep and weighs
25 lb/ft.
The following dimensional and property information is given in this Manual for the channels covered in ASTM A6:
• Design dimensions, detailing dimensions, and axial, flexural and torsional properties
are given in Tables 1-5 and 1-6 for C- and MC-shapes, respectively.
• SI-equivalent designations are given in Table 17-3.
For the definitions of the tabulated variables, refer to the Nomenclature section at the back
of this Manual.
Angles
Angles (also known as L-shapes) have legs of equal thickness and either equal or unequal
leg sizes. Angles are designated by the mark L, leg sizes (in.) and thickness (in.). For example, an L4×3×1/2 is an angle with one 4-in. leg, one 3-in. leg, and 1/2-in. thickness.
The following dimensional and property information is given in this Manual for the
angles covered in ASTM A6:
• Design dimensions, detailing dimensions, and axial, flexural and flexural-torsional
properties are given in Table 1-7. The effects of leg-to-leg and toe fillet radii have been
considered in the determination of these section properties. The Sz value that is given in
Table 1-7 is based on the largest perpendicular distance measured from the z-axis to the
center of the thickness at the tip of the angle toe(s) or heel. Additional properties of single angles are provided in the digital shapes database available at www.aisc.org. These
properties are used for calculations involving z and w principal axes. For unequal leg
angles, the database includes I, and values of S at the toe of the short leg, the heel, and
the toe of the long leg, for the w and z principal axes. For equal leg angles, the database
includes I, and values of S at the toe of the leg and the heel, for w and z principal axes.
• Workable gages on angle legs are tabulated in Table 1-7A.
• Compactness criteria for angles are tabulated in Table 1-7B.
• SI-equivalent designations are given in Table 17-4.
For the definitions of the tabulated variables, refer to the Nomenclature section at the back
of this Manual.
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Structural Tees (WT-, MT- and ST-Shapes)
Three types of structural tees are covered in this Manual:
• WT-shapes, which are made from W-shapes
• MT-shapes, which are made from M-shapes
• ST-shapes, which are made from S-shapes
These shapes are designated by the mark WT, MT or ST, nominal depth (in.) and nominal weight (lb/ft). WT-, MT- and ST-shapes are split (sheared or thermal-cut) from W-,
M- and S-shapes, respectively, and have half the nominal depth and weight of that shape.
For example, a WT12×27.5 is a structural tee split from a W-shape (W24×55), is nominally 12 in. deep and weighs 27.5 lb/ft. Although off-center splitting or splitting on two
lines can be obtained by special order, the resulting nonstandard shape is not covered in
this Manual.
The following dimensional and property information is given in this Manual for the structural tees cut from the W-, M- and S-shapes covered in ASTM A6:
• Design dimensions, detailing dimensions, and axial, flexural and torsional properties
are given in Tables 1-8, 1-9 and 1-10 for WT-, MT- and ST-shapes, respectively.
• SI-equivalent designations are given in Table 17-5 for WT-shapes and in Table 17-6 for
MT- and ST-shapes.
For the definitions of the tabulated variables, refer to the Nomenclature section at the back
of this Manual.
Hollow Structural Sections (HSS)
Three types of HSS are covered in this Manual:
• Rectangular HSS, which have an essentially rectangular cross section, except for
rounded corners, and uniform wall thickness, except at the weld seam(s)
• Square HSS, which have an essentially square cross section, except for rounded corners, and uniform wall thickness, except at the weld seam(s)
• Round HSS, which have an essentially round cross section and uniform wall thickness,
except at the weld seam(s)
In each case, ASTM A500 covers only electric-resistance-welded (ERW) HSS with a maximum periphery of 64 in. The coverage of HSS in this Manual is similarly limited.
Rectangular HSS are designated by the mark HSS, overall outside dimensions (in.), and
wall thickness (in.), with all dimensions expressed as fractional numbers. For example,
an HSS10×10×1/2 is nominally 10 in. by 10 in. with a 1/2-in. wall thickness. Round HSS are
designated by the term HSS, nominal outside diameter (in.), and wall thickness (in.) with
both dimensions expressed to three decimal places. For example, an HSS10.000×0.500 is
nominally 10 in. in diameter with a 1/2-in. nominal wall thickness.
Per AISC Specification Section B4.2, the wall thickness used in design, tdes, is taken as
0.93 times the nominal wall thickness, tnom. The rationale for this requirement is explained
in the corresponding Specification Commentary Section B4.2.
In calculating the tabulated b/t and h/t ratios, the outside corner radii are taken as 1.5tdes
for rectangular and square HSS, per AISC Specification Section B4.1. In other tabulated
design dimensions, the corner radii are taken as 2tdes. In the tabulated workable flat dimenAMERICAN INSTITUTE OF STEEL CONSTRUCTION
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DIMENSIONS AND PROPERTIES
sions of rectangular (and square) HSS, the outside corner radii are taken as 2.25tnom. The
term workable flat refers to a reasonable flat width or depth of material for use in making
connections to HSS. The workable flat dimension is provided as a reflection of current
industry practice, although the tolerances of ASTM A500 allow a greater maximum corner
radius of 3tnom.
The following dimensional and property information is given in this Manual for the HSS
covered in ASTM A500, A501, A618 or A847:
• Design dimensions, detailing dimensions, and axial, strong-axis flexural, weak-axis
flexural, torsional, and flexural-torsional properties are given in Tables 1-11 and 1-12
for rectangular and square HSS, respectively.
• Design dimensions, detailing dimensions, and axial, flexural and torsional properties
are given in Table 1-13 for round HSS.
• SI-equivalent designations are given in Tables 17-7, 17-8 and 17-9 for rectangular,
square and round HSS, respectively.
• Compactness criteria of rectangular and square HSS are given in Table 1-12A.
For the definitions of the tabulated variables, refer to the Nomenclature section at the back
of this Manual.
Pipe
Pipes have an essentially round cross section and uniform thickness, except at the weld
seam(s) for welded pipe.
Pipes up to and including NPS 12 are designated by the term Pipe, nominal diameter (in.)
and weight class (Std., x-Strong, xx-Strong). NPS stands for nominal pipe size. For example, Pipe 5 Std. denotes a pipe with a 5-in. nominal diameter and a 0.258-in. wall thickness,
which corresponds to the standard weight series. Pipes with wall thicknesses that do not
correspond to the foregoing weight classes are designated by the term Pipe, outside diameter (in.), and wall thickness (in.) with both expressed to three decimal places. For example,
Pipe 14.000×0.375 and Pipe 5.563×0.500 are proper designations.
Per AISC Specification Section B4.2, the wall thickness used in design, tdes, is taken as
0.93 times the nominal wall thickness, tnom. The rationale for this requirement is explained
in the corresponding Specification Commentary Section B4.2.
The following dimensional and property information is given in this Manual for the pipes
covered in ASTM A53:
• Design dimensions, detailing dimensions, and axial, flexural and torsional properties
are given in Table 1-14.
• SI-equivalent designations are given in Table 17-10.
For the definitions of the tabulated variables, refer to the Nomenclature section at the back
of this Manual.
Double Angles
Double angles (also known as 2L-shapes) are made with two angles that are interconnected
through their back-to-back legs along the length of the member, either in contact for the full
length or separated by spacers at the points of interconnection.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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STRUCTURAL PRODUCTS
1–7
These shapes are designated by the mark 2L, the sizes and thickness of their legs (in.),
and their orientation when the angle legs are not of equal size (LLBB or SLBB).1 For example, a 2L4×3×1/2 LLBB has two angles with one 4-in. leg and one 3-in. leg and the 4-in. legs
are back-to-back; a 2L4×3×1/2 SLBB is similar, except the 3-in. legs are back-to-back. In
both cases, the legs are 1/2-in. thick.
The following dimensional and property information is given in this Manual for the double angles built-up from the angles covered in ASTM A6:
• Design dimensions, detailing dimensions, and axial, strong-axis flexural, weak-axis
flexural, torsional, and flexural-torsional properties are given in Table 1-15 for equalleg, LLBB and SLBB angles. In each case, angle separations of zero in., 3/ 8 in. and
3
/4 in. are covered. The effects of leg-to-leg and toe fillet radii have been considered in
the determination of these section properties. For workable gages on legs of angles, see
Table 1-7A.
For the definitions of the tabulated variables, refer to the Nomenclature section at the back
of this Manual.
Double Channels
Double channels (also known as 2C- and 2MC-shapes) are made with two channels that are
interconnected through their back-to-back webs along the length of the member, either in
contact for the full length or separated by spacers at the points of interconnection.
These shapes are designated by the mark 2C or 2MC, nominal depth (in.), and nominal
weight per channel (lb/ft). For example, a 2C12×25 is a double channel that consists of two
channels that are each nominally 12 in. deep and each weigh 25 lb/ft.
The following dimensional and property information is given in this Manual for the double channels built-up from the channels covered in ASTM A6:
• Design dimensions, detailing dimensions, and axial, strong-axis flexural, and weakaxis flexural properties are given in Tables 1-16 and 1-17 for 2C- and 2MC-shapes,
respectively. In each case, channel separations of zero, 3/ 8 in. and 3/ 4 in. are covered.
For the definitions of the tabulated variables, refer to the Nomenclature section at the back
of this Manual.
W-Shapes and S-Shapes with Cap Channels
Common combined sections made with W- or S-shapes and channels (C- or MC-shapes) are
tabulated in this Manual. In either case, the channel web is interconnected to the W-shape
or S-shape top flange, respectively, with the flange toes down. The interconnection of the
two elements must be designed for the horizontal shear, q, where
q=
VQ
I
(1-1)
1
LLBB stands for long legs back-to-back. SLBB stands for short legs back-to-back. Alternatively, the orientations LLV and SLV, which stand for long legs vertical and short legs vertical, respectively, can be used.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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DIMENSIONS AND PROPERTIES
where
I = moment of inertia of the combined cross section, in.4
Q = first moment of the channel area about the neutral axis of the combined
cross section, in.3
V = vertical shear, kips
q = horizontal shear, kips/in.
The effects of other forces, such as crane horizontal and lateral forces, may also require consideration, when applicable.
The following dimensional and property information is given in this Manual for combined
sections built-up from the W-shapes, S-shapes and cap channels covered in ASTM A6:
• Design dimensions, detailing dimensions, and axial, strong-axis flexural, and weakaxis flexural properties of W-shapes with cap channels are given in Table 1-19.
• Design dimensions, detailing dimensions, and axial, strong-axis flexural, and weakaxis flexural properties of S-shapes with cap channels are given in Table 1-20.
For the definitions of the tabulated variables, refer to the Nomenclature section at the back
of this Manual.
Plate Products
Plate products may be ordered as sheet, strip or bar material. Sheet and strip are distinguished
from structural bars and plates by their dimensional characteristics, as outlined in Table 2-3
and Table 2-5.
The historical classification system for structural bars and plates suggests that there is
only a physical difference between them based upon size and production procedure. In raw
form, flat stock has historically been classified as a bar if it is less than or equal to 8 in. wide
and as a plate if it is greater than 8 in. wide. Bars are rolled between horizontal and vertical
rolls and trimmed to length by shearing or thermal cutting on the ends only. Plates are generally produced using one of two methods:
1. Sheared plates are rolled between horizontal rolls and trimmed to width and length by
shearing or thermal cutting on the edges and ends; or
2. Stripped plates are sheared or thermal cut from wider sheared plates.
There is very little, if any, structural difference between plates and bars. Consequently, the
term plate is becoming a universally applied term today and a PL1/2 in.×41/2 in.×1ft 3 in., for
example, might be fabricated from plate or bar stock.
For structural plates, the preferred practice is to specify thickness in 1/16-in. increments up
to 3/ 8-in. thickness, 1/8-in. increments over 3/ 8-in. to 1-in. thickness, and 1/4-in. increments
over 1-in. thickness. The current extreme width for sheared plates is 200 in. Because
mill practice regarding plate widths vary, individual mills should be consulted to determine
preferences.
For bars, the preferred practice is to specify width in 1/4-in. increments, and thickness and
diameter in 1/8-in. increments.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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STANDARD MILL PRACTICES
1–9
Raised-Pattern Floor Plates
Weights of raised-pattern floor plates are given in Table 1-18. Raised-pattern floor plates are
commonly available in widths up to 120 in. For larger plate widths, see literature available
from floor plate producers.
Crane Rails
Although crane rails are not listed as structural steel in the AISC Code of Standard Practice
Section 2.1, this information is provided because some fabricators may choose to provide
crane rails. Crane rails are designated by unit weight in lb/yard. Dimensions and properties
for the crane rails shown are given in Table 1-21. Crane rails can be either heat treated or
end hardened to reduce wear. For additional information or for profiles and properties of
crane rails not listed, manufacturer’s catalogs should be consulted. For crane-rail connections, see Part 15.
Other Structural Products
The following other structural products are covered in this Manual as indicated:
• High-strength bolts, common bolts, washers, nuts and direct-tension-indicator washers
are covered in Part 7.
• Welding filler metals and fluxes are covered in Part 8.
• Forged steel structural hardware items, such as clevises, turnbuckles, sleeve nuts,
recessed-pin nuts, and cotter pins are covered in Part 15.
• Anchor rods and threaded rods are covered in Part 14.
STANDARD MILL PRACTICES
The production of structural products is subject to unavoidable variations relative to the theoretical dimensions and profiles, due to many factors, including roll wear, roll dressing
practices and temperature effects. Such variations are limited by the dimensional and profile tolerances as summarized below.
Hot-Rolled Structural Shapes
Acceptable dimensional tolerances for hot-rolled structural shapes (W-, M-, S- and HPshapes), channels (C- and MC-shapes), and angles are given in ASTM A6 Section 12 and
summarized in Tables 1-22 through 1-26. Supplementary information, including permissible variations for sheet and strip and for other grades of steel, can also be found in literature
from steel plate producers and the Association of Iron and Steel Technology.
Hollow Structural Sections
Acceptable dimensional tolerances for HSS are given in ASTM A500 Section 11, A501
Section 12, A618 Section 8, or A847 Section 10, as applicable, and summarized in Tables
1-27 and 1-28, for rectangular and round HSS, respectively. Supplementary information
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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DIMENSIONS AND PROPERTIES
can also be found in literature from HSS producers and the Steel Tube Institute, such as
Recommended Methods to Check Dimensional Tolerances on Hollow Structural Sections
(HSS) Made to ASTM A500.
Pipe
Acceptable dimensional tolerances for pipes are given in ASTM A53 Section 10 and
summarized in Table 1-28. Supplementary information can also be found in literature
from pipe producers.
Plate Products
Acceptable dimensional tolerances for plate products are given in ASTM A6 Section 12
and summarized in Table 1-29. Note that plate thickness can be specified in inches or by
weight per square foot, and separate tolerances apply to each method. No decimal edge
thickness can be assured for plate specified by the latter method. Supplementary information, including permissible variations for sheet and strip and for other grades of steel,
can also be found in literature from steel plate producers and the Association of Iron and
Steel Technology.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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PART 1 REFERENCES
1–11
PART 1 REFERENCES
Ruddy, J.L., Marlo, J.P., Ioannides, S.A. and Alfawakhiri, F. (2003), Fire Resistance of
Structural Steel Framing, Design Guide 19, AISC, Chicago, IL.
Seaburg, P.A. and Carter, C.J. (1997), Torsional Analysis of Structural Steel Members,
Design Guide 9, AISC, Chicago, IL.
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DIMENSIONS AND PROPERTIES
Table 1-1
W-Shapes
Dimensions
Web
Shape
Area,
A
W44×335 c
×290 c
×262 c
×230 c,v
in.2
98.5
85.4
77.2
67.8
Depth,
d
kdet
in.
2.56
2.36
2.20
2.01
in.
25/8
27/16
21/4
21/16
43.0
42.1
41.3
41.0
40.6
40.6
40.2
39.8
39.7
39.4
39.0
38.7
43 1.79 113/16
42 1.54 19/16
411/4 1.34 15/16
41 1.22 11/4
405/8 1.16 13/16
401/2 1.12 11/8
401/8 1.00 1
397/8 0.930 15/16
393/4 0.830 13/16
393/8 0.750 3/4
39 0.650 5/8
385/8 0.650 5/8
W40×392 h 116
×331h 97.7
×327 h 95.9
×294
86.2
×278
82.3
×264
77.4
×235 c 69.1
×211c 62.1
×183 c 53.3
×167 c 49.3
×149 c,v 43.8
41.6
40.8
40.8
40.4
40.2
40.0
39.7
39.4
39.0
38.6
38.2
415/8 1.42 17/16
403/4 1.22 11/4
403/4 1.18 13/16
403/8 1.06 11/16
401/8 1.03 1
40 0.960 15/16
393/4 0.830 13/16
393/8 0.750 3/4
39 0.650 5/8
385/8 0.650 5/8
381/4 0.630 5/8
h
v
Distance
kdes
tw
ᎏ
2
Width,
bf
k
in.
in.
in.
in.
in.
1/2
44.0 44 1.03 1
15.9 16
1.77 13/4
7/16 15.8 157/8 1.58 19/16
43.6 435/8 0.865 7/8
43.3 431/4 0.785 13/16 7/16 15.8 15 3/4 1.42 17/16
42.9 427/8 0.710 11/16 3/8 15.8 153/4 1.22 11/4
W40×593 h 174
×503 h 148
×431h 127
×397 h 117
×372 h 110
×362 h 106
×324
95.3
×297 c 87.3
×277 c 81.5
×249 c 73.5
×215 c 63.5
×199 c 58.8
c
Flange
Thickness,
tf
Thickness,
tw
16.1
16.0
15.9
15.8
15.8
15.8
15.8
15.8
163/4 3.23
16 3/8 2.76
161/4 2.36
161/8 2.20
161/8 2.05
16
2.01
157/8 1.81
157/8 1.65
157/8 1.58
153/4 1.42
153/4 1.22
153/4 1.07
12.4
12.2
12.1
12.0
12.0
11.9
11.9
11.8
11.8
11.8
11.8
123/8
121/8
121/8
12
12
117/8
117/8
113/4
113/4
113/4
113/4
15/16 16.7
13/16 16.4
11/16 16.2
5/8
16.1
5/8
9/16
1/2
1/2
7/16
3/8
5/16
5/16
3/4
5/8
5/8
9/16
1/2
1/2
7/16
3/8
5/16
5/16
5/16
Workable
Gage
in. in.
in.
15/16 383/4 51/2
11/4
13/16
13/16
k1
T
31/4 4.41
23/4 3.94
23/8 3.54
23/16 3.38
21/16 3.23
2
3.19
113/16 2.99
15/8 2.83
19/16 2.76
17/16 2.60
11/4 2.40
11/16 2.25
41/2 21/8
34
4
2
35/8 17/8
31/2 113/16
35/16 113/16
31/4 13/4
31/16 111/16
215/16 111/16
27/8 15/8
211/16 19/16
21/2 19/16
25/16 19/16
71/2
2.52 21/2 3.70
2.13 21/8 3.31
2.13 21/8 3.31
1.93 115/16 3.11
1.81 113/16 2.99
1.73 13/4 2.91
1.58 19/16 2.76
1.42 17/16 2.60
1.20 13/16 2.38
1.03 1
2.21
0.830 13/16 2.01
313/16 115/16 34
33/8 113/16
33/8 113/16
33/16 13/4
31/16 13/4
3
111/16
27/8 15/8
211/16 19/16
21/2 19/16
25/16 19/16
21/8 11/2
71/2
Shape is slender for compression with Fy = 50 ksi.
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
Shape does not meet the h /tw limit for shear in AISC Specification Section G2.1(a) with Fy = 50 ksi.
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DIMENSIONS AND PROPERTIES
1–13
Table 1-1 (continued)
W-Shapes
Properties
W44-W40
Nominal
Wt.
Compact
Section
Criteria
Axis X-X
Axis Y-Y
S
in.3
150
132
117
101
r
Z
in.
in.3
3.49 236
3.49 205
3.47 182
3.43 157
J
Cw
in. in.
4.24 42.2
4.20 42.0
4.17 41.9
4.13 41.7
in.4
74.7
50.9
37.3
24.9
in.6
535000
461000
405000
346000
335
290
262
230
4.50 38.0
5.02 45.0
5.57 49.6
6.45 54.8
593
503
431
397
372
362
324
297
277
249
215
199
2.58 19.1
2.98 22.3
3.44 25.5
3.66 28.0
3.93 29.5
3.99 30.5
4.40 34.2
4.80 36.8
5.03 41.2
5.55 45.6
6.45 52.6
7.39 52.6
50400
41600
34800
32000
29600
28900
25600
23200
21900
19600
16700
14900
2340
1980
1690
1560
1460
1420
1280
1170
1100
993
859
770
17.0 2760
16.8 2320
16.6 1960
16.6 1800
16.5 1680
16.5 1640
16.4 1460
16.3 1330
16.4 1250
16.3 1120
16.2 964
16.0 869
2520
2040
1690
1540
1420
1380
1220
1090
1040
926
803
695
302
249
208
191
177
173
153
138
132
118
101
88.2
3.80 481
3.72 394
3.65 328
3.64 300
3.60 277
3.60 270
3.58 239
3.54 215
3.58 204
3.55 182
3.54 156
3.45 137
4.63 39.8
4.50 39.3
4.41 38.9
4.38 38.8
4.33 38.6
4.33 38.6
4.27 38.4
4.22 38.2
4.25 38.1
4.21 38.0
4.19 37.8
4.12 37.6
445
277
177
142
116
109
79.4
61.2
51.5
38.1
24.8
18.3
997000
789000
638000
579000
528000
513000
448000
399000
379000
334000
284000
246000
392
331
327
294
278
264
235
211
183
167
149
2.45 24.1
2.86 28.0
2.85 29.0
3.11 32.2
3.31 33.3
3.45 35.6
3.77 41.2
4.17 45.6
4.92 52.6
5.76 52.6
7.11 54.3
29900
24700
24500
21900
20500
19400
17400
15500
13200
11600
9800
1440
1210
1200
1080
1020
971
875
786
675
600
513
16.1 1710
15.9 1430
16.0 1410
15.9 1270
15.8 1190
15.8 1130
15.9 1010
15.8 906
15.7 774
15.3 693
15.0 598
803
644
640
562
521
493
444
390
331
283
229
130
106
105
93.5
87.1
82.6
74.6
66.1
56.0
47.9
38.8
2.64 212
2.57 172
2.58 170
2.55 150
2.52 140
2.52 132
2.54 118
2.51 105
2.49 88.3
2.40 76.0
2.29 62.2
3.30 39.1
3.21 38.7
3.21 38.7
3.16 38.5
3.13 38.4
3.12 38.3
3.11 38.1
3.07 38.0
3.04 37.8
2.98 37.6
2.89 37.4
172
105
103
76.6
65.0
56.1
41.3
30.4
19.3
14.0
9.36
306000
241000
239000
208000
192000
181000
161000
141000
118000
99700
80000
h
ᎏ
tw
I
in.4
1200
1040
923
796
ho
I
S
in.4
in.3
31100 1410
27000 1240
24100 1110
20800 971
b
ᎏf
lb/ft 2tf
r
Z
in.
in.3
17.8 1620
17.8 1410
17.7 1270
17.5 1100
rts
Torsional
Properties
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DIMENSIONS AND PROPERTIES
Table 1-1 (continued)
W-Shapes
Dimensions
Web
Area,
A
Shape
Depth,
d
Thickness,
tw
Flange
tw
ᎏ
2
Width,
bf
in.2
W36×652 h 192
×529 h 156
×487 h 143
×441h 130
×395 h 116
×361h 106
×330
96.9
×302
89.0
×282 c 82.9
×262 c 77.2
×247 c 72.5
×231c 68.2
in.
in.
in.
in.
41.1 41 1.97 2
1
17.6 175/8
13/16 17.2 171/4
39.8 393/4 1.61 15/8
3/4
39.3 393/8 1.50 11/2
17.1 171/8
11/16 17.0 17
38.9 387/8 1.36 13/8
5/8
38.4 383/8 1.22 11/4
16.8 167/8
9/16 16.7 163/4
38.0 38 1.12 11/8
1/2
37.7 375/8 1.02 1
16.6 165/8
37.3 373/8 0.945 15/16 1/2 16.7 165/8
7/16 16.6 165/8
37.1 371/8 0.885 7/8
36.9 367/8 0.840 13/16 7/16 16.6 161/2
36.7 365/8 0.800 13/16 7/16 16.5 161/2
3/8
36.5 361/2 0.760 3/4
16.5 161/2
W36×256
×232 c
×210 c
×194 c
×182 c
×170 c
×160 c
×150 c
×135 c,v
37.4
37.1
36.7
36.5
36.3
36.2
36.0
35.9
35.6
75.3
68.0
61.9
57.0
53.6
50.0
47.0
44.3
39.9
h
373/8 0.960
371/8 0.870
363/4 0.830
361/2 0.765
363/8 0.725
361/8 0.680
36 0.650
357/8 0.625
351/2 0.600
15/16
1/2
7/8
7/16
13/16
7/16
3/4
3/8
3/4
11/16
3/8
3/8
5/8
5/16
5/8
5/16
5/8
5/16
11/4
5/8
W33×387 114
×354 h 104
×318
93.7
×291
85.6
×263
77.4
×241c 71.1
×221c 65.3
×201c 59.1
36.0
35.6
35.2
34.8
34.5
34.2
33.9
33.7
36 1.26
351/2 1.16 13/16
351/8 1.04 11/16
347/8 0.960 15/16
341/2 0.870 7/8
341/8 0.830 13/16
337/8 0.775 3/4
335/8 0.715 11/16
W33×169 c
×152 c
×141c
×130 c
×118 c,v
33.8
33.5
33.3
33.1
32.9
337/8 0.670
331/2 0.635
331/4 0.605
331/8 0.580
327/8 0.550
c
h
v
49.5
44.9
41.5
38.3
34.7
5/8
9/16
1/2
7/16
7/16
3/8
3/8
11/16
3/8
5/8
5/16
5/8
5/16
9/16
5/16
9/16
5/16
Distance
Thickness,
tf
k
kdes
kdet
k1
in.
in.
3.54 39/16 4.49
2.91 215/16 3.86
2.68 211/16 3.63
2.44 27/16 3.39
2.20 23/16 3.15
2.01 2
2.96
1.85 17/8 2.80
1.68 111/16 2.63
1.57 19/16 2.52
1.44 17/16 2.39
1.35 13/8 2.30
1.26 11/4 2.21
in.
in.
413/16 23/16
43/16 2
4
17/8
33/4 17/8
37/16 113/16
35/16 13/4
31/8 13/4
3
111/16
27/8 15/8
23/4 15/8
25/8 15/8
29/16 19/16
Workable
Gage
in.
in.
313/8 71/2
T
12.2
12.1
12.2
12.1
12.1
12.0
12.0
12.0
12.0
121/4
121/8
121/8
121/8
121/8
12
12
12
12
1.73 13/4 2.48
1.57 19/16 2.32
1.36 13/8 2.11
1.26 11/4 2.01
1.18 13/16 1.93
1.10 11/8 1.85
1.02 1
1.77
0.940 15/16 1.69
0.790 13/16 1.54
25/8 15/16 321/8
27/16 11/4
25/16 11/4
23/16 13/16
21/8 13/16
2
13/16
115/16 11/8
17/8 11/8
111/16 11/8
51/2
16.2
16.1
16.0
15.9
15.8
15.9
15.8
15.7
161/4
161/8
16
157/8
153/4
157/8
153/4
153/4
2.28
2.09
1.89
1.73
1.57
1.40
1.28
1.15
21/4
21/16
17/8
13/4
19/16
13/8
11/4
11/8
3.07
2.88
2.68
2.52
2.36
2.19
2.06
1.94
33/16 17/16 295/8
215/16 13/8
23/4 15/16
25/8 15/16
27/16 11/4
21/4 11/4
21/8 13/16
2
13/16
51/2
11.5
11.6
11.5
11.5
11.5
111/2
115/8
111/2
111/2
111/2
1.22 11/4 1.92
1.06 11/16 1.76
0.960 15/16 1.66
0.855 7/8 1.56
0.740 3/4 1.44
21/8 13/16 295/8
115/16 11/8
113/16 11/8
13/4 11/8
15/8 11/8
51/2
Shape is slender for compression with Fy = 50 ksi.
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
Shape does not meet the h /tw limit for shear in AISC Specification Section G2.1(a) with Fy = 50 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01A:14th Ed_
1/20/11
7:25 AM
Page 15
DIMENSIONS AND PROPERTIES
1–15
Table 1-1 (continued)
W-Shapes
Properties
W36-W33
Nominal
Wt.
Compact
Section
Criteria
Axis X-X
Axis Y-Y
rts
I
in.4
3230
2490
2250
1990
1750
1570
1420
1300
1200
1090
1010
940
S
in.3
367
289
263
235
208
188
171
156
144
132
123
114
r
Z
in.
in.3
4.10 581
4.00 454
3.96 412
3.92 368
3.88 325
3.85 293
3.83 265
3.82 241
3.80 223
3.76 204
3.74 190
3.71 176
Cw
in. in.
4.96 37.6
4.80 36.9
4.74 36.6
4.69 36.5
4.61 36.2
4.58 36.0
4.53 35.9
4.53 35.6
4.50 35.5
4.46 35.5
4.42 35.4
4.40 35.2
in.4
593
327
258
194
142
109
84.3
64.3
52.7
41.6
34.7
28.7
in.6
1130000
846000
754000
661000
575000
509000
456000
412000
378000
342000
316000
292000
652
529
487
441
395
361
330
302
282
262
247
231
2.48 16.3
2.96 19.9
3.19 21.4
3.48 23.6
3.83 26.3
4.16 28.6
4.49 31.4
4.96 33.9
5.29 36.2
5.75 38.2
6.11 40.1
6.54 42.2
256
232
210
194
182
170
160
150
135
3.53 33.8
3.86 37.3
4.48 39.1
4.81 42.4
5.12 44.8
5.47 47.7
5.88 49.9
6.37 51.9
7.56 54.1
16800
15000
13200
12100
11300
10500
9760
9040
7800
895
809
719
664
623
581
542
504
439
14.9 1040
14.8 936
14.6 833
14.6 767
14.5 718
14.5 668
14.4 624
14.3 581
14.0 509
528
468
411
375
347
320
295
270
225
86.5
77.2
67.5
61.9
57.6
53.2
49.1
45.1
37.7
2.65 137
2.62 122
2.58 107
2.56 97.7
2.55 90.7
2.53 83.8
2.50 77.3
2.47 70.9
2.38 59.7
3.24 35.7
3.21 35.5
3.18 35.3
3.15 35.2
3.13 35.1
3.11 35.1
3.09 35.0
3.06 35.0
2.99 34.8
52.9
39.6
28.0
22.2
18.5
15.1
12.4
10.1
7.00
168000
148000
128000
116000
107000
98500
90200
82200
68100
387
354
318
291
263
241
221
201
3.55 23.7
3.85 25.7
4.23 28.7
4.60 31.0
5.03 34.3
5.66 35.9
6.20 38.5
6.85 41.7
24300
22000
19500
17700
15900
14200
12900
11600
1350
1240
1110
1020
919
831
759
686
14.6 1560
14.5 1420
14.5 1270
14.4 1160
14.3 1040
14.1 940
14.1 857
14.0 773
1620
1460
1290
1160
1040
933
840
749
200
181
161
146
131
118
106
95.2
3.77 312
3.74 282
3.71 250
3.68 226
3.66 202
3.62 182
3.59 164
3.56 147
4.49 33.7
4.44 33.5
4.40 33.3
4.34 33.1
4.31 32.9
4.29 32.8
4.25 32.6
4.21 32.6
148
115
84.4
65.1
48.7
36.2
27.8
20.8
459000
408000
357000
319000
281000
251000
224000
198000
169
152
141
130
118
4.71 44.7
5.48 47.2
6.01 49.6
6.73 51.7
7.76 54.5
9290
8160
7450
6710
5900
549
487
448
406
359
13.7
13.5
13.4
13.2
13.0
310
273
246
218
187
53.9
47.2
42.7
37.9
32.6
2.50
2.47
2.43
2.39
2.32
3.03 32.6
3.01 32.4
2.98 32.3
2.94 32.2
2.89 32.2
17.7
12.4
9.70
7.37
5.30
82400
71700
64400
56600
48300
h
ᎏ
tw
r
Z
in.
in.3
16.2 2910
16.0 2330
15.8 2130
15.7 1910
15.7 1710
15.6 1550
15.5 1410
15.4 1280
15.4 1190
15.3 1100
15.2 1030
15.1 963
J
I
in.4
50600
39600
36000
32100
28500
25700
23300
21100
19600
17900
16700
15600
b
ᎏf
lb/ft 2tf
S
in.3
2460
1990
1830
1650
1490
1350
1240
1130
1050
972
913
854
ho
Torsional
Properties
629
559
514
467
415
84.4
73.9
66.9
59.5
51.3
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01A:14th Ed_
1/20/11
7:26 AM
Page 16
1–16
DIMENSIONS AND PROPERTIES
Table 1-1 (continued)
W-Shapes
Dimensions
Web
Shape
Area,
A
Depth,
d
Thickness,
tw
Flange
tw
ᎏ
2
Width,
bf
Distance
k
Thickness,
tf
kdes
kdet
in.
2.44 2 7/16
2.24 21/4
2.05 21/16
1.85 17/8
1.65 15/8
1.50 11/2
1.32 15/16
1.19 13/16
1.07 11/16
in.
3.23
3.03
2.84
2.64
2.44
2.29
2.10
1.97
1.85
in.
in.
33/8 11/2
31/8 17/16
215/16 13/8
23/4 15/16
29/16 15/16
23/8 11/4
21/4 13/16
21/16 13/16
2
11/8
k1
Workable
Gage
in.
in.
261/2 51/2
T
in.2
W30×391 h 115
×357 h 105
×326 h 95.9
×292
86.0
×261
77.0
×235
69.3
×211
62.3
×191 c 56.1
×173 c 50.9
in.
in.
in.
in.
11/16 15.6 155/8
33.2 331/4 1.36 13/8
5/8
32.8 323/4 1.24 11/4
15.5 151/2
9/16 15.4 153/8
32.4 323/8 1.14 11/8
1/2
32.0 32 1.02 1
15.3 151/4
31.6 315/8 0.930 15/16 1/2 15.2 151/8
31.3 311/4 0.830 13/16 7/16 15.1 15
3/8
30.9 31 0.775 3/4
15.1 151/8
30.7 305/8 0.710 11/16 3/8 15.0 15
5/16 15.0 15
30.4 301/2 0.655 5/8
W30×148 c
×132 c
×124 c
×116 c
×108 c
×99 c
×90 c,v
43.6
38.8
36.5
34.2
31.7
29.0
26.3
30.7
30.3
30.2
30.0
29.8
29.7
29.5
305/8 0.650
301/4 0.615
301/8 0.585
30 0.565
297/8 0.545
295/8 0.520
291/2 0.470
10.5
10.5
10.5
10.5
10.5
10.5
10.4
101/2
101/2
101/2
101/2
101/2
101/2
103/8
1.18 13/16 1.83
1.00 1
1.65
0.930 15/16 1.58
0.850 7/8 1.50
0.760 3/4 1.41
0.670 11/16 1.32
0.610 5/8 1.26
21/16 11/8 261/2
17/8 11/8
113/16 11/8
13/4 11/8
111/16 11/8
19/16 11/16
11/2 11/16
W27×539 h 159
×368 h 109
×336 h 99.2
×307 h 90.2
×281
83.1
×258
76.1
×235
69.4
×217
63.9
×194
57.1
×178
52.5
×161c 47.6
×146 c 43.2
32.5
30.4
30.0
29.6
29.3
29.0
28.7
28.4
28.1
27.8
27.6
27.4
321/2 1.97 2
1
15.3
11/16 14.7
303/8 1.38 13/8
5/8
30 1.26 11/4
14.6
295/8 1.16 13/16 5/8 14.4
291/4 1.06 11/16 9/16 14.4
1/2
29 0.980 1
14.3
285/8 0.910 15/16 1/2 14.2
283/8 0.830 13/16 7/16 14.1
3/8
281/8 0.750 3/4
14.0
3/8
273/4 0.725 3/4
14.1
275/8 0.660 11/16 3/8 14.0
5/16 14.0
273/8 0.605 5/8
151/4
145/8
141/2
141/2
143/8
141/4
141/4
141/8
14
141/8
14
14
3.54 3 9/16 4.33
2.48 21/2 3.27
2.28 21/4 3.07
2.09 21/16 2.88
1.93 115/16 2.72
1.77 13/4 2.56
1.61 15/8 2.40
1.50 11/2 2.29
1.34 15/16 2.13
1.19 13/16 1.98
1.08 11/16 1.87
0.975 1
1.76
47/16 113/16 235/8 51/2 g
33/8 11/2
51/2
33/16 17/16
3
17/16
213/16 13/8
211/16 15/16
21/2 15/16
23/8 11/4
21/4 13/16
21/16 13/16
2
13/16
17/8 11/8
W27×129 c
×114 c
×102 c
×94 c
×84 c
27.6
27.3
27.1
26.9
26.7
275/8 0.610
271/4 0.570
271/8 0.515
267/8 0.490
263/4 0.460
10
101/8
10
10
10
1.10 11/8 1.70
0.930 15/16 1.53
0.830 13/16 1.43
0.745 3/4 1.34
0.640 5/8 1.24
2
11/8 235/8
113/16 11/8
13/4 11/16
15/8 11/16
19/16 11/16
37.8
33.6
30.0
27.6
24.7
5/8
5/16
5/8
5/16
9/16
5/16
9/16
5/16
9/16
5/16
1/2
1/4
1/2
1/4
5/8
5/16
9/16
5/16
1/2
1/4
1/2
1/4
7/16
1/4
10.0
10.1
10.0
10.0
10.0
51/2
51/2
Shape is slender for compression with Fy = 50 ksi.
The actual size, combination and orientation of fastener components should be compared with the geometry of the cross section
to ensure compatibility.
h
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
v
Shape does not meet the h /tw limit for shear in AISC Specification Section G2.1(a) with Fy = 50 ksi.
c
g
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01A:14th Ed_
1/20/11
7:26 AM
Page 17
DIMENSIONS AND PROPERTIES
1–17
Table 1-1 (continued)
W-Shapes
Properties
W30-W27
Nominal
Wt.
Compact
Section
Criteria
Axis X-X
Axis Y-Y
rts
ho
Torsional
Properties
J
Cw
in. in.
4.37 30.8
4.31 30.6
4.26 30.4
4.22 30.2
4.16 30.0
4.13 29.8
4.11 29.6
4.06 29.5
4.03 29.3
in.4
173
134
103
75.2
54.1
40.3
28.4
21.0
15.6
in.6
366000
324000
287000
250000
215000
190000
166000
146000
129000
68.0
58.4
54.0
49.2
43.9
38.6
34.7
2.77 29.5
2.75 29.3
2.73 29.3
2.70 29.2
2.67 29.0
2.62 29.0
2.60 28.9
14.5
9.72
7.99
6.43
4.99
3.77
2.84
49400
42100
38600
34900
30900
26800
24000
391
357
326
292
261
235
211
191
173
3.19 19.7
3.45 21.6
3.75 23.4
4.12 26.2
4.59 28.7
5.02 32.2
5.74 34.5
6.35 37.7
7.04 40.8
I
S
in.4
in.3
20700 1250
18700 1140
16800 1040
14900 930
13100 829
11700 748
10300 665
9200 600
8230 541
148
132
124
116
108
99
90
4.44 41.6
5.27 43.9
5.65 46.2
6.17 47.8
6.89 49.6
7.80 51.9
8.52 57.5
6680
5770
5360
4930
4470
3990
3610
539
368
336
307
281
258
235
217
194
178
161
146
2.15 12.1
2.96 17.3
3.19 18.9
3.46 20.6
3.72 22.5
4.03 24.4
4.41 26.2
4.71 28.7
5.24 31.8
5.92 32.9
6.49 36.1
7.16 39.4
25600 1570
16200 1060
14600 972
13100 887
11900 814
10800 745
9700 677
8910 627
7860 559
7020 505
6310 458
5660 414
12.7 1890
12.2 1240
12.1 1130
12.0 1030
12.0 936
11.9 852
11.8 772
11.8 711
11.7 631
11.6 570
11.5 515
11.5 464
2110
1310
1180
1050
953
859
769
704
619
555
497
443
277
179
162
146
133
120
108
100
88.1
78.8
70.9
63.5
3.65 437
3.48 279
3.45 252
3.41 227
3.39 206
3.36 187
3.33 168
3.32 154
3.29 136
3.25 122
3.23 109
3.20 97.7
4.41 29.0
4.15 27.9
4.10 27.7
4.04 27.5
4.00 27.4
3.96 27.2
3.92 27.1
3.89 26.9
3.85 26.8
3.83 26.6
3.79 26.5
3.76 26.4
496
170
131
101
79.5
61.6
47.0
37.6
27.1
20.1
15.1
11.3
443000
255000
226000
199000
178000
159000
141000
128000
111000
98400
87300
77200
129
114
102
94
84
4.55 39.7
5.41 42.5
6.03 47.1
6.70 49.5
7.78 52.7
4760
4080
3620
3270
2850
11.2
11.0
11.0
10.9
10.7
184
159
139
124
106
36.8
31.5
27.8
24.8
21.2
2.21
2.18
2.15
2.12
2.07
2.66 26.5
2.65 26.4
2.62 26.3
2.59 26.2
2.54 26.1
11.1
7.33
5.28
4.03
2.81
32500
27600
24000
21300
17900
b
ᎏf
lb/ft 2tf
h
ᎏ
tw
436
380
355
329
299
269
245
345
299
267
243
213
r
Z
in.
in.3
13.4 1450
13.3 1320
13.2 1190
13.2 1060
13.1 943
13.0 847
12.9 751
12.8 675
12.7 607
I
in.4
1550
1390
1240
1100
959
855
757
673
598
S
in.3
198
179
162
144
127
114
100
89.5
79.8
r
Z
in.
in.3
3.67 310
3.64 279
3.60 252
3.58 223
3.53 196
3.51 175
3.49 155
3.46 138
3.42 123
12.4
12.2
12.1
12.0
11.9
11.7
11.7
500
437
408
378
346
312
283
227
196
181
164
146
128
115
43.3
37.2
34.4
31.3
27.9
24.5
22.1
2.28
2.25
2.23
2.19
2.15
2.10
2.09
395
343
305
278
244
57.6
49.3
43.4
38.8
33.2
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01A:14th Ed_
1/20/11
7:26 AM
Page 18
1–18
DIMENSIONS AND PROPERTIES
Table 1-1 (continued)
W-Shapes
Dimensions
Web
Shape
Area,
A
Depth,
d
Thickness,
tw
Flange
tw
ᎏ
2
in.
in.
2.72 23/4 3.22
2.48 21/2 2.98
2.28 21/4 2.78
2.09 21/16 2.59
1.89 17/8 2.39
1.73 13/4 2.23
1.57 19/16 2.07
1.46 17/16 1.96
1.34 15/16 1.84
1.22 11/4 1.72
1.09 11/16 1.59
0.960 15/16 1.46
0.850 7/8 1.35
0.750 3/4 1.25
9.00 9
9.07 91/8
9.02 9
8.99 9
8.97 9
0.980 1
1.48
0.875 7/8 1.38
0.770 3/4 1.27
0.680 11/16 1.18
0.585 9/16 1.09
17/8 11/8 203/4
13/4 11/16
111/16 11/16
19/16 11/16
11/2 11/16
7.04 7
7.01 7
0.590
0.505
in.2
W24×370 h 109
×335 h 98.3
×306 h 89.7
x279 h 81.9
×250
73.5
×229
67.2
×207
60.7
×192
56.5
×176
51.7
×162
47.8
×146
43.0
×131
38.6
×117 c 34.4
×104 c 30.7
in.
in.
in.
in.
3/4
28.0 28 1.52 11/2
13.7 135/8
11/16 13.5 131/2
27.5 271/2 1.38 13/8
5/8
27.1 271/8 1.26 11/4
13.4 133/8
26.7 263/4 1.16 13/16 5/8 13.3 131/4
26.3 263/8 1.04 11/16 9/16 13.2 131/8
26.0 26 0.960 15/16 1/2 13.1 131/8
7/16 13.0 13
25.7 253/4 0.870 7/8
25.5 251/2 0.810 13/16 7/16 13.0 13
3/8
25.2 251/4 0.750 3/4
12.9 127/8
25.0 25 0.705 11/16 3/8 13.0 13
5/16 12.9 127/8
24.7 243/4 0.650 5/8
5/16 12.9 127/8
24.5 241/2 0.605 5/8
24.3 241/4 0.550 9/16 5/16 12.8 123/4
1/4
24.1 24 0.500 1/2
12.8 123/4
W24×103 c
×94 c
×84 c
×76 c
×68 c
24.5
24.3
24.1
23.9
23.7
c
30.3
27.7
24.7
22.4
20.1
241/2 0.550
241/4 0.515
241/8 0.470
237/8 0.440
233/4 0.415
9/16
5/16
1/2
1/4
1/2
1/4
7/16
1/4
7/16
1/4
233/4 0.430
1/4
W24×62
×55 c,v
18.2 23.7
16.2 23.6 235/8 0.395
7/16
3/8
3/16
W21×201
×182
×166
×147
×132
×122
×111
×101c
59.3
53.6
48.8
43.2
38.8
35.9
32.6
29.8
15/16
1/2
13/16
7/16
3/4
3/8
3/4
3/8
5/16
23.0
22.7
22.5
22.1
21.8
21.7
21.5
21.4
23 0.910
223/4 0.830
221/2 0.750
22 0.720
217/8 0.650
215/8 0.600
211/2 0.550
213/8 0.500
5/8
5/8
9/16
5/16
1/2
1/4
5/16
Distance
Workable
kdet
Gage
in.
in. in.
in.
35/8 19/16 203/4 51/2
33/8 11/2
33/16 17/16
3
17/16
213/16 13/8
25/8 15/16
21/2 11/4
23/8 11/4
21/4 13/16
21/8 13/16
2
11/8
17/8 11/8
13/4 11/8
15/8 11/16
Width,
bf
12.6
12.5
12.4
12.5
12.4
12.4
12.3
12.3
125/8
121/2
123/8
121/2
121/2
123/8
123/8
121/4
Thickness,
tf
9/16
1/2
k
kdes
k1
T
51/2
1.09 11/2 11/16 203/4 31/2 g
1.01 17/16 1
203/4 31/2 g
1.63 15/8 2.13
1.48 11/2 1.98
1.36 13/8 1.86
1.15 11/8 1.65
1.04 11/16 1.54
0.960 15/16 1.46
0.875 7/8 1.38
0.800 13/16 1.30
21/2 15/16
23/8 11/4
21/4 13/16
2
13/16
115/16 11/8
113/16 11/8
13/4 11/8
111/16 11/16
18
51/2
Shape is slender for compression with Fy = 50 ksi.
The actual size, combination and orientation of fastener components should be compared with the geometry of the cross section
to ensure compatibility.
h
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
v
Shape does not meet the h /tw limit for shear in AISC Specification Section G2.1(a) with Fy = 50 ksi.
c
g
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01A:14th Ed_
1/20/11
7:26 AM
Page 19
DIMENSIONS AND PROPERTIES
1–19
Table 1-1 (continued)
W-Shapes
Properties
W24-W21
Nominal
Wt.
Compact
Section
Criteria
Axis X-X
Axis Y-Y
rts
S
in.3
170
152
137
124
110
99.4
88.8
81.8
74.3
68.4
60.5
53.0
46.5
40.7
r
Z
in.
in.3
3.27 267
3.23 238
3.20 214
3.17 193
3.14 171
3.11 154
3.08 137
3.07 126
3.04 115
3.05 105
3.01 93.2
2.97 81.5
2.94 71.4
2.91 62.4
in. in.
3.92 25.3
3.86 25.0
3.81 24.8
3.76 24.6
3.71 24.4
3.67 24.3
3.62 24.1
3.60 24.0
3.57 23.9
3.57 23.8
3.53 23.6
3.49 23.5
3.46 23.5
3.42 23.4
in.4
201
152
117
90.5
66.6
51.3
38.3
30.8
23.9
18.5
13.4
9.50
6.72
4.72
in.6
186000
161000
142000
125000
108000
96100
84100
76300
68400
62600
54600
47100
40800
35200
2.51 14.2
2.73 15.6
2.94 17.1
3.18 18.6
3.49 20.7
3.79 22.5
4.14 24.8
4.43 26.6
4.81 28.7
5.31 30.6
5.92 33.2
6.70 35.6
7.53 39.2
8.50 43.1
103
94
84
76
68
4.59 39.2
5.18 41.9
5.86 45.9
6.61 49.0
7.66 52.0
3000
2700
2370
2100
1830
245
222
196
176
154
10.0 280
9.87 254
9.79 224
9.69 200
9.55 177
119
109
94.4
82.5
70.4
26.5
24.0
20.9
18.4
15.7
1.99
1.98
1.95
1.92
1.87
41.5
37.5
32.6
28.6
24.5
2.40 23.5
2.40 23.4
2.37 23.3
2.33 23.2
2.30 23.1
7.07
5.26
3.70
2.68
1.87
16600
15000
12800
11100
9430
62 5.97 50.1
55 6.94 54.6
1550
1350
131
114
9.23 153
9.11 134
34.5
29.1
9.80 1.38
8.30 1.34
15.7
13.3
1.75 23.1
1.72 23.1
1.71
1.18
4620
3870
201
182
166
147
132
122
111
101
5310
4730
4280
3630
3220
2960
2670
2420
461
417
380
329
295
273
249
227
9.47 530
9.40 476
9.36 432
9.17 373
9.12 333
9.09 307
9.05 279
9.02 253
542
483
435
376
333
305
274
248
86.1
77.2
70.0
60.1
53.5
49.2
44.5
40.3
3.02 133
3.00 119
2.99 108
2.95 92.6
2.93 82.3
2.92 75.6
2.90 68.2
2.89 61.7
3.55 21.4
3.51 21.2
3.48 21.1
3.46 21.0
3.43 20.8
3.40 20.7
3.37 20.6
3.35 20.6
40.9
30.7
23.6
15.4
11.3
8.98
6.83
5.21
62000
54400
48500
41100
36000
32700
29200
26200
3.86 20.6
4.22 22.6
4.57 25.0
5.44 26.1
6.01 28.9
6.45 31.3
7.05 34.1
7.68 37.5
I
in.4
1160
1030
919
823
724
651
578
530
479
443
391
340
297
259
Cw
370
335
306
279
250
229
207
192
176
162
146
131
117
104
h
ᎏ
tw
r
Z
in.
in.3
11.1 1130
11.0 1020
10.9 922
10.8 835
10.7 744
10.7 675
10.6 606
10.5 559
10.5 511
10.4 468
10.3 418
10.2 370
10.1 327
10.1 289
J
I
in.4
13400
11900
10700
9600
8490
7650
6820
6260
5680
5170
4580
4020
3540
3100
b
ᎏf
lb/ft 2tf
S
in.3
957
864
789
718
644
588
531
491
450
414
371
329
291
258
ho
Torsional
Properties
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01A:14th Ed_
1/20/11
7:26 AM
Page 20
1–20
DIMENSIONS AND PROPERTIES
Table 1-1 (continued)
W-Shapes
Dimensions
Web
Flange
Shape
Area,
A
W21×93
×83 c
×73 c
×68 c
×62 c
×55 c
×48 c,f
in.2
27.3
24.4
21.5
20.0
18.3
16.2
14.1
W21×57 c
×50 c
×44 c
16.7 21.1 21 0.405
14.7 20.8 207/8 0.380
13.0 20.7 205/8 0.350
W18×311 h
×283 h
×258 h
×234 h
×211
×192
×175
×158
×143
×130
×119
×106
×97
×86
×76 c
91.6
83.3
76.0
68.6
62.3
56.2
51.4
46.3
42.0
38.3
35.1
31.1
28.5
25.3
22.3
22.3
21.9
21.5
21.1
20.7
20.4
20.0
19.7
19.5
19.3
19.0
18.7
18.6
18.4
18.2
223/8 1.52 11/2
217/8 1.40 13/8
211/2 1.28 11/4
21 1.16 13/16
205/8 1.06 11/16
203/8 0.960 15/16
20 0.890 7/8
193/4 0.810 13/16
191/2 0.730 3/4
191/4 0.670 11/16
19 0.655 5/8
183/4 0.590 9/16
185/8 0.535 9/16
183/8 0.480 1/2
181/4 0.425 7/16
W18×71
×65
×60 c
×55 c
×50 c
20.9
19.1
17.6
16.2
14.7
18.5
18.4
18.2
18.1
18.0
181/2 0.495
183/8 0.450
181/4 0.415
181/8 0.390
18 0.355
1/2
1/4
7/16
1/4
7/16
1/4
3/8
3/16
3/8
3/16
W18×46 c
×40 c
×35 c
13.5 18.1 18 0.360
11.8 17.9 177/8 0.315
10.3 17.7 173/4 0.300
3/8
3/16
5/16
3/16
5/16
3/16
Depth,
d
Distance
k
Thickness,
tw
tw
ᎏ
2
Width,
bf
Thickness,
tf
in.
in.
21.6 215/8 0.580 9/16
21.4 213/8 0.515 1/2
21.2 211/4 0.455 7/16
21.1 211/8 0.430 7/16
21.0 21 0.400 3/8
20.8 203/4 0.375 3/8
20.6 205/8 0.350 3/8
in.
5/16
1/4
1/4
1/4
3/16
3/16
3/16
in.
8.42 83/8
8.36 83/8
8.30 81/4
8.27 81/4
8.24 81/4
8.22 81/4
8.14 81/8
in.
in.
in.
0.930 15/16 1.43 15/8
0.835 13/16 1.34 11/2
0.740 3/4 1.24 17/16
0.685 11/16 1.19 13/8
0.615 5/8 1.12 15/16
0.522 1/2 1.02 13/16
0.430 7/16 0.930 11/8
3/8
3/16
3/8
3/16
3/8
3/16
6.56 61/2
6.53 61/2
6.50 61/2
0.650
0.535
0.450
3/4
12.0
2.74 23/4 3.24
2.50 21/2 3.00
2.30 25/16 2.70
2.11 21/8 2.51
1.91 115/16 2.31
1.75 13/4 2.15
1.59 19/16 1.99
1.44 17/16 1.84
1.32 15/16 1.72
1.20 13/16 1.60
1.06 11/16 1.46
0.940 15/16 1.34
0.870 7/8 1.27
0.770 3/4 1.17
0.680 11/16 1.08
11/16 11.9
5/8
5/8
9/16
1/2
7/16
7/16
3/8
3/8
5/16
5/16
5/16
1/4
1/4
11.8
11.7
11.6
11.5
11.4
11.3
11.2
11.2
11.3
11.2
11.1
11.1
11.0
12
117/8
113/4
115/8
111/2
111/2
113/8
111/4
111/4
111/8
111/4
111/4
111/8
111/8
11
5/8
9/16
7/16
kdes
kdet
1.15 15/16
1.04 11/4
0.950 11/8
Workable
Gage
in. in.
in.
15/16 183/8
51/2
7/8
7/8
7/8
13/16
13/16
13/16
k1
13/16 183/8
13/16
37/16 13/8 151/2
33/16 15/16
3
11/4
23/4 13/16
29/16 13/16
27/16 11/8
27/16 11/4 151/8
23/8 11/4
23/16 13/16
21/16 13/16
115/16 13/16
113/16 11/8
13/4 11/8
15/8 11/16
19/16 11/16
51/2
31/2g
0.810
0.750
0.695
0.630
0.570
13/16
1.21 11/2
1.15 17/16
11/16 1.10 13/8
5/8
1.03 15/16
9/16 0.972 11/4
7/8
3/4
7/8
6.06 6
6.02 6
6.00 6
0.605
0.525
0.425
5/8
13/16
7/16
31/2
13/16
7.64 75/8
7.59 75/8
7.56 71/2
7.53 71/2
7.50 71/2
1/2
T
1.01 11/4
0.927 13/16
0.827 11/8
151/2
13/16
13/16
13/16
151/2 31/2 g
13/16
3/4
Shape is slender for compression with Fy = 50 ksi.
Shape exceeds compact limit for flexure with Fy = 50 ksi.
The actual size, combination and orientation of fastener components should be compared with the geometry of the cross section
to ensure compatibility.
h
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
c
f
g
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01A:14th Ed_
1/20/11
7:26 AM
Page 21
DIMENSIONS AND PROPERTIES
1–21
Table 1-1 (continued)
W-Shapes
Properties
W21-W18
Nominal
Wt.
Compact
Section
Criteria
Axis X-X
Axis Y-Y
rts
J
Cw
in. in.
2.24 20.7
2.21 20.6
2.19 20.5
2.17 20.4
2.15 20.4
2.11 20.3
2.05 20.2
in.4
6.03
4.34
3.02
2.45
1.83
1.24
0.803
in.6
9940
8630
7410
6760
5960
4980
3950
14.8
12.2
10.2
1.68 20.5
1.64 20.3
1.60 20.3
1.77
1.14
0.770
3190
2570
2110
132
118
107
95.8
85.3
76.8
68.8
61.4
55.5
49.9
44.9
39.4
36.1
31.6
27.6
2.95 207
2.91 185
2.88 166
2.85 149
2.82 132
2.79 119
2.76 106
2.74 94.8
2.72 85.4
2.70 76.7
2.69 69.1
2.66 60.5
2.65 55.3
2.63 48.4
2.61 42.2
3.53 19.6
3.47 19.4
3.42 19.2
3.37 19.0
3.32 18.8
3.28 18.7
3.24 18.4
3.20 18.3
3.17 18.2
3.13 18.1
3.13 17.9
3.10 17.8
3.08 17.7
3.05 17.6
3.02 17.5
176
134
103
78.7
58.6
44.7
33.8
25.2
19.2
14.5
10.6
7.48
5.86
4.10
2.83
76200
65900
57600
50100
43400
38000
33300
29000
25700
22700
20300
17400
15800
13600
11700
60.3
54.8
50.1
44.9
40.1
15.8
14.4
13.3
11.9
10.7
1.70
1.69
1.68
1.67
1.65
2.05 17.7
2.03 17.7
2.02 17.5
2.00 17.5
1.98 17.4
3.49
2.73
2.17
1.66
1.24
4700
4240
3850
3430
3040
22.5
19.1
15.3
7.43 1.29
6.35 1.27
5.12 1.22
11.7 1.58 17.5
10.0 1.56 17.4
8.06 1.51 17.3
1.22
0.810
0.506
1720
1440
1140
4.53 32.3
5.00 36.4
5.60 41.2
6.04 43.6
6.70 46.9
7.87 50.0
9.47 53.6
I
in.4
2070
1830
1600
1480
1330
1140
959
S
in.3
192
171
151
140
127
110
93.0
r
Z
in.
in.3
8.70 221
8.67 196
8.64 172
8.60 160
8.54 144
8.40 126
8.24 107
I
in.4
92.9
81.4
70.6
64.7
57.5
48.4
38.7
S
r
in.3 in.
22.1 1.84
19.5 1.83
17.0 1.81
15.7 1.80
14.0 1.77
11.8 1.73
9.52 1.66
Z
in.3
34.7
30.5
26.6
24.4
21.7
18.4
14.9
57 5.04 46.3
50 6.10 49.4
44 7.22 53.6
1170
984
843
111
94.5
81.6
8.36 129
8.18 110
8.06 95.4
30.6
24.9
20.7
9.35 1.35
7.64 1.30
6.37 1.26
311
283
258
234
211
192
175
158
143
130
119
106
97
86
76
2.19 10.4
2.38 11.3
2.56 12.5
2.76 13.8
3.02 15.1
3.27 16.7
3.58 18.0
3.92 19.8
4.25 22.0
4.65 23.9
5.31 24.5
5.96 27.2
6.41 30.0
7.20 33.4
8.11 37.8
6970
6170
5510
4900
4330
3870
3450
3060
2750
2460
2190
1910
1750
1530
1330
624
565
514
466
419
380
344
310
282
256
231
204
188
166
146
8.72 754
8.61 676
8.53 611
8.44 549
8.35 490
8.28 442
8.20 398
8.12 356
8.09 322
8.03 290
7.90 262
7.84 230
7.82 211
7.77 186
7.73 163
795
704
628
558
493
440
391
347
311
278
253
220
201
175
152
71
65
60
55
50
4.71 32.4
5.06 35.7
5.44 38.7
5.98 41.1
6.57 45.2
1170
1070
984
890
800
127
117
108
98.3
88.9
7.50 146
7.49 133
7.47 123
7.41 112
7.38 101
46 5.01 44.6
40 5.73 50.9
35 7.06 53.5
712
612
510
78.8
68.4
57.6
7.25
7.21
7.04
b
ᎏf
lb/ft 2tf
93
83
73
68
62
55
48
h
ᎏ
tw
90.7
78.4
66.5
ho
Torsional
Properties
24.7
22.5
20.6
18.5
16.6
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01A:14th Ed_
1/20/11
7:26 AM
Page 22
1–22
DIMENSIONS AND PROPERTIES
Table 1-1 (continued)
W-Shapes
Dimensions
Web
Flange
Distance
Shape
Area,
A
kdes
kdet
W16×100
×89
×77
×67 c
in.2
29.4
26.2
22.6
19.6
in.
in.
17.0 17 0.585 9/16
16.8 163/4 0.525 1/2
16.5 161/2 0.455 7/16
16.3 163/8 0.395 3/8
in.
5/16
1/4
1/4
3/16
in.
10.4 103/8
10.4 103/8
10.3 101/4
10.2 101/4
in.
in.
0.985 1
1.39
0.875 7/8 1.28
0.760 3/4 1.16
0.665 11/16 1.07
in.
17/8
13/4
15/8
19/16
in.
11/8
11/16
11/16
1
W16×57
×50 c
×45 c
×40 c
×36 c
16.8
14.7
13.3
11.8
10.6
16.4
16.3
16.1
16.0
15.9
163/8 0.430
161/4 0.380
161/8 0.345
16 0.305
157/8 0.295
7/16
1/4
3/8
3/16
5/16
3/16
5/16
3/16
0.715
0.630
0.565
0.505
0.430
1.12 13/8
1.03 15/16
0.967 11/4
0.907 13/16
0.832 11/8
7/8
3/16
7.12 71/8
7.07 71/8
7.04 7
7.00 7
6.99 7
11/16
3/8
W16×31c
×26 c,v
9.13 15.9 157/8 0.275
7.68 15.7 153/4 0.250
1/4
1/8
1/8
5.53 51/2
5.50 51/2
0.440
0.345
7/16
1/4
W14×730 h 215
×665 h 196
×605 h 178
×550 h 162
×500 h 147
×455 h 134
×426 h 125
×398 h 117
×370 h 109
×342 h 101
×311 h 91.4
×283 h 83.3
×257
75.6
×233
68.5
×211
62.0
×193
56.8
×176
51.8
×159
46.7
×145
42.7
Depth,
d
22.4
21.6
20.9
20.2
19.6
19.0
18.7
18.3
17.9
17.5
17.1
16.7
16.4
16.0
15.7
15.5
15.2
15.0
14.8
Thickness,
tw
tw
ᎏ
2
Width,
bf
223/8 3.07 31/16 19/16 17.9
215/8 2.83 213/16 17/16 17.7
207/8 2.60 25/8 15/16 17.4
201/4 2.38 23/8 13/16 17.2
195/8 2.19 23/16 11/8 17.0
19 2.02 2
1
16.8
15/16 16.7
185/8 1.88 17/8
7/8
181/4 1.77 13/4
16.6
177/8 1.66 111/16 13/16 16.5
171/2 1.54 19/16 13/16 16.4
171/8 1.41 17/16 3/4 16.2
163/4 1.29 15/16 11/16 16.1
163/8 1.18 13/16 5/8 16.0
16 1.07 11/16 9/16 15.9
1/2
153/4 0.980 1
15.8
7/16 15.7
151/2 0.890 7/8
151/4 0.830 13/16 7/16 15.7
3/8
15 0.745 3/4
15.6
143/4 0.680 11/16 3/8 15.5
177/8
175/8
173/8
171/4
17
167/8
163/4
165/8
161/2
163/8
161/4
161/8
16
157/8
153/4
153/4
155/8
155/8
151/2
Thickness,
tf
4.91
4.52
4.16
3.82
3.50
3.21
3.04
2.85
2.66
2.47
2.26
2.07
1.89
1.72
1.56
1.44
1.31
1.19
1.09
5/8
9/16
1/2
7/16
3/8
k
0.842 11/8
0.747 11/16
415/16 5.51
41/2 5.12
43/16 4.76
313/16 4.42
31/2 4.10
33/16 3.81
31/16 3.63
27/8 3.44
211/16 3.26
21/2 3.07
21/4 2.86
21/16 2.67
17/8 2.49
13/4 2.32
19/16 2.16
17/16 2.04
15/16 1.91
13/16 1.79
11/16 1.69
k1
Workable
Gage
in.
in.
131/4 51/2
T
135/8 31/2 g
13/16
13/16
13/16
3/4
3/4
3/4
135/8
135/8
31/2
31/2
63/16 23/4
10 3-71/2-3g
13
5
5 /16 2 /8
3-71/2-3g
57/16 21/2
3-71/2-3
51/8 23/8
413/16 25/16
41/2 21/4
45/16 21/8
41/8 21/8
315/16 21/16
33/4 2
39/16 115/16
33/8 17/8
33/16 113/16
3
13/4
27/8 111/16
23/4 111/16
25/8 15/8
21/2 19/16
23/8 19/16
Shape is slender for compression with Fy = 50 ksi.
The actual size, combination and orientation of fastener components should be compared with the geometry of the cross section
to ensure compatibility.
h
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
v
Shape does not meet the h /tw limit for shear in AISC Specification Section G2.1(a) with Fy = 50 ksi.
c
g
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01A:14th Ed_
1/20/11
7:26 AM
Page 23
DIMENSIONS AND PROPERTIES
1–23
Table 1-1 (continued)
W-Shapes
Properties
W16-W14
Nominal
Wt.
Compact
Section
Criteria
Axis X-X
Axis Y-Y
rts
S
in.3
35.7
31.4
26.9
23.2
r
in.
2.51
2.49
2.47
2.46
Z
in.3
54.9
48.1
41.1
35.5
in. in.
2.92 16.0
2.88 15.9
2.85 15.7
2.82 15.6
in.4
7.73
5.45
3.57
2.39
in.6
11900
10200
8590
7300
5.29 24.3
5.92 27.0
6.77 31.2
7.70 35.9
57
50
45
40
36
4.98 33.0
5.61 37.4
6.23 41.1
6.93 46.5
8.12 48.1
758
659
586
518
448
92.2
81.0
72.7
64.7
56.5
6.72 105
6.68 92.0
6.65 82.3
6.63 73.0
6.51 64.0
43.1
37.2
32.8
28.9
24.5
12.1 1.60
10.5 1.59
9.34 1.57
8.25 1.57
7.00 1.52
18.9
16.3
14.5
12.7
10.8
1.92 15.7
1.89 15.7
1.87 15.5
1.86 15.5
1.83 15.5
2.22
1.52
1.11
0.794
0.545
2660
2270
1990
1730
1460
31 6.28 51.6
26 7.97 56.8
375
301
47.2
38.4
6.41
6.26
12.4
9.59
4.49 1.17
3.49 1.12
7.03 1.42 15.5
5.48 1.38 15.4
0.461
0.262
739
565
730
665
605
550
500
455
426
398
370
342
311
283
257
233
211
193
176
159
145
I
in.4
186
163
138
119
Cw
100
89
77
67
h
ᎏ
tw
r
Z
in.
in.3
7.10 198
7.05 175
7.00 150
6.96 130
J
I
in.4
1490
1300
1110
954
b
ᎏf
lb/ft 2tf
S
in.3
175
155
134
117
ho
Torsional
Properties
1.82 3.71 14300 1280
1.95 4.03 12400 1150
2.09 4.39 10800 1040
2.25 4.79 9430 931
2.43 5.21 8210 838
2.62 5.66 7190 756
2.75 6.08 6600 706
2.92 6.44 6000 656
3.10 6.89 5440 607
3.31 7.41 4900 558
3.59 8.09 4330 506
3.89 8.84 3840 459
4.23 9.71 3400 415
4.62 10.7 3010 375
5.06 11.6 2660 338
5.45 12.8 2400 310
5.97 13.7 2140 281
6.54 15.3 1900 254
7.11 16.8 1710 232
54.0
44.2
8.17 1660
7.98 1480
7.80 1320
7.63 1180
7.48 1050
7.33 936
7.26 869
7.16 801
7.07 736
6.98 672
6.88 603
6.79 542
6.71 487
6.63 436
6.55 390
6.50 355
6.43 320
6.38 287
6.33 260
4720
4170
3680
3250
2880
2560
2360
2170
1990
1810
1610
1440
1290
1150
1030
931
838
748
677
527
472
423
378
339
304
283
262
241
221
199
179
161
145
130
119
107
96.2
87.3
4.69 816
4.62 730
4.55 652
4.49 583
4.43 522
4.38 468
4.34 434
4.31 402
4.27 370
4.24 338
4.20 304
4.17 274
4.13 246
4.10 221
4.07 198
4.05 180
4.02 163
4.00 146
3.98 133
5.68 17.5 1450
5.57 17.1 1120
5.44 16.7 869
5.35 16.4 669
5.26 16.1 514
5.17 15.8 395
5.11 15.7 331
5.05 15.5 273
5.00 15.2 222
4.95 15.0 178
4.87 14.8 136
4.80 14.6 104
4.75 14.5
79.1
4.69 14.3
59.5
4.64 14.1
44.6
4.59 14.1
34.8
4.55 13.9
26.5
4.51 13.8
19.7
4.47 13.7
15.2
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
362000
305000
258000
219000
187000
160000
144000
129000
116000
103000
89100
77700
67800
59000
51500
45900
40500
35600
31700
AISC_PART 01A:14th Ed_
1/20/11
7:27 AM
Page 24
1–24
DIMENSIONS AND PROPERTIES
Table 1-1 (continued)
W-Shapes
Dimensions
Web
Flange
Distance
Shape
Area,
A
kdes
kdet
W14×132
×120
×109
×99 f
×90 f
in.2
38.8
35.3
32.0
29.1
26.5
in.
in.
14.7 145/8 0.645 5/8
14.5 141/2 0.590 9/16
14.3 143/8 0.525 1/2
14.2 141/8 0.485 1/2
14.0 14 0.440 7/16
in.
5/16
5/16
1/4
1/4
1/4
in.
in.
in.
14.7 143/4 1.03 1
1.63
14.7 145/8 0.940 15/16 1.54
14.6 145/8 0.860 7/8 1.46
14.6 145/8 0.780 3/4 1.38
14.5 141/2 0.710 11/16 1.31
in.
25/16
21/4
23/16
21/16
2
W14×82
×74
×68
×61
24.0
21.8
20.0
17.9
14.3
14.2
14.0
13.9
141/4 0.510
141/8 0.450
14 0.415
137/8 0.375
1/2
1/4
7/16
1/4
7/16
3/8
1/4
3/16
10.1
10.1
10.0
10.0
137/8 0.370
3/16
5/16
3/16
Depth,
d
Thickness,
tw
tw
ᎏ
2
Width,
bf
101/8
101/8
10
10
0.855
0.785
0.720
0.645
7/8
8.06 8
8.03 8
8.00 8
0.660
0.595
0.530
11/16
6.77 63/4
6.75 63/4
6.73 63/4
0.515
0.455
0.385
1/2
0.420
0.335
7/16
W14×53
×48
×43 c
15.6 13.9
14.1 13.8 133/4 0.340
12.6 13.7 135/8 0.305
3/8
5/16
3/16
W14×38 c
×34 c
×30 c
11.2 14.1 141/8 0.310
10.0 14.0 14 0.285
8.85 13.8 137/8 0.270
5/16
3/16
5/16
3/16
1/4
1/8
W14×26 c
×22 c
7.69 13.9 137/8 0.255
6.49 13.7 133/4 0.230
1/4
1/8
1/4
1/8
5.03 5
5.00 5
W12×336 h
×305 h
×279 h
×252 h
×230 h
×210
×190
×170
×152
×136
×120
×106
×96
×87
×79
×72
×65 f
98.9
89.5
81.9
74.1
67.7
61.8
56.0
50.0
44.7
39.9
35.2
31.2
28.2
25.6
23.2
21.1
19.1
7/8
13.4
16.8
16.3
15.9
15.4
15.1
14.7
14.4
14.0
13.7
13.4
13.1
12.9
12.7
12.5
12.4
12.3
12.1
167/8 1.78 13/4
163/8 1.63 15/8
157/8 1.53 11/2
153/8 1.40 13/8
15 1.29 15/16
143/4 1.18 13/16
143/8 1.06 11/16
14 0.960 15/16
133/4 0.870 7/8
133/8 0.790 13/16
131/8 0.710 11/16
127/8 0.610 5/8
123/4 0.550 9/16
121/2 0.515 1/2
123/8 0.470 1/2
121/4 0.430 7/16
121/8 0.390 3/8
13/16 13.2
3/4
13.1
11/16 13.0
11/16 12.9
5/8
9/16
1/2
7/16
7/16
3/8
5/16
5/16
1/4
1/4
1/4
3/16
Thickness,
tf
12.8
12.7
12.6
12.5
12.4
12.3
12.2
12.2
12.1
12.1
12.0
12.0
13/16
3/4
5/8
5/8
1/2
7/16
3/8
5/16
k
1.45
1.38
1.31
1.24
k1
T
in.
19/16
11/2
11/2
17/16
17/16
in.
10
111/16 11/16 107/8
15/8 11/16
19/16 11/16
11/2 1
1.25 11/2 1
1.19 17/16 1
1.12 13/8 1
Workable
Gage
in.
51/2
51/2
107/8
51/2
0.915 11/4
0.855 13/16
0.785 11/8
13/16 115/8
31/2 g
31/2
31/2
0.820 11/8
0.735 11/16
3/4
133/8 2.96 215/16 3.55
131/4 2.71 211/16 3.30
131/8 2.47 21/2 3.07
13
2.25 21/4 2.85
127/8 2.07 21/16 2.67
123/4 1.90 17/8 2.50
125/8 1.74 13/4 2.33
125/8 1.56 19/16 2.16
121/2 1.40 13/8 2.00
123/8 1.25 11/4 1.85
123/8 1.11 11/8 1.70
121/4 0.990 1
1.59
121/8 0.900 7/8 1.50
121/8 0.810 13/16 1.41
121/8 0.735 3/4 1.33
12
0.670 11/16 1.27
12
0.605 5/8 1.20
3/4
3/4
3/4
115/8 23/4 g
115/8 23/4 g
37/8 111/16 91/8
35/8 15/8
33/8 15/8
31/8 11/2
215/16 11/2
213/16 17/16
25/8 13/8
27/16 15/16
25/16 11/4
21/8 11/4
2
13/16
17/8 11/8
113/16 11/8
111/16 11/16
15/8 11/16
19/16 11/16
11/2 1
51/2
Shape is slender for compression with Fy = 50 ksi.
Shape exceeds compact limit for flexure with Fy = 50 ksi.
The actual size, combination and orientation of fastener components should be compared with the geometry of the cross section
to ensure compatibility.
h
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
c
f
g
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01A:14th Ed_
1/20/11
7:27 AM
Page 25
DIMENSIONS AND PROPERTIES
1–25
Table 1-1 (continued)
W-Shapes
Properties
W14-W12
Nominal
Wt.
Compact
Section
Criteria
Axis X-X
Axis Y-Y
rts
J
Cw
in. in.
4.23 13.7
4.20 13.6
4.17 13.4
4.14 13.4
4.10 13.3
in.4
12.3
9.37
7.12
5.37
4.06
in.6
25500
22700
20200
18000
16000
44.8
40.5
36.9
32.8
2.85 13.4
2.83 13.4
2.80 13.3
2.78 13.3
5.07
3.87
3.01
2.19
6710
5990
5380
4710
14.3 1.92
12.8 1.91
11.3 1.89
22.0
19.6
17.3
2.22 13.2
2.20 13.2
2.18 13.2
1.94
1.45
1.05
2540
2240
1950
26.7
23.3
19.6
7.88 1.55
6.91 1.53
5.82 1.49
12.1 1.82 13.6
10.6 1.80 13.5
8.99 1.77 13.4
0.798
0.569
0.380
1230
1070
887
8.91
7.00
3.55 1.08
2.80 1.04
5.54 1.30 13.5
4.39 1.27 13.4
0.358
0.208
405
314
243
185
143
108
83.8
64.7
48.8
35.6
25.8
18.5
12.9
9.13
6.85
5.10
3.84
2.93
2.18
57000
48600
42000
35800
31200
27200
23600
20100
17200
14700
12400
10700
9410
8270
7330
6540
5780
132 7.15 17.7
120 7.80 19.3
109 8.49 21.7
99 9.34 23.5
90 10.2 25.9
I
in.4
1530
1380
1240
1110
999
S
in.3
209
190
173
157
143
r
Z
in.
in.3
6.28 234
6.24 212
6.22 192
6.17 173
6.14 157
I
in.4
548
495
447
402
362
S
in.3
74.5
67.5
61.2
55.2
49.9
r
Z
in.
in.3
3.76 113
3.74 102
3.73 92.7
3.71 83.6
3.70 75.6
82
74
68
61
5.92 22.4
6.41 25.4
6.97 27.5
7.75 30.4
881
795
722
640
123
112
103
92.1
6.05 139
6.04 126
6.01 115
5.98 102
148
134
121
107
29.3
26.6
24.2
21.5
2.48
2.48
2.46
2.45
53 6.11 30.9
48 6.75 33.6
43 7.54 37.4
541
484
428
77.8
70.2
62.6
5.89
5.85
5.82
87.1
78.4
69.6
57.7
51.4
45.2
38 6.57 39.6
34 7.41 43.1
30 8.74 45.4
385
340
291
54.6
48.6
42.0
5.87
5.83
5.73
61.5
54.6
47.3
26 5.98 48.1
22 7.46 53.3
245
199
35.3
29.0
5.65
5.54
40.2
33.2
336
305
279
252
230
210
190
170
152
136
120
106
96
87
79
72
65
4060
3550
3110
2720
2420
2140
1890
1650
1430
1240
1070
933
833
740
662
597
533
483
435
393
353
321
292
263
235
209
186
163
145
131
118
107
97.4
87.9
6.41 603 1190
6.29 537 1050
6.16 481
937
6.06 428
828
5.97 386
742
5.89 348
664
5.82 311
589
5.74 275
517
5.66 243
454
5.58 214
398
5.51 186
345
5.47 164
301
5.44 147
270
5.38 132
241
5.34 119
216
5.31 108
195
5.28 96.8 174
b
ᎏf
lb/ft 2tf
h
ᎏ
tw
2.26 5.47
2.45 5.98
2.66 6.35
2.89 6.96
3.11 7.56
3.37 8.23
3.65 9.16
4.03 10.1
4.46 11.2
4.96 12.3
5.57 13.7
6.17 15.9
6.76 17.7
7.48 18.9
8.22 20.7
8.99 22.6
9.92 24.9
ho
Torsional
Properties
177
159
143
127
115
104
93.0
82.3
72.8
64.2
56.0
49.3
44.4
39.7
35.8
32.4
29.1
3.47 274
3.42 244
3.38 220
3.34 196
3.31 177
3.28 159
3.25 143
3.22 126
3.19 111
3.16 98.0
3.13 85.4
3.11 75.1
3.09 67.5
3.07 60.4
3.05 54.3
3.04 49.2
3.02 44.1
4.13 13.8
4.05 13.6
4.00 13.4
3.93 13.2
3.87 13.0
3.81 12.8
3.77 12.7
3.70 12.4
3.66 12.3
3.61 12.2
3.56 12.0
3.52 11.9
3.49 11.8
3.46 11.7
3.43 11.7
3.41 11.6
3.38 11.5
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01A:14th Ed_
1/20/11
7:27 AM
Page 26
1–26
DIMENSIONS AND PROPERTIES
Table 1-1 (continued)
W-Shapes
Dimensions
Web
Shape
Area,
A
Depth,
d
Thickness,
tw
Flange
tw
ᎏ
2
Width,
bf
W12×58
×53
in.
in.
in.2
17.0 12.2 121/4 0.360 3/8
15.6 12.1 12 0.345 3/8
in.
in.
3/16 10.0 10
3/16 10.0 10
W12×50
×45
×40
14.6 12.2 121/4 0.370
13.1 12.1 12 0.335
11.7 11.9 12 0.295
3/8
3/16
5/16
3/16
5/16
3/16
8.08 81/8
8.05 8
8.01 8
121/2 0.300
3/16
61/2
1/4
1/8
c
W12×35
×30 c
×26 c
10.3 12.5
8.79 12.3 123/8 0.260
7.65 12.2 121/4 0.230
5/16
1/4
1/8
W12×22 c
×19 c
×16 c
×14c,v
6.48 12.3
5.57 12.2
4.71 12.0
4.16 11.9
121/4 0.260
121/8 0.235
12 0.220
117/8 0.200
1/4
1/8
1/4
1/8
1/4
3/16
1/8
1/8
W10×112
×100
×88
×77
×68
×60
×54
×49
32.9
29.3
26.0
22.7
19.9
17.7
15.8
14.4
113/8 0.755
3/4
3/8
111/8 0.680
107/8 0.605
105/8 0.530
103/8 0.470
101/4 0.420
101/8 0.370
10 0.340
11/16
3/8
5/8
5/16
1/2
1/4
1/2
1/4
7/16
3/8
1/4
3/16
5/16
3/16
W10×45
×39
×33
13.3 10.1 101/8 0.350
11.5 9.92 97/8 0.315
9.71 9.73 93/4 0.290
3/8
3/16
5/16
3/16
5/16
3/16
W10×30
×26
×22 c
101/2 0.300
8.84 10.5
7.61 10.3 103/8 0.260
6.49 10.2 101/8 0.240
5/16
3/16
1/4
1/8
1/4
1/8
W10×19
×17 c
×15 c
×12 c,f
5.62 10.2 101/4 0.250
4.99 10.1 101/8 0.240
4.41 9.99 10 0.230
3.54 9.87 97/8 0.190
1/4
1/8
1/4
1/8
1/4
1/8
3/16
1/8
11.4
11.1
10.8
10.6
10.4
10.2
10.1
10.0
Distance
Thickness,
tf
k
kdes
kdet
in.
in.
in.
0.640 5/8 1.24 11/2
0.575 9/16 1.18 13/8
0.640
0.575
0.515
5/8
1/2
1.14 11/2
1.08 13/8
1.02 13/8
6.56
6.52 61/2
6.49 61/2
0.520
0.440
0.380
1/2
0.820 13/16
7/16
0.740 11/8
0.680 11/16
4.03 4
4.01 4
3.99 4
3.97 4
0.425
0.350
0.265
0.225
7/16
9/16
3/8
k1
T
in.
15/16
in.
91/4
91/4
Workable
Gage
in.
51/2
51/2
15/16
91/4
51/2
3/4
3/4
101/8
31/2
15/16
15/16
7/8
3/4
0.725
0.650
0.565
0.525
15/16
5/8
7/8
9/16
13/16
9/16
3/4
9/16
11/4
1.25
1.75
103/8 1.12 11/8 1.62
101/4 0.990 1
1.49
101/4 0.870 7/8 1.37
101/8 0.770 3/4 1.27
101/8 0.680 11/16 1.18
10
0.615 5/8 1.12
10
0.560 9/16 1.06
115/16
0.620
0.530
0.435
5/8
7/16
1.12 15/16
1.03 13/16
0.935 11/8
3/4
5.81
5.77 53/4
5.75 53/4
0.510
0.440
0.360
1/2
0.810 11/8
11/16
7/16
0.740 11/16
0.660 15/16
11/16
4.02 4
4.01 4
4.00 4
3.96 4
0.395
0.330
0.270
0.210
3/8
10.4
10.3
10.3
10.2
10.1
10.1
10.0
10.0
103/8
8.02 8
7.99 8
7.96 8
53/4
3/8
1/4
1/4
1/2
3/8
5/16
1/4
3/16
0.695
0.630
0.570
0.510
103/8 21/4 g
1
71/2
113/16 1
111/16 15/16
19/16 7/8
17/16 7/8
13/16
13/8
15/16 13/16
13/16
11/4
13/16
51/2
71/2
51/2
81/4
23/4 g
83/8
21/4 g
13/16
5/8
15/16
5/8
7/8
9/16
13/16
9/16
3/4
9/16
Shape is slender for compression with Fy = 50 ksi.
Shape exceeds compact limit for flexure with Fy = 50 ksi.
The actual size, combination and orientation of fastener components should be compared with the geometry of the cross section
to ensure compatibility.
v
Shape does not meet the h /tw limit for shear in AISC Specification Section G2.1(a) with Fy = 50 ksi.
c
f
g
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01A_14th Ed._Nov. 19, 2012 14-11-10 9:42 AM Page 27
(Black plate)
1–27
DIMENSIONS AND PROPERTIES
Table 1-1 (continued)
W-Shapes
Properties
W12-W10
Nominal
Wt.
Compact
Section
Criteria
Axis X-X
Axis Y-Y
rts
J
Cw
in.
in.
2.81 11.6
2.79 11.5
in.4
2.10
1.58
in.6
3570
3160
2.25 11.6
2.23 11.5
2.21 11.4
1.71
1.26
0.906
1880
1650
1440
7.47 1.54
6.24 1.52
5.34 1.51
11.5 1.79 12.0
9.56 1.77 11.9
8.17 1.75 11.8
0.741
0.457
0.300
879
720
607
2.31 0.848
1.88 0.822
1.41 0.773
1.19 0.753
3.66 1.04 11.9
2.98 1.02 11.9
2.26 0.983 11.7
1.90 0.961 11.7
0.293
0.180
0.103
0.0704
164
131
96.9
80.4
236
207
179
154
134
116
103
93.4
45.3
40.0
34.8
30.1
26.4
23.0
20.6
18.7
2.68
2.65
2.63
2.60
2.59
2.57
2.56
2.54
69.2
61.0
53.1
45.9
40.1
35.0
31.3
28.3
3.08 10.2 15.1
3.04 10.0 10.9
2.99 9.81 7.53
2.95 9.73 5.11
2.92 9.63 3.56
2.88 9.52 2.48
2.85 9.49 1.82
2.84 9.44 1.39
6020
5150
4330
3630
3100
2640
2320
2070
54.9
46.8
38.8
53.4
45.0
36.6
13.3 2.01
11.3 1.98
9.20 1.94
20.3
17.2
14.0
2.27
2.24
2.20
9.48
9.39
9.30
1.51
0.976
0.583
1200
992
791
4.38
4.35
4.27
36.6
31.3
26.0
16.7
14.1
11.4
5.75 1.37
4.89 1.36
3.97 1.33
8.84 1.60
7.50 1.58
6.10 1.55
9.99
9.86
9.84
0.622
0.402
0.239
414
345
275
4.14
4.05
3.95
3.90
21.6
18.7
16.0
12.6
4.29
3.56
2.89
2.18
2.14 0.874
1.78 0.845
1.45 0.810
1.10 0.785
3.35 1.06
2.80 1.04
2.30 1.01
1.74 0.983
9.81
9.77
9.72
9.66
0.233
0.156
0.104
0.0547
104
85.1
68.3
50.9
h
ᎏ
tw
lb/ft
58 7.82 27.0
53 8.69 28.1
I
in.4
475
425
S
in.3
78.0
70.6
r
in.
5.28
5.23
Z
in.3
86.4
77.9
I
in.4
107
95.8
S
r
in.3
in.
21.4 2.51
19.2 2.48
Z
in.3
32.5
29.1
50 6.31 26.8
45 7.00 29.6
40 7.77 33.6
391
348
307
64.2
57.7
51.5
5.18
5.15
5.13
71.9
64.2
57.0
56.3
50.0
44.1
13.9 1.96
12.4 1.95
11.0 1.94
21.3
19.0
16.8
35 6.31 36.2
30 7.41 41.8
26 8.54 47.2
285
238
204
45.6
38.6
33.4
5.25
5.21
5.17
51.2
43.1
37.2
24.5
20.3
17.3
22
19
16
14
4.74 41.8
5.72 46.2
7.53 49.4
8.82 54.3
156
130
103
88.6
25.4
21.3
17.1
14.9
4.91
4.82
4.67
4.62
29.3
24.7
20.1
17.4
4.66
3.76
2.82
2.36
112
100
88
77
68
60
54
49
4.17 10.4
4.62 11.6
5.18 13.0
5.86 14.8
6.58 16.7
7.41 18.7
8.15 21.2
8.93 23.1
716
623
534
455
394
341
303
272
126
112
98.5
85.9
75.7
66.7
60.0
54.6
4.66 147
4.60 130
4.54 113
4.49 97.6
4.44 85.3
4.39 74.6
4.37 66.6
4.35 60.4
45 6.47 22.5
39 7.53 25.0
33 9.15 27.1
248
209
171
49.1
42.1
35.0
4.32
4.27
4.19
30 5.70 29.5
26 6.56 34.0
22 7.99 36.9
170
144
118
32.4
27.9
23.2
19
17
15
12
96.3
81.9
68.9
53.8
18.8
16.2
13.8
10.9
b
ᎏf
2tf
5.09 35.4
6.08 36.9
7.41 38.5
9.43 46.6
ho
Torsional
Properties
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01A:14th Ed_
1/20/11
7:27 AM
Page 28
1–28
DIMENSIONS AND PROPERTIES
Table 1-1 (continued)
W-Shapes
Dimensions
Web
c
f
g
Flange
Distance
Shape
Area,
A
Depth,
d
Thickness,
tw
tw
ᎏ
2
Width,
bf
Thickness,
tf
W8×67
×58
×48
×40
×35
×31f
in.2
19.7
17.1
14.1
11.7
10.3
9.13
in.
in.
9.00 9 0.570 9/16
8.75 83/4 0.510 1/2
8.50 81/2 0.400 3/8
8.25 81/4 0.360 3/8
8.12 81/8 0.310 5/16
8.00 8 0.285 5/16
in.
5/16
1/4
3/16
3/16
3/16
3/16
in.
8.28 81/4
8.22 81/4
8.11 81/8
8.07 81/8
8.02 8
8.00 8
in.
in.
in.
0.935 15/16 1.33 15/8
0.810 13/16 1.20 11/2
0.685 11/16 1.08 13/8
0.560 9/16 0.954 11/4
0.495 1/2 0.889 13/16
0.435 7/16 0.829 11/8
W8×28
×24
8.25 8.06 8 0.285
7.08 7.93 77/8 0.245
5/16
3/16
1/8
6.54 61/2
6.50 61/2
0.465
0.400
7/16
1/4
W8×21
×18
6.16 8.28 81/4 0.250
5.26 8.14 81/8 0.230
1/4
1/8
1/8
5.27 51/4
5.25 51/4
0.400
0.330
3/8
1/4
W8×15
×13
×10 c,f
4.44 8.11 81/8 0.245
3.84 7.99 8 0.230
2.96 7.89 77/8 0.170
1/4
1/8
1/8
3/16
1/8
4.02 4
4.00 4
3.94 4
0.315
0.255
0.205
5/16
1/4
W6×25
×20
×15 f
7.34 6.38 63/8 0.320
5.87 6.20 61/4 0.260
4.43 5.99 6 0.230
5/16
3/16
1/8
1/4
1/8
6.08 61/8
6.02 6
5.99 6
0.455
0.365
0.260
7/16
1/4
W6×16
×12
×9 f
×8.5 f
4.74
3.55
2.68
2.52
61/4 0.260
6 0.230
57/8 0.170
57/8 0.170
1/4
1/8
1/8
3/16
1/8
3/16
1/8
4.03 4
4.00 4
3.94 4
3.94 4
0.405
0.280
0.215
0.195
3/8
1/4
W5×19
×16
5.56 5.15 51/8 0.270
4.71 5.01 5 0.240
1/4
1/8
1/8
5.03 5
5.00 5
0.430
0.360
7/16
1/4
W4×13
3.83 4.16 41/8 0.280
1/4
1/8
4.06 4
0.345
6.28
6.03
5.90
5.83
k
kdes
kdet
k1
T
in.
in.
53/4
Workable
Gage
in.
51/2
15/16
7/8
13/16
13/16
13/16
3/4
0.859
0.794
15/16
5/8
7/8
9/16
61/8
61/8
4
4
0.700
0.630
7/8
13/16
9/16
9/16
61/2
61/2
23/4 g
23/4 g
0.615
0.555
0.505
13/16
9/16
61/2
21/4 g
3/4
9/16
11/16
1/2
0.705
0.615
0.510
15/16
9/16
41/2
31/2
7/8
9/16
3/4
9/16
0.655
0.530
0.465
0.445
7/8
9/16
9/16
41/2
21/4 g
3/4
11/16
1/2
11/16
1/2
0.730
0.660
13/16
7/16
3/8
3/4
7/16
31/2
31/2
23/4 g
23/4 g
3/8
0.595
3/4
1/2
25/8
21/4 g
3/8
5/16
1/4
3/16
3/8
1/4
1/4
3/16
3/16
Shape is slender for compression with Fy = 50 ksi.
Shape exceeds compact limit for flexure with Fy = 50 ksi.
The actual size, combination and orientation of fastener components should be compared with the geometry of the cross section
to ensure compatibility.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01A:14th Ed_
1/20/11
7:27 AM
Page 29
DIMENSIONS AND PROPERTIES
1–29
Table 1-1 (continued)
W-Shapes
Properties
W8-W4
Nominal
Wt.
Compact
Section
Criteria
Axis X-X
Axis Y-Y
rts
Z
in.3
70.1
59.8
49.0
39.8
34.7
30.4
I
in.4
88.6
75.1
60.9
49.1
42.6
37.1
S
r
in.3
in.
21.4 2.12
18.3 2.10
15.0 2.08
12.2 2.04
10.6 2.03
9.27 2.02
Z
in.3
32.7
27.9
22.9
18.5
16.1
14.1
in.
2.43
2.39
2.35
2.31
2.28
2.26
Cw
in.
8.07
7.94
7.82
7.69
7.63
7.57
in.4
5.05
3.33
1.96
1.12
0.769
0.536
in.6
1440
1180
931
726
619
530
67
58
48
40
35
31
4.43 11.1
5.07 12.4
5.92 15.9
7.21 17.6
8.10 20.5
9.19 22.3
28
24
7.03 22.3
8.12 25.9
98.0
82.7
24.3
20.9
3.45
3.42
27.2
23.1
21.7
18.3
6.63 1.62
5.63 1.61
10.1 1.84
8.57 1.81
7.60
7.53
0.537
0.346
312
259
21
18
6.59 27.5
7.95 29.9
75.3
61.9
18.2
15.2
3.49
3.43
20.4
17.0
9.77
7.97
3.71 1.26
3.04 1.23
5.69 1.46
4.66 1.43
7.88
7.81
0.282
0.172
152
122
15
13
10
6.37 28.1
7.84 29.9
9.61 40.5
48.0
39.6
30.8
11.8 3.29
9.91 3.21
7.81 3.22
13.6
11.4
8.87
3.41
2.73
2.09
1.70 0.876
1.37 0.843
1.06 0.841
2.67 1.06
2.15 1.03
1.66 1.01
7.80
7.74
7.69
0.137
0.0871
0.0426
51.8
40.8
30.9
25
20
15
6.68 15.5
8.25 19.1
11.5 21.6
53.4
41.4
29.1
16.7 2.70
13.4 2.66
9.72 2.56
18.9
14.9
10.8
17.1
13.3
9.32
5.61 1.52
4.41 1.50
3.11 1.45
8.56 1.74
6.72 1.70
4.75 1.66
5.93
5.84
5.73
0.461
0.240
0.101
150
113
76.5
16
4.98 19.1
12
7.14 21.6
9
9.16 29.2
8.5 10.1 29.1
32.1
22.1
16.4
14.9
10.2 2.60
7.31 2.49
5.56 2.47
5.10 2.43
11.7
8.30
6.23
5.73
4.43
2.99
2.20
1.99
2.20 0.967
1.50 0.918
1.11 0.905
1.01 0.890
3.39 1.13
2.32 1.08
1.72 1.06
1.56 1.05
5.88
5.75
5.69
5.64
0.223
0.0903
0.0405
0.0333
38.2
24.7
17.7
15.8
19
16
5.85 13.7
6.94 15.4
26.3
21.4
10.2 2.17
8.55 2.13
11.6
9.63
9.13
7.51
3.63 1.28
3.00 1.26
5.53 1.45
4.58 1.43
4.72
4.65
0.316
0.192
50.9
40.6
13
5.88 10.6
11.3
5.46 1.72
6.28
3.86
1.90 1.00
2.92 1.16
3.82
0.151
14.0
h
ᎏ
tw
r
in.
3.72
3.65
3.61
3.53
3.51
3.47
J
I
in.4
272
228
184
146
127
110
b
ᎏf
lb/ft 2tf
S
in.3
60.4
52.0
43.2
35.5
31.2
27.5
ho
Torsional
Properties
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01A:14th Ed_
1/20/11
7:27 AM
Page 30
1–30
DIMENSIONS AND PROPERTIES
Table 1-2
M-Shapes
Dimensions
Web
Shape
Area,
A
Depth,
d
Flange
Thickness, tw
ᎏ
2
tw
in.
in.
in.2
M12.5×12.4 c,v 3.63 12.5 121/2 0.155 1/8
×11.6 c,v 3.40 12.5 121/2 0.155 1/8
in.
1/16
1/16
Distance
Width,
bf
Thickness,
tf
k
k1
T
Workable
Gage
in.
3.75 33/4
3.50 31/2
in.
0.228 1/4
0.211 3/16
in.
in.
9/16
3/8
in.
113/8
113/8
in.
—
—
9/16
3/8
M12×11.8 c 3.47 12.0 12
×10.8 c 3.18 12.0 12
0.177
0.160
3/16
1/8
31/8
31/8
0.225
0.210
3/16
9/16
9/16
3/8
1/8
3.07
3.07
1/4
3/16
3/8
107/8
107/8
—
—
M12×10 c,v
2.95 12.0 12
0.149
1/8
1/16
3.25
31/4
0.180
3/16
1/2
3/8
11
—
M10×9 c
×8 c
2.65 10.0 10
2.37 9.95 10
0.157
0.141
3/16
1/8
0.206
0.182
9/16
3/8
1/16
23/4
23/4
3/16
1/8
2.69
2.69
3/16
9/16
3/8
87/8
87/8
—
—
M10×7.5 c,v 2.22
9.99 10
0.130
1/8
1/16
2.69
23/4
0.173
3/16
7/16
5/16
91/8
—
M8×6.5 c
×6.2 c
1.92
1.82
8.00 8
8.00 8
0.135
0.129
1/8
1/16
0.189
0.177
9/16
3/8
1/16
21/4
21/4
3/16
1/8
2.28
2.28
3/16
7/16
1/4
67/8
71/8
—
—
M6×4.4 c
×3.7 c
1.29
1.09
6.00 6 0.114 1/8
5.92 57/8 0.0980 1/8
1/16
1.84
2.00
17/8
2
0.171
0.129
3/16
3/8
1/4
1/16
1/8
5/16
1/4
51/4
51/4
—
—
M5×18.9 t
5.56
5.00 5
5/ 16
3/ 16
5.00
5
0.416
7/16
13/16
1/2
33/8
23/4g
M4×6 f
×4.08
×3.45
×3.2
1.75
1.27
1.01
1.01
3.80
4.00
4.00
4.00
33/4 0.130 1/8
4 0.115 1/8
4 0.0920 1/16
4 0.0920 1/16
1/ 16
3.80
2.25
2.25
2.25
33/4
21/4
21/4
21/4
0.160
0.170
0.130
0.130
3/16
1/2
3/8
3/16
9/16
3/8
1/8
1/2
3/8
1/8
1/2
3/8
23/4
27/8
3
3
—
—
—
—
1/16
1/16
2.25
21/4
0.130
1/8
1/2
3/8
2
—
M3×2.9
0.914 3.00 3
0.316
0.0900
1/ 16
1/16
1/16
Shape is slender for compression with Fy = 36 ksi.
Shape exceeds compact limit for flexure with Fy = 36 ksi.
g
The actual size, combination and orientation of fastener components should be compared with the geometry of
the cross section to ensure compatibility.
t
Shape has tapered flanges while other M-shapes have parallel flange surfaces.
v
Shape does not meet the h/tw limit for shear in AISC Specification Section G2.1(b)(i) with Fy = 36 ksi.
— Indicates flange is too narrow to establish a workable gage.
c
f
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01A:14th Ed_
1/20/11
7:27 AM
Page 31
DIMENSIONS AND PROPERTIES
1–31
Table 1-2 (continued)
M-Shapes
Properties
Nominal
Wt.
Compact
Section
Criteria
Axis X-X
M-SHAPES
Axis Y-Y
rts
ho
J
ᎏ
S x ho
Torsional
Properties
lb/ft
12.4
11.6
J
Cw
I
S
r
Z
I
S
r
Z
in.4 in.3 in. in.3 in.4 in.3
in.
in.3
in.
in.
in.4
in.6
8.22 74.8 89.3 14.2 4.96 16.5 2.01 1.07 0.744 1.68 0.933 12.3 0.000283 0.0493 76.0
8.29 74.8 80.3 12.8 4.86 15.0 1.51 0.864 0.667 1.37 0.852 12.3 0.000263 0.0414 57.1
11.8
10.8
6.81 62.5 72.2 12.0 4.56 14.3 1.09 0.709 0.559 1.15
7.30 69.2 66.7 11.1 4.58 13.2 1.01 0.661 0.564 1.07
0.731 11.8
0.732 11.8
0.000355 0.0500 37.7
0.000300 0.0393 35.0
10
9.03 74.7 61.7 10.3 4.57 12.2 1.03 0.636 0.592 1.02
0.768 11.8
0.000240 0.0292 35.9
9
8
6.53 58.4 39.0
7.39 65.0 34.6
7.79 3.83 9.22 0.672 0.500 0.503 0.809 0.650 9.79 0.000411 0.0314 16.1
6.95 3.82 8.20 0.593 0.441 0.500 0.711 0.646 9.77 0.000328 0.0224 14.2
7.5
7.77 71.0 33.0
6.60 3.85 7.77 0.562 0.418 0.503 0.670 0.646 9.82 0.000289 0.0187 13.5
6.5
6.2
6.03 53.8 18.5
6.44 56.5 17.6
4.63 3.11 5.43 0.376 0.329 0.443 0.529 0.563 7.81 0.000509 0.0184
4.39 3.10 5.15 0.352 0.308 0.439 0.495 0.560 7.82 0.000455 0.0156
4.4
3.7
5.39 47.0
7.75 54.7
18.9
6.01 11.2 24.2
b
ᎏf
2t f
h
ᎏ
tw
5.73
5.38
7.23 2.41 2.36 2.80 0.180 0.195 0.372 0.311 0.467 5.83 0.000707 0.00990 1.53
5.96 2.01 2.34 2.33 0.173 0.173 0.398 0.273 0.499 5.79 0.000459 0.00530 1.45
9.67 2.08 11.1 8.70 3.48
5.33
1.44
2.74 1.47 0.771 0.915 1.18 1.04
2.00 0.325 0.289 0.506 0.453 0.593
1.60 0.248 0.221 0.496 0.346 0.580
1.60 0.248 0.221 0.496 0.346 0.580
4.58 0.00709 0.313
45.7
3.64 0.00208
3.83 0.00218
3.87 0.00148
3.87 0.00148
4.87
1.19
0.930
0.930
6
11.9 22.0
4.08 6.62 26.4
3.45 8.65 33.9
3.2 8.65 33.9
4.72
3.53
2.86
2.86
2.9
1.50 1.00 1.28 1.12 0.248 0.221 0.521 0.344 0.597 2.87 0.00275 0.00790 0.511
8.65 23.6
2.48 1.64
1.77 1.67
1.43 1.68
1.43 1.68
1.25
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
0.0184
0.0147
0.00820
0.00820
AISC_PART 01A:14th Ed_
1/20/11
7:27 AM
Page 32
1–32
DIMENSIONS AND PROPERTIES
Table 1-3
S-Shapes
Dimensions
Web
Flange
Distance
Shape
Area,
A
S24×121
×106
in.2
35.5
31.1
24.5
24.5
in.
241/2
241/2
S24×100
×90
×80
29.3
26.5
23.5
24.0
24.0
24.0
24
24
24
0.745
0.625
0.500
3/4
3/8
5/8
5/16
1/2
1/4
S20×96
×86
28.2
25.3
20.3
20.3
201/4
201/4
0.800
0.660
13/16
7/16
11/16
3/8
S20×75
×66
22.0
19.4
20.0
20.0
20
20
0.635
0.505
5/8
5/16
1/4
6.39 63/8
6.26 61/4
0.795
0.795
13/16
1/2
S18×70
×54.7
20.5
16.0
18.0
18.0
18
18
0.711
0.461
11/16
3/8
1/4
6.25 61/4
6.00 6
0.691
0.691
11/16
7/16
S15×50
×42.9
14.7
12.6
15.0
15.0
15
15
0.550
0.411
9/16
5/16
1/4
5.64 55/8
5.50 51/2
0.622
0.622
5/8
7/16
S12×50
×40.8
14.7
11.9
12.0
12.0
12
12
0.687
0.462
11/16
3/8
1/4
5.48 51/2
5.25 51/4
0.659
0.659
11/16
7/16
S12×35
×31.8
10.2 12.0
9.31 12.0
12
12
0.428
0.350
7/16
1/4
3/16
5.08 51/8
5.00 5
0.544
0.544
9/16
3/8
S10×35
×25.4
10.3 10.0
7.45 10.0
10
10
0.594
0.311
5/8
5/16
3/16
4.94 5
4.66 45/8
0.491
0.491
1/2
5/16
S8×23
×18.4
6.76
5.40
8.00 8
8.00 8
0.441
0.271
7/16
1/4
1/8
4.17 41/8
4.00 4
0.425
0.425
7/16
1/4
S6×17.25
×12.5
5.05
3.66
6.00 6
6.00 6
0.465
0.232
7/16
1/4
0.359
0.359
13/16
1/8
3.57 35/8
3.33 33/8
3/8
1/4
3/8
S5×10
2.93
5.00 5
0.214
3/16
1/8
3.00 3
0.326
3/16
2.80
2.66 25/8
2.51 21/2
2.33 23/8
Depth,
d
Thickness,
tw
tw
ᎏ
2
Width,
bf
in.
0.800 13/16
0.620 5/8
in.
7/16
in.
8.05 8
7.87 77/8
1.09
1.09
7.25 71/4
7.13 71/8
7.00 7
0.870
0.870
0.870
7/8
7.20 71/4
7.06 7
0.920
0.920
15/16
5/16
S4×9.5
×7.7
2.79
2.26
4.00 4
4.00 4
0.326
0.193
5/16
3/16
1/8
S3×7.5
×5.7
2.20
1.66
3.00 3
3.00 3
0.349
0.170
3/8
3/16
3/16
1/8
23/4
Thickness,
tf
k
T
Workable
Gage
in.
2
2
in.
201/2
201/2
in.
4
4
13/4
13/4
13/4
201/2
201/2
201/2
4
4
4
13/4
13/4
163/4
163/4
4
4
15/8
15/8
163/4
163/4
31/2g
31/2g
11/2
11/2
15
15
31/2g
31/2g
13/8
13/8
121/4
121/4
31/2g
31/2g
17/16
17/16
91/8
91/8
3g
3g
13/16
13/16
95/8
95/8
3g
3g
11/8
11/8
73/4
73/4
23/4g
23/4g
1
1
6
6
21/4g
21/4g
13/16
43/8
43/8
—
—
5/16
3/4
31/2
—
0.293
0.293
5/16
3/4
21/2
5/16
3/4
21/2
—
—
0.260
0.260
1/4
5/8
1/4
5/8
13/4
13/4
—
—
in.
11/16
11/16
g
7/8
7/8
15/16
13/16
11/16
5/8
11/16
9/16
1/2
7/16
The actual size, combination and orientation of fastener components should be compared with the geometry of the
cross section to ensure compatibility.
— Indicates flange is too narrow to establish a workable gage.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01A:14th Ed_
1/20/11
7:27 AM
Page 33
DIMENSIONS AND PROPERTIES
1–33
Table 1-3 (continued)
S-Shapes
Properties
S-SHAPES
Compact
Section
Criteria
Axis X-X
lb/ft
121
106
h
ᎏ
tw
I
in.4
3.69 25.9 3160
3.61 33.4 2940
S
in.3
258
240
r
Z
in.
in.3
9.43 306
9.71 279
I
in.4
83.0
76.8
J
S
r
Z
in.3
in.
in.3
in. in.
in.4
20.6 1.53 36.3 1.94 23.4 12.8
19.5 1.57 33.4 1.93 23.4 10.1
in.6
11400
10500
100
90
80
4.16 27.8 2380
4.09 33.1 2250
4.02 41.4 2100
199
187
175
9.01 239
9.21 222
9.47 204
47.4
44.7
42.0
13.1
12.5
12.0
1.27 24.0
1.30 22.4
1.34 20.8
1.66 23.1
1.66 23.1
1.67 23.1
7.59
6.05
4.89
6350
5980
5620
96
86
3.91 21.1 1670
3.84 25.6 1570
165
155
7.71 198
7.89 183
49.9
46.6
13.9
13.2
1.33 24.9
1.36 23.1
1.71 19.4
1.71 19.4
8.40
6.65
4690
4370
75
66
4.02 26.6 1280
3.93 33.5 1190
128
119
7.62 152
7.83 139
29.5
27.5
9.25 1.16 16.7
8.78 1.19 15.4
1.49 19.2
1.49 19.2
4.59
3.58
2720
2530
70
54.7
4.52 21.5
4.34 33.2
923
801
103
89.0
6.70 124
7.07 104
24.0
20.7
7.69 1.08 14.3
6.91 1.14 12.1
1.42 17.3
1.42 17.3
4.10
2.33
1800
1550
50
42.9
4.53 22.7
4.42 30.4
485
446
64.7
59.4
5.75
5.95
77.0
69.2
15.6
14.3
5.53 1.03 10.0 1.32 14.4
5.19 1.06 9.08 1.31 14.4
2.12
1.54
805
737
50
40.8
4.16 13.7
3.98 20.6
303
270
50.6
45.1
4.55
4.76
60.9
52.7
15.6
13.5
5.69 1.03 10.3 1.32 11.3
5.13 1.06 8.86 1.30 11.3
2.77
1.69
501
433
35
31.8
4.67 23.1
4.60 28.3
228
217
38.1
36.2
4.72
4.83
44.6
41.8
9.84
9.33
3.88 0.980 6.80 1.22 11.5
3.73 1.00 6.44 1.21 11.5
1.05
0.878
323
306
35
25.4
5.03 13.4
4.75 25.6
147
123
29.4
24.6
3.78
4.07
35.4
28.3
8.30
6.73
3.36 0.899 6.19 1.16
2.89 0.950 4.99 1.14
9.51 1.29
9.51 0.603
188
152
23
18.4
4.91 14.1
4.71 22.9
64.7
57.5
16.2
14.4
3.09
3.26
19.2
16.5
4.27
3.69
2.05 0.795 3.67 0.999 7.58 0.550
1.84 0.827 3.18 0.985 7.58 0.335
61.2
52.9
17.25 4.97 9.67
12.5 4.64 19.4
26.2
22.0
8.74 2.28
7.34 2.45
10.5
8.45
2.29
1.80
1.28 0.673 2.35 0.859 5.64 0.371
1.08 0.702 1.86 0.831 5.64 0.167
18.2
14.3
10
4.61 16.8
12.3
4.90 2.05
5.66
1.19
0.795 0.638 1.37 0.754 4.67 0.114
6.52
9.5
7.7
4.77 8.33
4.54 14.1
6.76
6.05
3.38 1.56
3.03 1.64
4.04
3.50
0.887 0.635 0.564 1.13 0.698 3.71 0.120
0.748 0.562 0.576 0.970 0.676 3.71 0.0732
3.05
2.57
7.5
5.7
4.83 5.38
4.48 11.0
2.91
2.50
1.94 1.15
1.67 1.23
2.35
1.94
0.578 0.461 0.513 0.821 0.638 2.74 0.0896
0.447 0.383 0.518 0.656 0.605 2.74 0.0433
1.08
0.838
Nominal
Wt.
b
ᎏf
2t f
Axis Y-Y
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
rts
ho
Torsional
Properties
Cw
AISC_PART 01A:14th Ed._
2/17/12
7:13 AM
Page 34
1–34
DIMENSIONS AND PROPERTIES
Table 1-4
HP-Shapes
Dimensions
Web
Shape
Area,
A
Depth,
d
Flange
Thickness, tw
ᎏ
2
tw
Width,
bf
Distance
Thickness,
tf
k
in.
1.13 11/8
1.00 1
0.870 7/8
0.750 3/4
in.
2 5/16
2 3/16
21/16
115/16
in.
in.
13/4
131/2
111/16
15/8
19/16
in.
7 1/2
k1
T
Workable
Gage
HP18×204
×181
×157f
×135f
in.
in.
in.2
60.2 18.3 181/4 1.13 1 1/8
53.2 18.0 18
1.00 1
46.2 17.7 17 3/4 0.870 7/8
39.9 17.5 17 1/2 0.750 3/4
HP16×183
×162
×141
×121f
×101f
×88c,f
54.1 16.5
47.7 16.3
41.7 16.0
35.8 15.8
29.9 15.5
25.8 15.3
161/2 1.13 1 1/8
161/4 1.00 1
16
0.875 7/8
153/4 0.750 3/4
151/2 0.625 5/8
153/8 0.540 9/16
9/16
1/2
16.3
16.1
7/16 16.0
3/8
15.9
5/16 15.8
5/16 15.7
161/2 1.13 11/8
161/8 1.00 1
16
0.875 7/8
15 7/8 0.750 3/4
15 3/4 0.625 5/8
1511/16 0.540 9/16
2 5/16
2 3/16
21/16
115/16
113/16
13/4
13/4
113/4
111/16
15/8
19/16
11/2
17/16
51/2
HP14×117 f
×102 f
×89 f
×73 c,f
34.4 14.2
30.1 14.0
26.1 13.8
21.4 13.6
141/4 0.805
14
0.705
137/8 0.615
135/8 0.505
13/16
7/16
5/8
5/16
1/2
1/4
0.805
0.705
0.615
0.505
11/2
13/8
15/16
13/16
11/16 111/4
1
15/16
7/8
51/2
3/8
147/8
143/4
143/4
145/8
13/16
11/16
HP12×84
×74f
×63 f
×53 c,f
24.6 12.3
21.8 12.1
18.4 11.9
15.5 11.8
121/4
0.685
121/8 0.605
12
0.515
113/4 0.435
11/16
3/8
121/4
51/2
1/4
1/4
13/8
15/16
11/4
11/8
91/2
1/2
7/16
0.685
0.610
0.515
0.435
1
5/16
12.3
12.2 121/4
12.1 121/8
12.0 12
11/16
5/8
HP10×57
×42 f
16.7
12.4
9.99 10
0.565
9.70 93/4 0.415
9/16
5/16
0.565
0.420
7/16
11/4
11/8
15/16
1/4
10.2 101/4
10.1 101/8
9/16
7/16
13/16
71/2
71/2
51/2
51/2
HP8×36 f
10.6
8.02
7/16
1/4
8.16 81/8
0.445
7/16
11/8
7/8
53/4
51/2
c
f
8
0.445
in.
9/16
18.1
1/2
18.0
7/16 17.9
3/8
17.8
14.9
14.8
14.7
14.6
in.
181/8
18
17 7/8
17 3/4
11/16
5/8
1/2
5/8
1/2
7/16
Shape is slender for compression with Fy = 50 ksi.
Shape exceeds compact limit for flexure with Fy = 50 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
15/16
7/8
7/8
AISC_PART 01A:14th Ed_
1/20/11
7:28 AM
Page 35
DIMENSIONS AND PROPERTIES
1–35
Table 1-4 (continued)
HP-Shapes
Properties
Nominal
Wt.
Compact
Section
Criteria
Axis X-X
HP-SHAPES
Axis Y-Y
rts
ho
Torsional
Properties
J
ᎏ
S x ho
J
Cw
in.
in.
5.03 17.2
4.96 17.0
4.92 16.8
4.85 16.8
in.4
0.00451 29.5
0.00362 20.7
0.00285 13.9
0.00216 9.12
in.6
82500
70400
59000
49500
818 100
697 86.6
599 74.9
504 63.4
412 52.2
349 44.5
3.89 156 4.54 15.4
3.82 134 4.45 15.3
3.79 116 4.40 15.1
3.75 97.6 4.34 15.1
3.71 80.1 4.27 14.9
3.68 68.2 4.21 14.8
0.00576 26.9
0.00457 18.8
0.00365 12.9
0.00275 8.35
0.00203 5.07
0.00161 3.45
48300
40800
34300
28500
22800
19000
5.96 194
5.92 169
5.88 146
5.84 118
443
380
326
261
59.5
51.4
44.3
35.8
3.59
3.56
3.53
3.49
91.4 4.15 13.4
78.8 4.10 13.3
67.7 4.05 13.2
54.6 4.00 13.1
0.00348
0.00270
0.00207
0.00143
8.02
5.39
3.59
2.01
19900
16800
14200
11200
84 8.97 14.2
74 10.0 16.1
63 11.8 18.9
53 13.8 22.3
650 106 5.14 120
569 93.8 5.11 105
472 79.1 5.06 88.3
393 66.7 5.03 74.0
213
186
153
127
34.6
30.4
25.3
21.1
2.94
2.92
2.88
2.86
53.2 3.41 11.6
46.6 3.38 11.5
38.7 3.33 11.4
32.2 3.29 11.4
0.00345
0.00276
0.00202
0.00148
4.24
2.98
1.83
1.12
7140
6160
5000
4080
57 9.03 13.9
42 12.0 18.9
294
210
58.8 4.18
43.4 4.13
66.5 101 19.7
48.3 71.7 14.2
2.45
2.41
30.3 2.84
21.8 2.77
9.43 0.00355 1.97
9.28 0.00202 0.813
2240
1540
36
119
29.8 3.36
33.6
9.88 1.95
15.2 2.26
7.58 0.00341 0.770
578
h
ᎏ
tw
lb/ft
204 8.01 12.1
181 9.00 13.6
157 10.3 15.6
135 11.9 18.2
I
S
in.4 in.3
3480 380
3020 336
2570 290
2200 251
r
Z
I
S
in. in.3
in.4 in.3
7.60 433 1120 124
7.53 379
974 108
7.46 327
833 93.1
7.43 281
706 79.3
r
Z
in. in.3
4.31 191
4.28 167
4.25 143
4.21 122
183 7.21 10.5
162 8.05 11.9
141 9.14 13.6
121 10.6 15.9
101 12.6 19.0
88 14.5 22.0
2510 304
2190 269
1870 234
1590 201
1300 168
1110 145
6.81 349
6.78 306
6.70 264
6.66 226
6.59 187
6.56 161
117 9.25 14.2 1220 172
102 10.5 16.2 1050 150
89 11.9 18.5 904 131
73 14.4 22.6 729 107
b
ᎏf
2tf
9.16 14.2
40.3
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01A:14th Ed_
1/20/11
7:28 AM
Page 36
1–36
DIMENSIONS AND PROPERTIES
Table 1-5
C-Shapes
Dimensions
Web
Shape
Area,
A
Depth,
d
Thickness,
tw
in.2
in.
in.
C15×50 14.7 15.0 15 0.716 11/16
×40 11.8 15.0 15 0.520 1/2
×33.9 10.0 15.0 15 0.400 3/8
1/4
3/16
1/4
3/8
3/16
5/16
3/16
0.673 11/16
0.526 1/2
0.379 3/8
0.240 1/4
3/8
7/16
12 0.510
12 0.387
12 0.282
C10×30
×25
×20
×15.3
10
10
10
10
1/4
3/16
1/8
5.87 9.00
4.40 9.00
3.94 9.00
9 0.448
9 0.285 5/16
9 0.233 1/4
1/4
C8×18.75 5.51 8.00
×13.75 4.03 8.00
×11.5 3.37 8.00
8 0.487 1/2
8 0.303 5/16
8 0.220 1/4
1/4
C7×14.75 4.33 7.00
×12.25 3.59 7.00
×9.8
2.87 7.00
7 0.419 7/16
7 0.314 5/16
7 0.210 3/16
1/4
C6×13
×10.5
×8.2
3.82 6.00
3.07 6.00
2.39 6.00
6 0.437 7/16
6 0.314 5/16
6 0.200 3/16
1/4
C5×9
×6.7
2.64 5.00
1.97 5.00
5 0.325
5 0.190
5/16
3/16
3/16
1/8
C4×7.25
×6.25
×5.4
×4.5
2.13
1.77
1.58
1.38
4.00
4.00
4.00
4.00
4
4
4
4
0.321 5/16
0.247 1/4
0.184 3/16
0.125 1/8
3/16
C3×6
×5
×4.1
×3.5
1.76
1.47
1.20
1.09
3.00
3.00
3.00
3.00
3
3
3
3
0.356 3/8
0.258 1/4
0.170 3/16
0.132 1/8
3/16
C9×20
×15
×13.4
3/16
1/8
3/16
1/8
3/16
1/8
3/16
1/8
1/8
1/8
1/16
1/8
1/8
1/16
Distance
Width,
bf
Average
Thickness,
tf
k
T
Workable
Gage
rts
in.
in.
3/8
1/2
C12×30
8.81 12.0
×25
7.34 12.0
×20.7 6.08 12.0
8.81 10.0
7.35 10.0
5.87 10.0
4.48 10.0
Flange
tw
ᎏ
2
ho
3.72
3.52
3.40
33/4
31/2
33/8
in.
0.650 5/8
0.650 5/8
0.650 5/8
in.
17/16
17/16
17/16
in.
121/8
121/8
121/8
in.
21/4
2
2
in.
in.
1.17 14.4
1.15 14.4
1.13 14.4
3.17
3.05
2.94
31/8
3
3
0.501
0.501
0.501
1/2
11/8
11/8
11/8
93/4 13/4g
93/4 13/4g
93/4 13/4g
1.01 11.5
1.00 11.5
0.983 11.5
3.03
2.89
2.74
2.60
3
27/8
23/4
25/8
0.436
0.436
0.436
0.436
7/16
1
1
1
1
8
8
8
8
13/4g
13/4g
11/2g
11/2g
0.924
0.911
0.894
0.868
2.65
2.49
2.43
25/8
0.413
0.413
0.413
7/16
21/2
23/8
1
1
1
7
7
7
11/2g
13/8g
13/8g
0.850 8.59
0.825 8.59
0.814 8.59
2.53
2.34
2.26
21/2
23/8
21/4
0.390
0.390
0.390
3/8
15/16
3/8
15/16
3/8
15/16
61/8
61/8
61/8
11/2g
13/8g
13/8g
0.800 7.61
0.774 7.61
0.756 7.61
2.30
2.19
2.09
21/4
21/4
21/8
0.366
0.366
0.366
3/8
7/8
3/8
7/8
3/8
7/8
51/4
51/4
51/4
11/4g
11/4g
11/4g
0.738 6.63
0.722 6.63
0.698 6.63
2.16
2.03
1.92
21/8
2
17/8
0.343
0.343
0.343
5/16
13/16
5/16
13/16
5/16
13/16
43/8
43/8
43/8
13/8g
11/8g
11/8g
0.689 5.66
0.669 5.66
0.643 5.66
1.89
1.75
17/8
3/4
13/4
0.320
0.320
5/16
5/16
3/4
31/2
31/2
11/8g
—
0.616 4.68
0.584 4.68
1.72
1.65
1.58
1.58
13/4
13/4
15/8
15/8
0.296
0.272
0.296
0.296
5/16
3/4
5/16
3/4
5/16
3/4
5/16
3/4
21/2
21/2
21/2
21/2
1g
—
—
—
0.563
0.546
0.528
0.524
3.70
3.73
3.70
3.70
1.60
1.50
1.41
1.37
15/8
11/2
13/8
13/8
0.273
0.273
0.273
0.273
1/4
11/16
1/4
11/16
1/4
11/16
1/4
11/16
15/8
15/8
15/8
15/8
—
—
—
—
0.519
0.496
0.469
0.456
2.73
2.73
2.73
2.73
1/2
1/2
7/16
7/16
7/16
7/16
7/16
g
The actual size, combination and orientation of fastener components should be compared with the geometry of the
cross section to ensure compatibility.
— Indicates flange is too narrow to establish a workable gage.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
9.56
9.56
9.56
9.56
AISC_PART 01A:14th Ed_
1/20/11
7:28 AM
Page 37
DIMENSIONS AND PROPERTIES
1–37
Table 1-5 (continued)
C-Shapes
Properties
C-SHAPES
Torsional Properties
Nom- Shear
inal Ctr,
eo
Wt.
Axis X-X
Axis Y-Y
J
xp
S
r
Z
I
S
r
Z
x–
in.3 in. in.3
in.4 in.3 in.
in. in.3 in.
in.4
53.8 5.24 68.5 11.0 3.77 0.865 0.799 8.14 0.490 2.65
46.5 5.43 57.5 9.17 3.34 0.883 0.778 6.84 0.392 1.45
42.0 5.61 50.8 8.07 3.09 0.901 0.788 6.19 0.332 1.01
30
25
20.7
0.618 162
0.746 144
0.870 129
27.0
24.0
21.5
4.29 33.8
4.43 29.4
4.61 25.6
5.12 2.05 0.762 0.674 4.32 0.367 0.861 151
4.45 1.87 0.779 0.674 3.82 0.306 0.538 130
3.86 1.72 0.797 0.698 3.47 0.253 0.369 112
4.54 0.919
4.72 0.909
4.93 0.899
30
25
20
15.3
0.368 103
0.494 91.1
0.636 78.9
0.796 67.3
20.7
18.2
15.8
13.5
3.43 26.7
3.52 23.1
3.67 19.4
3.88 15.9
3.93
3.34
2.80
2.27
0.441 1.22
0.367 0.687
0.294 0.368
0.224 0.209
79.5
68.3
56.9
45.5
3.63 0.921
3.76 0.912
3.93 0.900
4.19 0.884
20
15
13.4
0.515 60.9 13.5
0.681 51.0 11.3
0.742 47.8 10.6
3.22 16.9
3.40 13.6
3.48 12.6
2.41 1.17 0.640 0.583 2.46 0.326 0.427
1.91 1.01 0.659 0.586 2.04 0.245 0.208
1.75 0.954 0.666 0.601 1.94 0.219 0.168
39.4
31.0
28.2
3.46 0.899
3.69 0.882
3.79 0.875
18.75 0.431 43.9 11.0 2.82 13.9 1.97 1.01 0.598 0.565 2.17 0.344 0.434
13.75 0.604 36.1 9.02 2.99 11.0 1.52 0.848 0.613 0.554 1.73 0.252 0.186
11.5 0.697 32.5 8.14 3.11 9.63 1.31 0.775 0.623 0.572 1.57 0.211 0.130
25.1
19.2
16.5
3.05 0.894
3.26 0.874
3.41 0.862
14.75 0.441 27.2
12.25 0.538 24.2
9.8 0.647 21.2
7.78 2.51 9.75 1.37 0.772 0.561 0.532 1.63 0.309 0.267 13.1
6.92 2.59 8.46 1.16 0.696 0.568 0.525 1.42 0.257 0.161 11.2
6.07 2.72 7.19 0.957 0.617 0.578 0.541 1.26 0.205 0.0996 9.15
2.75 0.875
2.86 0.862
3.02 0.845
13
10.5
8.2
0.380 17.3
0.486 15.1
0.599 13.1
5.78 2.13 7.29 1.05 0.638 0.524 0.514 1.35 0.318 0.237
5.04 2.22 6.18 0.860 0.561 0.529 0.500 1.14 0.256 0.128
4.35 2.34 5.16 0.687 0.488 0.536 0.512 0.987 0.199 0.0736
7.19
5.91
4.70
2.37 0.858
2.48 0.842
2.65 0.824
9
6.7
0.427
0.552
8.89 3.56 1.84 4.39 0.624 0.444 0.486 0.478 0.913 0.264 0.109
7.48 2.99 1.95 3.55 0.470 0.372 0.489 0.484 0.757 0.215 0.0549
2.93
2.22
2.10 0.815
2.26 0.790
7.25 0.386
6.25 0.434
5.4 0.501
4.5 0.587
4.58
4.00
3.85
3.65
2.29 1.47
2.00 1.50
1.92 1.56
1.83 1.63
2.84
2.43
2.29
2.12
0.425 0.337 0.447 0.459 0.695 0.266 0.0817
0.345 0.284 0.441 0.435 0.569 0.221 0.0487
0.312 0.277 0.444 0.457 0.565 0.231 0.0399
0.289 0.265 0.457 0.493 0.531 0.321 0.0322
1.24 1.75 0.767
1.03 1.79 0.764
0.921 1.88 0.742
0.871 2.01 0.710
6
5
4.1
3.5
2.07
1.85
1.65
1.57
1.38 1.09
1.23 1.12
1.10 1.18
1.04 1.20
1.74
1.52
1.32
1.24
0.300 0.263 0.413 0.455 0.543 0.294 0.0725
0.241 0.228 0.405 0.439 0.464 0.245 0.0425
0.191 0.196 0.398 0.437 0.399 0.262 0.0269
0.169 0.182 0.394 0.443 0.364 0.296 0.0226
0.462 1.40 0.690
0.379 1.45 0.673
0.307 1.53 0.655
0.276 1.57 0.646
0.322
0.392
0.461
0.493
1.65
1.47
1.31
1.15
0.668 0.649 3.78
0.675 0.617 3.18
0.690 0.606 2.70
0.711 0.634 2.34
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
Cw
–r
o
I
lb/ft in.
in.4
50
0.583 404
40
0.767 348
33.9 0.896 315
in.6
492
410
358
H
in.
5.49 0.937
5.71 0.927
5.94 0.920
AISC_PART 01A:14th Ed_
1/20/11
7:28 AM
Page 38
1–38
DIMENSIONS AND PROPERTIES
Table 1-6
MC-Shapes
Dimensions
Web
Shape
Area,
A
Depth,
d
MC18×58
×51.9
×45.8
×42.7
in.2
17.1
15.3
13.5
12.6
in.
18.0 18
18.0 18
18.0 18
18.0 18
MC13×50
×40
×35
×31.8
14.7 13.0
11.7 13.0
10.3 13.0
9.35 13.0
MC12×50
×45
×40
×35
×31
Flange
Distance
Width,
bf
Average
Thickness,
tf
in.
in.
in.
0.700 11/16 3/8 4.20 41/4
0.600 5/8 5/16 4.10 41/8
0.500 1/2 1/4 4.00 4
0.450 7/16 1/4 3.95 4
in.
0.625 5/8
0.625 5/8
0.625 5/8
0.625 5/8
13
13
13
13
0.787 13/16
0.560 9/16
0.447 7/16
0.375 3/8
7/16
14.7 12.0
13.2 12.0
11.8 12.0
10.3 12.0
9.12 12.0
12
12
12
12
12
0.835 13/16
0.710 11/16
0.590 9/16
0.465 7/16
0.370 3/8
7/16
4.18 12.0
12 0.250 1/4
3.10 12.0
MC10×41.1
×33.6
×28.5
12.1 10.0
9.87 10.0
8.37 10.0
MC10×25
×22
Thickness, tw
ᎏ
2
tw
Workable
Gage
rts
ho
in.
in.
17/16 151/8
17/16
17/16
17/16
in.
21/2
in.
1.35
1.35
1.34
1.34
in.
17.4
17.4
17.4
17.4
17/16 101/8
17/16
17/16
17/16
21/2
1.41
1.38
1.35
1.34
12.4
12.4
12.4
12.4
21/2
1.37
1.35
1.33
1.30
1.28
11.3
11.3
11.3
11.3
11.3
k
T
4.41
4.19
4.07
4.00
43/8
41/8
41/8
4
0.610
0.610
0.610
0.610
5/8
41/8
4
37/8
33/4
35/8
0.700
0.700
0.700
0.700
0.700
11/16
15/16
15/16
11/16 15/16
11/16 15/16
11/16 15/16
93/8
3/16
4.14
4.01
3.89
3.77
3.67
1/8
2.12 21/8 0.313
5/16
3/4
101/2
11/4g 0.672 11.7
12 0.190 3/16
1/8
1.50 11/2 0.309
5/16
3/4
101/2
—
0.478 11.7
13/16
10 0.796
10 0.575 9/16
10 0.425 7/16
7/16
43/8
4.32
0.575
4.10 41/8 0.575
3.95 4
0.575
9/16
15/16
73/8
21/2g
9/16
15/16
15/16
1.44
73/8 21/2g 1.40
73/8 21/2g 1.36
9.43
9.43
9.43
7.34 10.0
6.45 10.0
10 0.380 3/8
10 0.290 5/16
3/16
3.41 33/8 0.575
3.32 33/8 0.575
9/16
15/16
15/16
73/8
73/8
2g
2g
1.17
1.14
9.43
9.43
MC10×8.4 c
×6.5 c
2.46 10.0
1.95 10.0
10 0.170 3/16
10 0.152 1/8
1/8
3/4
9/16
81/2
87/8
—
—
0.486 9.72
0.363 9.80
MC9×25.4
×23.9
7.47
7.02
9.00
9.00
9 0.450 7/16
9 0.400 3/8
1/4
9/16
11/4
11/4
61/2
61/2
2g
2g
1.20
1.18
8.45
8.45
MC8×22.8
×21.4
6.70
6.28
8.00
8.00
8 0.427 7/16
8 0.375 3/8
1/4
3.50 31/2 0.525 1/2
3.45 31/2 0.525 1/2
13/16
13/16
55/8
55/8
2g
2g
1.20
1.18
7.48
7.48
MC8×20
×18.7
5.87
5.50
8.00
8.00
8 0.400 3/8
8 0.353 3/8
3/16
3/16
3.03 3
2.98 3
0.500 1/2
0.500 1/2
11/8
11/8
53/4
53/4
2g
2g
1.03
1.02
7.50
7.50
MC8×8.5
2.50
8.00
8 0.179 3/16
1/8
1.87 17/8 0.311
MC12×14.3
MC12×10.6
c
5/16
1/4
3/16
3/8
5/16
1/4
5/16
1/4
3/16
1/16
3/16
3/16
5/8
5/8
5/8
11/16
9/16
9/16
1.50 11/2 0.280 1/4
1.17 11/8 0.202 3/16
3.50 31/2 0.550
3.45 31/2 0.550
9/16
5/16
13/16
21/4
63/8 11/8g 0.624 7.69
Shape is slender for compression with Fy = 36 ksi.
The actual size, combination and orientation of fastener components should be compared with the geometry of the
cross section to ensure compatibility.
— Indicates flange is too narrow to establish a workable gage.
c
g
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01A:14th Ed_
1/20/11
7:28 AM
Page 39
DIMENSIONS AND PROPERTIES
1–39
Table 1-6 (continued)
MC-Shapes
Properties
MC18-MC8
Torsional Properties
Nom- Shear
inal Ctr,
eo
Wt.
Axis X-X
Axis Y-Y
J
Cw
–r
o
lb/ft
58
51.9
45.8
42.7
I
in.
in.4
0.695 675
0.797 627
0.909 578
0.969 554
S
in.3
75.0
69.6
64.2
61.5
r
Z
in. in.3
6.29 95.4
6.41 87.3
6.55 79.2
6.64 75.1
I
in.4
17.6
16.3
14.9
14.3
S
in.3
5.28
5.02
4.77
4.64
r
in.
1.02
1.03
1.05
1.07
Z
x–
in.
in.3
0.862 10.7
0.858 9.86
0.866 9.14
0.877 8.82
in.
0.474
0.424
0.374
0.349
in.4
in.6
2.81 1070
2.03
985
1.45
897
1.23
852
in.
6.56 0.944
6.70 0.939
6.87 0.933
6.97 0.930
50
40
35
31.8
0.815 314
1.03 273
1.16 252
1.24 239
48.3
41.9
38.8
36.7
4.62 60.8
4.82 51.2
4.95 46.5
5.05 43.4
16.4
13.7
12.3
11.4
4.77
4.24
3.97
3.79
1.06
1.08
1.09
1.10
0.974 10.2
0.963 8.66
0.980 8.04
1.00 7.69
0.566
0.452
0.396
0.360
2.96
1.55
1.13
0.937
558
462
412
380
5.07 0.875
5.32 0.859
5.50 0.849
5.64 0.842
50
45
40
35
31
0.741 269
0.844 251
0.952 234
1.07 216
1.17 202
44.9
41.9
39.0
36.0
33.7
4.28 56.5
4.36 52.0
4.46 47.7
4.59 43.2
4.71 39.7
17.4
15.8
14.2
12.6
11.3
5.64
5.30
4.98
4.64
4.37
1.09
1.09
1.10
1.11
1.11
1.05 10.9
1.04 10.1
1.04 9.31
1.05 8.62
1.08 8.15
0.613
0.550
0.490
0.428
0.425
3.23
2.33
1.69
1.24
1.00
411
373
336
297
267
4.77 0.859
4.88 0.851
5.01 0.842
5.18 0.831
5.34 0.822
14.3 0.435 76.1 12.7
4.27 15.9
1.00 0.574 0.489 0.377 1.21 0.174 0.117
32.8
4.37 0.965
10.6 0.284 55.3
9.22 4.22 11.6
0.378 0.307 0.349 0.269 0.635 0.129 0.0596
11.7
4.27 0.983
41.1 0.864 157
33.6 1.06 139
28.5 1.21 126
31.5
27.8
25.3
3.61 39.3 15.7
3.75 33.7 13.1
3.89 30.0 11.3
9.49 0.604 2.26
8.28 0.494 1.20
7.59 0.419 0.791
269
224
193
4.26 0.790
4.47 0.770
4.68 0.752
25
22
22.0
20.5
3.87 26.2
3.99 23.9
7.25 2.96 0.993 0.953 5.65 0.367 0.638
6.40 2.75 0.997 0.990 5.29 0.467 0.510
124
110
4.46 0.803
4.62 0.791
1.03 110
1.12 102
8.4 0.332 31.9
6.5 0.182 22.9
4.85 1.14 1.09
4.35 1.15 1.09
3.99 1.16 1.12
xp
6.39 3.61 7.92 0.326 0.268 0.364 0.284 0.548 0.123 0.0413
4.59 3.43 5.90 0.133 0.137 0.262 0.194 0.284 0.0975 0.0191
H
7.00 3.68 0.972
2.76 3.46 0.988
25.4 0.986 87.9 19.5
23.9 1.04 84.9 18.9
3.43 23.5
3.48 22.5
7.57 2.99 1.01 0.970 5.70 0.415 0.691
7.14 2.89 1.01 0.981 5.51 0.390 0.599
104
98.0
4.08 0.770
4.15 0.763
22.8 1.04
21.4 1.09
63.8 15.9
61.5 15.4
3.09 19.1
3.13 18.2
7.01 2.81 1.02 1.01
6.58 2.71 1.02 1.02
5.37 0.419 0.572
5.18 0.452 0.495
75.2
70.8
3.84 0.715
3.91 0.707
20 0.843 54.4 13.6
18.7 0.889 52.4 13.1
3.04 16.4
3.09 15.6
4.42 2.02 0.867 0.840 3.86 0.367 0.441
4.15 1.95 0.868 0.849 3.72 0.344 0.380
47.8
45.0
3.58 0.779
3.65 0.773
8.5 0.542 23.3
5.82 3.05 6.95 0.624 0.431 0.500 0.428 0.875 0.156 0.0587
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
8.21 3.24 0.910
AISC_PART 01A:14th Ed_
1/20/11
7:28 AM
Page 40
1–40
DIMENSIONS AND PROPERTIES
Table 1-6 (continued)
MC-Shapes
Dimensions
Web
Flange
Distance
Shape
Area,
A
Depth,
d
MC7×22.7
×19.1
in.2
6.67
5.61
in.
in.
7.00 7 0.503 1/2
7.00 7 0.352 3/8
MC6×18
×15.3
5.29
4.49
6.00
6.00
6 0.379 3/8
6 0.340 5/16
3/16
MC6×16.3
×15.1
4.79
4.44
6.00
6.00
6 0.375 3/8
6 0.316 5/16
3/16
3/16
3.00 3
2.94 3
MC6×12
3.53
6.00
6 0.310 5/16
3/16
2.50 21/2 0.375
MC6×7
×6.5
2.09
1.95
6.00
6.00
6 0.179 3/16
6 0.155 1/8
1/8
1/16
1.88 17/8 0.291
1.85 17/8 0.291
MC4×13.8
4.03
4.00
4 0.500 1/2
1/4
2.50 21/2 0.500 1/2
3.00
5/16
3/16
3/8
MC3×7.1
2.11
Thickness, tw
ᎏ
2
tw
3 0.312
in.
1/4
3/16
3/16
Average
Thickness,
tf
k
T
Workable
Gage
rts
ho
in.
in.
3.60 35/8 0.500 1/2
3.45 31/2 0.500 1/2
in.
11/8
11/8
in.
43/4
43/4
in.
2g
2g
in.
1.23
1.19
in.
6.50
6.50
3.50 31/2 0.475 1/2
3.50 31/2 0.385 3/8
11/16
7/8
37/8
41/4
2g
2g
1.20
1.20
5.53
5.62
0.475 1/2
0.475 1/2
11/16
11/16
37/8
37/8
13/4g 1.03
13/4g 1.01
5.53
5.53
3/8
7/8
41/4
11/2g 0.856 5.63
5/16
3/4
5/16
3/4
41/2
41/2
—
—
0.638 5.71
0.631 5.71
2
—
0.851 3.50
13/8
—
0.657 2.65
Width,
bf
1.94 2
0.351
1
13/16
g
The actual size, combination and orientation of fastener components should be compared with the geometry of the
cross section to ensure compatibility.
— Indicates flange is too narrow to establish a workable gage.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01A:14th Ed_
1/20/11
7:28 AM
Page 41
DIMENSIONS AND PROPERTIES
1–41
Table 1-6 (continued)
MC-Shapes
Properties
MC7-MC3
Nom- Shear
inal Ctr,
eo
Wt.
Torsional Properties
Axis X-X
Axis Y-Y
I
S
r
x–
in.4 in.3 in.
in.
7.24 2.83 1.04 1.04
6.06 2.55 1.04 1.08
J
xp
Z
in.3
in.
in.4
5.38 0.477 0.625
4.85 0.579 0.407
Cw
–r
o
in.6
58.3
49.3
in.
3.53 0.659
3.70 0.638
9.89 2.37 11.7 5.88 2.47 1.05 1.12
8.44 2.38 9.91 4.91 2.01 1.05 1.05
4.68 0.644 0.379
3.85 0.511 0.223
34.6
30.0
3.46 0.563
3.41 0.579
16.3 0.930 26.0
15.1 0.982 24.9
8.66 2.33 10.4 3.77 1.82 0.887 0.927 3.47 0.465 0.336
8.30 2.37 9.83 3.46 1.73 0.883 0.940 3.30 0.543 0.285
22.1
20.5
3.11 0.643
3.18 0.634
12
0.725 18.7
6.24 2.30 7.47 1.85 1.03 0.724 0.704 1.97 0.294 0.155
11.3
2.80 0.740
7 0.583 11.4
6.5 0.612 11.0
3.81 2.34 4.50 0.603 0.439 0.537 0.501 0.865 0.174 0.0464
3.66 2.38 4.28 0.565 0.422 0.539 0.513 0.836 0.191 0.0412
4.00 2.63 0.830
3.75 2.68 0.824
13.8 0.643
8.85 4.43 1.48 5.53 2.13 1.29 0.727 0.849 2.40 0.508 0.373
4.84 2.23 0.550
7.1 0.574
2.72 1.81 1.14 2.24 0.666 0.518 0.562 0.653 0.998 0.414 0.0928
0.915 1.76 0.516
lb/ft in.
22.7 1.01
19.1 1.15
I
S
r
Z
in.4
in.3 in. in.3
47.4 13.5 2.67 16.4
43.1 12.3 2.77 14.5
18 1.17
15.3 1.16
29.7
25.3
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
H
AISC_PART 01A:14th Ed_
1/20/11
7:28 AM
Page 42
1–42
DIMENSIONS AND PROPERTIES
Table 1-7
Angles
Properties
Flexural-Torsional
Properties
Axis X-X
k
Wt.
Area,
A
L8×8×11/8
×1
×7/8
×3/4
×5/8
×9/16
×1/2
in.
13/4
15/8
11/2
13/8
11/4
13/16
11/8
lb/ft
56.9
51.0
45.0
38.9
32.7
29.6
26.4
in.2
16.8
15.1
13.3
11.5
9.69
8.77
7.84
in.4
98.1
89.1
79.7
69.9
59.6
54.2
48.8
in.3
17.5
15.8
14.0
12.2
10.3
9.33
8.36
in.
2.41
2.43
2.45
2.46
2.48
2.49
2.49
in.
2.40
2.36
2.31
2.26
2.21
2.19
2.17
L8×6×1
×7/8
×3/4
×5/8
×9/16
×1/2
×7/16
11/2
13/8
11/4
11/8
11/16
1
15/16
44.2
39.1
33.8
28.5
25.7
23.0
20.2
13.1
11.5
9.99
8.41
7.61
6.80
5.99
80.9
72.4
63.5
54.2
49.4
44.4
39.3
15.1
13.4
11.7
9.86
8.94
8.01
7.06
2.49
2.50
2.52
2.54
2.55
2.55
2.56
L8×4×1
×7/8
×3/4
×5/8
×9/16
×1/2
×7/16
11/2
13/8
11/4
11/8
11/16
1
15/16
37.4
33.1
28.7
24.2
21.9
19.6
17.2
11.1
9.79
8.49
7.16
6.49
5.80
5.11
69.7
62.6
55.0
47.0
42.9
38.6
34.2
14.0
12.5
10.9
9.20
8.34
7.48
6.59
L7×4×3/4
×5/8
×1/2
×7/16
×3/8
11/4
11/8
1
15/16
7/8
26.2
22.1
17.9
15.7
13.6
7.74
6.50
5.26
4.63
4.00
37.8
32.4
26.6
23.6
20.5
L6×6×1
×7/8
×3/4
×5/8
×9/16
×1/2
×7/16
×3/8
×5/16
11/2
13/8
11/4
11/8
11/16
1
15/16
7/8
13/16
37.4
33.1
28.7
24.2
21.9
19.6
17.2
14.9
12.4
11.0
9.75
8.46
7.13
6.45
5.77
5.08
4.38
3.67
35.4
31.9
28.1
24.1
22.0
19.9
17.6
15.4
13.0
Shape
I
S
r
y–
Z
J
Cw
–r
o
in.3
31.6
28.5
25.3
22.0
18.6
16.8
15.1
in.
in.4
1.05 7.13
0.944 5.08
0.831 3.46
0.719 2.21
0.606 1.30
0.548 0.961
0.490 0.683
in.6
32.5
23.4
16.1
10.4
6.16
4.55
3.23
in.
4.29
4.32
4.36
4.39
4.42
4.43
4.45
2.65
2.60
2.55
2.50
2.48
2.46
2.43
27.3
24.3
21.1
17.9
16.2
14.6
12.9
1.45
1.43
1.34
1.27
1.24
1.20
1.15
4.34
2.96
1.90
1.12
0.823
0.584
0.396
16.3
11.3
7.28
4.33
3.20
2.28
1.55
3.88
3.92
3.95
3.98
3.99
4.01
4.02
2.51
2.53
2.55
2.56
2.57
2.58
2.59
3.03
2.99
2.94
2.89
2.86
2.84
2.81
24.3
21.7
18.9
16.1
14.6
13.1
11.6
2.45
2.41
2.34
2.27
2.23
2.20
2.16
3.68
2.51
1.61
0.955
0.704
0.501
0.340
12.9
8.89
5.75
3.42
2.53
1.80
1.22
3.75
3.78
3.80
3.83
3.84
3.86
3.87
8.39
7.12
5.79
5.11
4.42
2.21
2.23
2.25
2.26
2.27
2.50
2.45
2.40
2.38
2.35
14.8
12.5
10.2
9.03
7.81
1.84
1.80
1.74
1.71
1.67
1.47
0.868
0.456
0.310
0.198
3.97
2.37
1.25
0.851
0.544
3.31
3.34
3.37
3.38
3.40
8.55
7.61
6.64
5.64
5.12
4.59
4.06
3.51
2.95
1.79
1.81
1.82
1.84
1.85
1.86
1.86
1.87
1.88
1.86
1.81
1.77
1.72
1.70
1.67
1.65
1.62
1.60
15.4
13.7
11.9
10.1
9.18
8.22
7.25
6.27
5.26
0.917 3.68
0.813 2.51
0.705 1.61
0.594 0.955
0.538 0.704
0.481 0.501
0.423 0.340
0.365 0.218
0.306 0.129
9.24
6.41
4.17
2.50
1.85
1.32
0.899
0.575
0.338
3.18
3.21
3.24
3.28
3.29
3.31
3.32
3.34
3.35
yp
Note: For workable gages, refer to Table 1-7A. For compactness criteria, refer to Table 1-7B.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01A_14th Ed._Nov. 19, 2012 14-11-10 9:50 AM Page 43
(Black plate)
1–43
DIMENSIONS AND PROPERTIES
Table 1-7 (continued)
Angles
Properties
L8-L6
Axis Y-Y
I
S
r
L8×8×11/8
×1
×7/8
×3/4
×5/8
×9/16
×1/2
in.4
98.1
89.1
79.7
69.9
59.6
54.2
48.8
in.3
17.5
15.8
14.0
12.2
10.3
9.33
8.36
in.
2.41
2.43
2.45
2.46
2.48
2.49
2.49
in.
2.40
2.36
2.31
2.26
2.21
2.19
2.17
in.3
31.6
28.5
25.3
22.0
18.6
16.8
15.1
in.
1.05
0.944
0.831
0.719
0.606
0.548
0.490
in.4
40.7
36.8
32.7
28.5
24.2
21.9
19.8
in.3
12.0
11.0
10.0
8.90
7.72
7.09
6.44
L8×6×1
×7/8
×3/4
×5/8
×9/16
×1/2
×7/16
38.8
34.9
30.8
26.4
24.1
21.7
19.3
8.92
7.94
6.92
5.88
5.34
4.79
4.23
1.72
1.74
1.75
1.77
1.78
1.79
1.80
1.65
1.60
1.56
1.51
1.49
1.46
1.44
16.2
14.4
12.5
10.5
9.52
8.52
7.50
0.819
0.719
0.624
0.526
0.476
0.425
0.374
21.3
18.9
16.6
14.1
12.8
11.5
10.2
L8×4×1
×7/8
×3/4
×5/8
×9/16
×1/2
×7/16
11.6
10.5
9.37
8.11
7.44
6.75
6.03
3.94
3.51
3.07
2.62
2.38
2.15
1.90
1.03
1.04
1.05
1.06
1.07
1.08
1.09
1.04
0.997
0.949
0.902
0.878
0.854
0.829
7.73
6.77
5.82
4.86
4.39
3.91
3.42
0.694
0.612
0.531
0.448
0.406
0.363
0.319
L7×4×3/4
×5/8
×1/2
×7/16
×3/8
9.00
7.79
6.48
5.79
5.06
3.01
2.56
2.10
1.86
1.61
1.08
1.10
1.11
1.12
1.12
1.00
0.958
0.910
0.886
0.861
5.60
4.69
3.77
3.31
2.84
0.553
0.464
0.376
0.331
0.286
L6×6×1
×7/8
×3/4
×5/8
×9/16
×1/2
×7/16
×3/8
×5/16
35.4
31.9
28.1
24.1
22.0
19.9
17.6
15.4
13.0
8.55
7.61
6.64
5.64
5.12
4.59
4.06
3.51
2.95
1.79
1.81
1.82
1.84
1.85
1.86
1.86
1.87
1.88
1.86
1.81
1.77
1.72
1.70
1.67
1.65
1.62
1.60
15.4
13.7
11.9
10.1
9.18
8.22
7.25
6.27
5.26
Shape
Qs
Axis Z-Z
x–
Z
xp
I
S
r
Tan
␣
Fy = 36
ksi
in.
1.56
1.56
1.57
1.57
1.58
1.58
1.59
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.997
0.959
0.912
7.60
6.71
5.82
4.91
4.45
3.98
3.51
1.28
1.28
1.29
1.29
1.30
1.30
1.31
0.542
0.546
0.550
0.554
0.556
0.557
0.559
1.00
1.00
1.00
0.997
0.959
0.912
0.850
7.83
6.97
6.14
5.24
4.78
4.32
3.84
3.48
3.06
2.65
2.24
2.03
1.82
1.61
0.844
0.846
0.850
0.856
0.859
0.863
0.867
0.247
0.252
0.257
0.262
0.264
0.266
0.268
1.00
1.00
1.00
0.997
0.959
0.912
0.850
5.63
4.81
3.94
3.50
3.04
2.57
2.16
1.76
1.55
1.34
0.855
0.860
0.866
0.869
0.873
0.324
0.329
0.334
0.337
0.339
1.00
1.00
0.965
0.912
0.840
0.917 14.9
0.813 13.3
0.705 11.6
0.594 9.81
0.538 8.90
0.481 8.06
0.423 7.05
0.365 6.21
0.306 5.20
5.70
5.18
4.63
4.04
3.73
3.40
3.05
2.69
2.30
1.17
1.17
1.17
1.17
1.18
1.18
1.18
1.19
1.19
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.973
0.912
0.826
Note: For workable gages, refer to Table 1-7A. For compactness criteria, refer to Table 1-7B.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01A:14th Ed_
1/20/11
7:28 AM
Page 44
1–44
DIMENSIONS AND PROPERTIES
Table 1-7 (continued)
Angles
Properties
Flexural-Torsional
Properties
Axis X-X
Shape
L6×4×7/8
×3/4
×5/8
×9/16
×1/2
×7/16
×3/8
×5/16
k
Wt.
Area,
A
in.
13/8
11/4
11/8
11/16
1
15/16
7/8
13/16
lb/ft
27.2
23.6
20.0
18.1
16.2
14.3
12.3
10.3
in.2
8.00
6.94
5.86
5.31
4.75
4.18
3.61
3.03
L6×31/2×1/2 1
15.3
7/8
×3/8
11.7
×5/16 13/16 9.80
L5×5×7/8
×3/4
×5/8
×1/2
×7/16
×3/8
×5/16
I
S
r
y–
Z
yp
J
Cw
–r
o
in.4
27.7
24.5
21.0
19.2
17.3
15.4
13.4
11.4
in.3
7.13
6.23
5.29
4.81
4.31
3.81
3.30
2.77
in.
1.86
1.88
1.89
1.90
1.91
1.92
1.93
1.94
in.
2.12
2.07
2.03
2.00
1.98
1.95
1.93
1.90
in.3
12.7
11.1
9.44
8.59
7.71
6.81
5.89
4.96
in.
1.43
1.37
1.31
1.28
1.25
1.22
1.19
1.15
in.4
2.03
1.31
0.775
0.572
0.407
0.276
0.177
0.104
in.6
4.04
2.64
1.59
1.18
0.843
0.575
0.369
0.217
in.
2.82
2.85
2.88
2.90
2.91
2.93
2.94
2.96
4.50 16.6
3.44 12.9
2.89 10.9
4.23
3.23
2.72
1.92
1.93
1.94
2.07
2.02
2.00
7.49
5.74
4.84
1.50
1.41
1.38
0.386
0.168
0.0990
0.779
0.341
0.201
2.88
2.90
2.92
13/8
11/4
11/8
1
15/16
7/8
13/16
27.2
23.6
20.0
16.2
14.3
12.3
10.3
8.00
6.98
5.90
4.79
4.22
3.65
3.07
17.8
15.7
13.6
11.3
10.0
8.76
7.44
5.16
4.52
3.85
3.15
2.78
2.41
2.04
1.49
1.50
1.52
1.53
1.54
1.55
1.56
1.56
1.52
1.47
1.42
1.40
1.37
1.35
9.31
8.14
6.93
5.66
5.00
4.33
3.65
0.800 2.07
0.698 1.33
0.590 0.792
0.479 0.417
0.422 0.284
0.365 0.183
0.307 0.108
3.53
2.32
1.40
0.744
0.508
0.327
0.193
2.64
2.67
2.70
2.73
2.74
2.76
2.77
L5×31/2×3/4 13/16
×5/8 11/16
15/16
×1/2
13/16
×3/8
3/4
×5/16
11/16
×1/4
19.8
16.8
13.6
10.4
8.70
7.00
5.85 13.9
4.93 12.0
4.00 10.0
3.05 7.75
2.56 6.58
2.07 5.36
4.26
3.63
2.97
2.28
1.92
1.55
1.55
1.56
1.58
1.59
1.60
1.61
1.74
1.69
1.65
1.60
1.57
1.55
7.60
6.50
5.33
4.09
3.45
2.78
1.10 1.09
1.06 0.651
1.00 0.343
0.933 0.150
0.904 0.0883
0.860 0.0464
1.52
0.918
0.491
0.217
0.128
0.0670
2.36
2.39
2.42
2.45
2.47
2.48
3/4
11/16
12.8
11.3
9.80
8.20
6.60
3.75
3.31
2.86
2.41
1.94
9.43
8.41
7.35
6.24
5.09
2.89
2.56
2.22
1.87
1.51
1.58
1.59
1.60
1.61
1.62
1.74
1.72
1.69
1.67
1.64
5.12
4.53
3.93
3.32
2.68
1.25
1.22
1.19
1.14
1.12
0.322
0.220
0.141
0.0832
0.0438
0.444
0.304
0.196
0.116
0.0606
2.38
2.39
2.41
2.42
2.43
L4×4×3/4 11/8
×5/8 1
7/8
×1/2
13/16
×7/16
3/4
×3/8
11/16
×5/16
5/8
×1/4
18.5
15.7
12.8
11.3
9.80
8.20
6.60
5.44
4.61
3.75
3.30
2.86
2.40
1.93
7.62
6.62
5.52
4.93
4.32
3.67
3.00
2.79
2.38
1.96
1.73
1.50
1.27
1.03
1.18
1.20
1.21
1.22
1.23
1.24
1.25
1.27
1.22
1.18
1.15
1.13
1.11
1.08
5.02
4.28
3.50
3.10
2.69
2.26
1.82
0.680 1.02
0.576 0.610
0.469 0.322
0.413 0.220
0.358 0.141
0.300 0.0832
0.241 0.0438
1.12
0.680
0.366
0.252
0.162
0.0963
0.0505
2.10
2.13
2.16
2.18
2.19
2.21
2.22
L5×3×1/2
×7/16
×3/8
×5/16
×1/4
15/16
7/8
13/16
Note: For workable gages, refer to Table 1-7A. For compactness criteria, refer to Table 1-7B.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01A_14th Ed._Nov. 19, 2012 14-11-10 9:55 AM Page 45
(Black plate)
1–45
DIMENSIONS AND PROPERTIES
Table 1-7 (continued)
Angles
Properties
L6-L4
Axis Y-Y
Qs
Axis Z-Z
Shape
I
S
r
x–
L6×4×7/8
×3/4
×5/8
×9/16
×1/2
×7/16
×3/8
×5/16
in.4
9.70
8.63
7.48
6.86
6.22
5.56
4.86
4.13
in.3
3.37
2.95
2.52
2.29
2.06
1.83
1.58
1.34
in.
1.10
1.12
1.13
1.14
1.14
1.15
1.16
1.17
in.
1.12
1.07
1.03
1.00
0.981
0.957
0.933
0.908
in.3
6.26
5.42
4.56
4.13
3.69
3.24
2.79
2.33
in.
0.667
0.578
0.488
0.443
0.396
0.348
0.301
0.253
in.4
5.82
5.08
4.32
3.93
3.54
3.14
2.73
2.31
in.3
2.91
2.51
2.12
1.92
1.72
1.51
1.31
1.10
L6×31/2×1/2
×3/8
×5/16
4.24
3.33
2.84
1.59
1.22
1.03
0.968
0.984
0.991
0.829
0.781
0.756
2.88
2.18
1.82
0.375
0.287
0.241
2.59
2.01
1.70
L5×5×7/8
×3/4
×5/8
×1/2
×7/16
×3/8
×5/16
17.8
15.7
13.6
11.3
10.0
8.76
7.44
5.16
4.52
3.85
3.15
2.78
2.41
2.04
1.49
1.50
1.52
1.53
1.54
1.55
1.56
1.56
1.52
1.47
1.42
1.40
1.37
1.35
9.31
8.14
6.93
5.66
5.00
4.33
3.65
0.800
0.698
0.590
0.479
0.422
0.365
0.307
L5×31/2×3/4
×5/8
×1/2
×3/8
×5/16
×1/4
5.52
4.80
4.02
3.15
2.69
2.20
2.20
1.88
1.55
1.19
1.01
0.816
0.974
0.987
1.00
1.02
1.02
1.03
0.993
0.947
0.901
0.854
0.829
0.804
4.07
3.43
2.79
2.12
1.77
1.42
L5×3×1/2
×7/16
×3/8
×5/16
×1/4
2.55
2.29
2.01
1.72
1.41
1.13
1.00
0.874
0.739
0.600
0.824
0.831
0.838
0.846
0.853
0.746
0.722
0.698
0.673
0.648
L4×4×3/4
×5/8
×1/2
×7/16
×3/8
×5/16
×1/4
7.62
6.62
5.52
4.93
4.32
3.67
3.00
2.79
2.38
1.96
1.73
1.50
1.27
1.03
1.18
1.20
1.21
1.22
1.23
1.24
1.25
1.27
1.22
1.18
1.15
1.13
1.11
1.08
Z
xp
I
S
r
Tan
␣
Fy = 36
ksi
in.
0.854
0.856
0.859
0.861
0.864
0.867
0.870
0.874
0.421
0.428
0.435
0.438
0.440
0.443
0.446
0.449
1.00
1.00
1.00
1.00
1.00
0.973
0.912
0.826
1.34
1.02
0.859
0.756
0.763
0.767
0.343
0.349
0.352
1.00
0.912
0.826
7.60
6.55
5.62
4.64
4.04
3.55
3.00
3.43
3.08
2.70
2.29
2.06
1.83
1.58
0.971
0.972
0.975
0.980
0.983
0.986
0.990
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.983
0.912
0.585
0.493
0.400
0.305
0.256
0.207
3.23
2.74
2.26
1.73
1.47
1.19
1.90
1.60
1.29
0.985
0.827
0.667
0.744
0.746
0.750
0.755
0.758
0.761
0.464
0.472
0.479
0.485
0.489
0.491
1.00
1.00
1.00
0.983
0.912
0.804
2.08
1.82
1.57
1.31
1.05
0.375
0.331
0.286
0.241
0.194
1.55
1.37
1.20
1.01
0.825
0.953
0.840
0.726
0.610
0.491
0.642
0.644
0.646
0.649
0.652
0.357
0.361
0.364
0.368
0.371
1.00
1.00
0.983
0.912
0.804
5.02
4.28
3.50
3.10
2.69
2.26
1.82
0.680
0.576
0.469
0.413
0.358
0.300
0.241
3.25
2.76
2.25
1.99
1.73
1.46
1.19
1.81
1.59
1.35
1.22
1.08
0.936
0.776
0.774
0.774
0.776
0.777
0.779
0.781
0.783
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.997
0.912
Note: For workable gages, refer to Table 1-7A. For compactness criteria, refer to Table 1-7B.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01A:14th Ed_
1/20/11
7:28 AM
Page 46
1–46
DIMENSIONS AND PROPERTIES
Table 1-7 (continued)
Angles
Properties
Flexural-Torsional
Properties
Axis X-X
Wt.
Area,
A
I
S
r
y–
Z
yp
in.
lb/ft
7/8
11.9
3/4
9.10
11/16
7.70
5/8
6.20
in.2
3.50
2.68
2.25
1.82
in.4
5.30
4.15
3.53
2.89
in.3
1.92
1.48
1.25
1.01
in.
1.23
1.25
1.25
1.26
in.
1.24
1.20
1.17
1.14
in.3
3.46
2.66
2.24
1.81
L4×3×5/8 1
13.6
7/8
×1/2
11.1
3/4
×3/8
8.50
11/16
×5/16
7.20
5/8
×1/4
5.80
3.99
3.25
2.49
2.09
1.69
6.01
5.02
3.94
3.36
2.75
2.28 1.23
1.87 1.24
1.44 1.26
1.22 1.27
0.988 1.27
1.37
1.32
1.27
1.25
1.22
11.1
9.80
8.50
7.20
5.80
3.25
2.89
2.50
2.10
1.70
3.63
3.25
2.86
2.44
2.00
1.48 1.05
1.32 1.06
1.15 1.07
0.969 1.08
0.787 1.09
10.2
9.10
7.90
6.60
5.40
3.02
2.67
2.32
1.95
1.58
3.45
3.10
2.73
2.33
1.92
9.40
7.20
6.10
4.90
2.77
2.12
1.79
1.45
9.40
8.30
7.20
6.10
4.90
3.71
8.50
7.60
6.60
5.60
4.50
3.39
Shape
L4×31/2×1/2
×3/8
×5/16
×1/4
k
L31/2×31/2×1/2
×7/16
×3/8
×5/16
×1/4
7/8
13/16
L31/2×3×1/2
7/8
13/16
×7/16
×3/8
×5/16
×1/4
L31/2×21/2×1/2
×3/8
×5/16
×1/4
L3×3×1/2
×7/16
×3/8
×5/16
×1/4
×3/16
L3×21/2×1/2
×7/16
×3/8
×5/16
×1/4
×3/16
3/4
11/16
5/8
3/4
11/16
5/8
7/8
3/4
11/16
5/8
7/8
13/16
3/4
11/16
5/8
9/16
7/8
13/16
3/4
11/16
5/8
9/16
Cw
–r
o
in.
in.4
0.500 0.301
0.427 0.132
0.400 0.0782
0.360 0.0412
in.6
0.302
0.134
0.0798
0.0419
in.
2.03
2.06
2.08
2.09
4.08
3.36
2.60
2.19
1.77
0.808 0.529
0.750 0.281
0.680 0.123
0.656 0.0731
0.620 0.0386
0.472
0.255
0.114
0.0676
0.0356
1.91
1.94
1.97
1.98
1.99
1.05
1.03
1.00
0.979
0.954
2.66
2.36
2.06
1.74
1.41
0.464 0.281
0.413 0.192
0.357 0.123
0.300 0.0731
0.243 0.0386
0.238
0.164
0.106
0.0634
0.0334
1.87
1.89
1.90
1.92
1.93
1.45 1.07
1.29 1.08
1.12 1.09
0.951 1.09
0.773 1.10
1.12
1.09
1.07
1.05
1.02
2.61
2.32
2.03
1.72
1.39
0.480 0.260
0.449 0.178
0.407 0.114
0.380 0.0680
0.340 0.0360
0.191
0.132
0.0858
0.0512
0.0270
1.75
1.76
1.78
1.79
1.80
3.24
2.56
2.20
1.81
1.41 1.08
1.09 1.10
0.925 1.11
0.753 1.12
1.20
1.15
1.13
1.10
2.52
1.96
1.67
1.36
0.730 0.234
0.673 0.103
0.636 0.0611
0.600 0.0322
0.159
0.0714
0.0426
0.0225
1.66
1.69
1.71
1.72
2.76
2.43
2.11
1.78
1.44
1.09
2.20
1.98
1.75
1.50
1.23
0.948
1.06 0.895
0.946 0.903
0.825 0.910
0.699 0.918
0.569 0.926
0.433 0.933
0.929
0.907
0.884
0.860
0.836
0.812
1.91
1.70
1.48
1.26
1.02
0.774
0.460 0.230
0.405 0.157
0.352 0.101
0.297 0.0597
0.240 0.0313
0.182 0.0136
0.144
1.59
0.100
1.60
0.0652 1.62
0.0390 1.64
0.0206 1.65
0.00899 1.67
2.50
2.22
1.93
1.63
1.32
1.00
2.07
1.87
1.65
1.41
1.16
0.899
1.03 0.910
0.921 0.917
0.803 0.924
0.681 0.932
0.555 0.940
0.423 0.947
0.995
0.972
0.949
0.925
0.900
0.874
1.86
1.66
1.45
1.23
1.000
0.761
0.500 0.213
0.463 0.146
0.427 0.0943
0.392 0.0560
0.360 0.0296
0.333 0.0130
0.112
1.46
0.0777 1.48
0.0507 1.49
0.0304 1.51
0.0161 1.52
0.00705 1.54
Note: For workable gages, refer to Table 1-7A. For compactness criteria, refer to Table 1-7B.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
J
AISC_PART 01A_14th Ed._Nov. 19, 2012 14-11-10 10:03 AM Page 47
(Black plate)
1–47
DIMENSIONS AND PROPERTIES
Table 1-7 (continued)
Angles
Properties
L4-L3
Axis Y-Y
Qs
Axis Z-Z
Shape
I
S
r
x–
L4×31/2×1/2
×3/8
×5/16
×1/4
in.4
3.76
2.96
2.52
2.07
in.3
1.50
1.16
0.980
0.794
in.
1.04
1.05
1.06
1.07
in.
0.994
0.947
0.923
0.897
in.3
2.69
2.06
1.74
1.40
in.
0.438
0.335
0.281
0.228
in.4
1.79
1.39
1.16
0.953
in.3
1.17
0.938
0.811
0.653
L4×3×5/8
×1/2
×3/8
×5/16
×1/4
2.85
2.40
1.89
1.62
1.33
1.34
1.10
0.851
0.721
0.585
0.845
0.858
0.873
0.880
0.887
0.867
0.822
0.775
0.750
0.725
2.45
1.99
1.52
1.28
1.03
0.499
0.406
0.311
0.261
0.211
1.59
1.30
1.00
0.849
0.692
L31/2×31/2×1/2
×7/16
×3/8
×5/16
×1/4
3.63
3.25
2.86
2.44
2.00
1.48
1.32
1.15
0.969
0.787
1.05
1.06
1.07
1.08
1.09
1.05
1.03
1.00
0.979
0.954
2.66
2.36
2.06
1.74
1.41
0.464
0.413
0.357
0.300
0.243
L31/2×3×1/2
×7/16
×3/8
×5/16
×1/4
2.32
2.09
1.84
1.58
1.30
1.09
0.971
0.847
0.718
0.585
0.877
0.885
0.892
0.900
0.908
0.869
0.846
0.823
0.798
0.773
1.97
1.75
1.52
1.28
1.04
L31/2×21/2×1/2
×3/8
×5/16
×1/4
1.36
1.09
0.937
0.775
0.756
0.589
0.501
0.410
0.701
0.716
0.723
0.731
0.701
0.655
0.632
0.607
L3×3×1/2
×7/16
×3/8
×5/16
×1/4
×3/16
2.20
1.98
1.75
1.50
1.23
0.948
1.06
0.946
0.825
0.699
0.569
0.433
0.895
0.903
0.910
0.918
0.926
0.933
L3×21/2×1/2
×7/16
×3/8
×5/16
×1/4
×3/16
1.29
1.17
1.03
0.888
0.734
0.568
0.736
0.656
0.573
0.487
0.397
0.303
0.718
0.724
0.731
0.739
0.746
0.753
Z
xp
I
S
r
Tan
␣
Fy = 36
ksi
in.
0.716
0.719
0.721
0.723
0.750
0.755
0.757
0.759
1.00
1.00
0.997
0.912
1.13
0.927
0.705
0.591
0.476
0.631
0.633
0.636
0.638
0.639
0.534
0.542
0.551
0.554
0.558
1.00
1.00
1.00
0.997
0.912
1.51
1.33
1.17
0.984
0.802
1.01
0.920
0.821
0.714
0.598
0.679
0.681
0.683
0.685
0.688
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.965
0.431
0.381
0.331
0.279
0.226
1.15
1.02
0.894
0.758
0.622
0.851
0.774
0.692
0.602
0.487
0.618
0.620
0.622
0.624
0.628
0.713
0.717
0.720
0.722
0.725
1.00
1.00
1.00
1.00
0.965
1.39
1.07
0.900
0.728
0.396
0.303
0.256
0.207
0.781
0.609
0.518
0.426
0.649
0.496
0.419
0.340
0.532
0.535
0.538
0.541
0.485
0.495
0.500
0.504
1.00
1.00
1.00
0.965
0.929
0.907
0.884
0.860
0.836
0.812
1.91
1.70
1.48
1.26
1.02
0.774
0.460
0.405
0.352
0.297
0.240
0.182
0.922
0.817
0.716
0.606
0.490
0.373
0.703
0.639
0.570
0.496
0.415
0.326
0.580
0.580
0.581
0.583
0.585
0.586
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.912
0.746
0.724
0.701
0.677
0.653
0.627
1.34
1.19
1.03
0.873
0.707
0.536
0.417
0.370
0.322
0.272
0.220
0.167
0.665
0.594
0.514
0.435
0.355
0.271
0.568
0.517
0.463
0.404
0.327
0.247
0.516
0.516
0.517
0.518
0.520
0.521
0.666
0.671
0.675
0.679
0.683
0.687
1.00
1.00
1.00
1.00
1.00
0.912
Note: For workable gages, refer to Table 1-7A. For compactness criteria, refer to Table 1-7B.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01A:14th Ed_
1/20/11
7:29 AM
Page 48
1–48
DIMENSIONS AND PROPERTIES
Table 1-7 (continued)
Angles
Properties
Flexural-Torsional
Properties
Axis X-X
Shape
L3×2×1/2
×3/8
×5/16
×1/4
×3/16
L21/2×21/2×1/2
k
Wt.
Area,
A
in.
lb/ft
7.70
5.90
5.00
4.10
3.07
in.2
2.26
1.75
1.48
1.20
0.917
in.4
1.92
1.54
1.32
1.09
0.847
7.70
5.90
5.00
4.10
3.07
2.26
1.73
1.46
1.19
0.901
5.30
4.50
3.62
2.75
1.55
1.32
1.07
0.818
13/16
11/16
5/8
9/16
1/2
3/4
×3/8
×5/16
×1/4
×3/16
5/8
L21/2×2×3/8
×5/16
×1/4
×3/16
5/8
9/16
L21/2×11/2×1/4
1/2
9/16
1/2
7/16
1/2
7/16
×3/16
7/16
L2×2×3/8
×5/16
×1/4
×3/16
×1/8
5/8
9/16
1/2
7/16
3/8
y–
Z
yp
in.3
in.
1.00 0.922
0.779 0.937
0.662 0.945
0.541 0.953
0.414 0.961
in.
1.08
1.03
1.01
0.980
0.952
in.3
1.78
1.39
1.19
0.969
0.743
in.
in.4
0.740 0.192
0.667 0.0855
0.632 0.0510
0.600 0.0270
0.555 0.0119
in.6
in.
0.0908 1.39
0.0413 1.42
0.0248 1.43
0.0132 1.45
0.00576 1.46
1.22
0.972
0.837
0.692
0.535
0.716 0.735
0.558 0.749
0.474 0.756
0.387 0.764
0.295 0.771
0.803
0.758
0.735
0.711
0.687
1.29
1.01
0.853
0.695
0.529
0.452 0.188
0.346 0.0833
0.292 0.0495
0.238 0.0261
0.180 0.0114
0.0791
0.0362
0.0218
0.0116
0.00510
1.30
1.33
1.35
1.36
1.38
0.914
0.790
0.656
0.511
0.546 0.766
0.465 0.774
0.381 0.782
0.293 0.790
0.826
0.803
0.779
0.754
0.982
0.839
0.688
0.529
0.433 0.0746
0.388 0.0444
0.360 0.0235
0.319 0.0103
0.0268
0.0162
0.00868
0.00382
1.22
1.23
1.25
1.26
3.19
2.44
0.947 0.594 0.364 0.792
0.724 0.464 0.280 0.801
0.866
0.839
0.644 0.606 0.0209 0.00694
0.497 0.569 0.00921 0.00306
1.19
1.20
4.70
3.92
3.19
2.44
1.65
1.37
1.16
0.944
0.722
0.491
0.632
0.609
0.586
0.561
0.534
0.629
0.537
0.440
0.338
0.230
I
S
0.476
0.414
0.346
0.271
0.189
r
0.348 0.591
0.298 0.598
0.244 0.605
0.188 0.612
0.129 0.620
J
Cw
0.343 0.0658
0.290 0.0393
0.236 0.0209
0.181 0.00921
0.123 0.00293
–r
o
0.0174 1.05
0.0106 1.06
0.00572 1.08
0.00254 1.09
0.000789 1.10
Table 1-7A
Workable Gages in Angle Legs, in.
Leg
8
g
g1
g2
41/2
3
3
7
6
4
21/2
3
31/2
21/4
21/2
5
4
3
2
13/4
21/2
31/2
3
21/2
2
2
13/4
13/8
11/8
13/4 11/2 13/8 11/4
1
7/8
7/8
Note: Other gages are permitted to suit specific requirements subject to clearances and edge distance limitations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
3/4
1
5/8
AISC_PART 01A_14th Ed._Nov. 19, 2012 14-11-10 10:09 AM Page 49
(Black plate)
1–49
DIMENSIONS AND PROPERTIES
Table 1-7 (continued)
Angles
Properties
L3-L2
Axis Y-Y
Qs
Axis Z-Z
Shape
I
S
r
x–
L3×2×1/2
×3/8
×5/16
×1/4
×3/16
in.4
0.667
0.539
0.467
0.390
0.305
in.3
0.470
0.368
0.314
0.258
0.198
in.
0.543
0.555
0.562
0.569
0.577
in.
0.580
0.535
0.511
0.487
0.462
in.3
0.887
0.679
0.572
0.463
0.351
in.
0.377
0.292
0.247
0.200
0.153
in.4
0.409
0.319
0.271
0.223
0.173
in.3
0.411
0.313
0.264
0.214
0.163
L21/2×21/2×1/2
×3/8
×5/16
×1/4
×3/16
1.22
0.972
0.837
0.692
0.535
0.716
0.558
0.474
0.387
0.295
0.735
0.749
0.756
0.764
0.771
0.803
0.758
0.735
0.711
0.687
1.29
1.01
0.853
0.695
0.529
0.452
0.346
0.292
0.238
0.180
0.526
0.400
0.338
0.276
0.209
L21/2×2×3/8
×5/16
×1/4
×3/16
0.513
0.446
0.372
0.292
0.361
0.309
0.253
0.195
0.574
0.581
0.589
0.597
0.578
0.555
0.532
0.508
0.657
0.557
0.454
0.347
0.310
0.264
0.214
0.164
0.273
0.233
0.192
0.148
L21/2×11/2×1/4
×3/16
0.160
0.126
0.142
0.110
0.411
0.418
0.372
0.347
0.261
0.198
L2×2×3/8
×5/16
×1/4
×3/16
×1/8
0.476
0.414
0.346
0.271
0.189
0.348
0.298
0.244
0.188
0.129
0.591
0.598
0.605
0.612
0.620
0.632
0.609
0.586
0.561
0.534
0.629
0.537
0.440
0.338
0.230
Z
xp
I
S
r
Tan
␣
Fy = 36
ksi
in.
0.425
0.426
0.428
0.431
0.435
0.413
0.426
0.432
0.437
0.442
1.00
1.00
1.00
1.00
0.912
0.459
0.373
0.326
0.274
0.216
0.481
0.481
0.481
0.482
0.482
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.983
0.295
0.260
0.213
0.163
0.419
0.420
0.423
0.426
0.612
0.618
0.624
0.628
1.00
1.00
1.00
0.983
0.189
0.145
0.0977 0.119 0.321
0.0754 0.0914 0.324
0.354
0.360
1.00
0.983
0.343
0.290
0.236
0.181
0.123
0.203
0.172
0.142
0.109
0.0756
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.912
0.227
0.200
0.171
0.137
0.0994
0.386
0.386
0.387
0.389
0.391
Table 1-7B
Compactness Criteria for Angles
Compression
t
nonslender
up to
Flexure
compact
up to
Compression
noncompact
up to
t
nonslender
up to
Width of angle leg, in.
11/8
1
7/8
3/4
5/8
9/16
1/2
8
7
6
8
7
Flexure
compact
up to
noncompact
up to
Width of angle leg, in.
—
—
—
—
—
—
8
7/16
3/8
5/16
1/4
3/16
1/8
5
4
4
3
2
11/2
Note: Compactness criteria given for Fy = 36 ksi. Cv = 1.0 for all angles.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
6
5
4
31/2
21/2
11/2
8
8
8
6
4
3
AISC_PART 01A:14th Ed_
1/20/11
7:29 AM
Page 50
1–50
DIMENSIONS AND PROPERTIES
Table 1-8
WT-Shapes
Dimensions
Stem
Shape
Area,
A
v
in.
Area
in.
2
Width,
bf
Thickness,
tf
in.
in.
in.
kdet
Workable
Gage
kdes
in.
in.
in.
22 1.03 1
213/4 0.865 7/8
215/8 0.785 13/16
211/2 0.710 11/16
1/2
22.6
7/16 18.9
7/16 17.0
3/8 15.2
15.9
15.8
15.8
15.8
16
1.77
157/8 1.58
153/4 1.42
153/4 1.22
13/4
19/16
17/16
11/4
2.56
2.36
2.20
2.01
25/8
27/16
21/4
21/16
51/2
WT20×296.5 h 87.2
×251.5 h 74.0
×215.5 h 63.3
×198.5 h 58.3
×186 h 54.7
×181c,h 53.2
×162 c 47.7
×148.5 c 43.6
×138.5 c 40.7
×124.5 c 36.7
×107.5 c,v 31.8
×99.5 c,v 29.2
21.5
21.0
20.6
20.5
20.3
20.3
20.1
19.9
19.8
19.7
19.5
19.3
211/2 1.79 113/16
21 1.54 19/16
205/8 1.34 15/16
201/2 1.22 11/4
203/8 1.16 13/16
201/4 1.12 11/8
201/8 1.00 1
197/8 0.930 15/16
197/8 0.830 13/16
193/4 0.750 3/4
191/2 0.650 5/8
193/8 0.650 5/8
15/16 38.5
13/16 32.3
16.7
16.4
16.2
16.1
16.1
16.0
15.9
15.8
15.8
15.8
15.8
15.8
163/4 3.23
163/8 2.76
161/4 2.36
161/8 2.20
161/8 2.05
16
2.01
157/8 1.81
157/8 1.65
157/8 1.58
153/4 1.42
153/4 1.22
153/4 1.07
31/4 4.41
23/4 3.94
23/8 3.54
23/16 3.38
21/16 3.23
2
3.19
113/16 2.99
15/8 2.83
19/16 2.76
17/16 2.60
11/4 2.40
11/16 2.25
41/2
4
35/8
31/2
35/16
31/4
31/16
215/16
27/8
211/16
21/2
25/16
71/2
WT20×196 h
×165.5 h
×163.5 h
×147 c
×139 c
×132 c
×117.5 c
×105.5 c
×91.5 c,v
×83.5 c,v
×74.5 c,v
20.8
20.4
20.4
20.2
20.1
20.0
19.8
19.7
19.5
19.3
19.1
203/4 1.42 17/16
203/8 1.22 11/4
203/8 1.18 13/16
201/4 1.06 11/16
201/8 1.03 1
20 0.960 15/16
197/8 0.830 13/16
195/8 0.750 3/4
191/2 0.650 5/8
191/4 0.650 5/8
191/8 0.630 5/8
3/4
12.4
12.2
12.1
12.0
12.0
11.9
11.9
11.8
11.8
11.8
11.8
123/8 2.52 21/2 3.70
121/8 2.13 21/8 3.31
121/8 2.13 21/8 3.31
12
1.93 115/16 3.11
12
1.81 113/16 2.99
117/8 1.73 13/4 2.91
117/8 1.58 19/16 2.76
113/4 1.42 17/16 2.60
113/4 1.20 13/16 2.38
113/4 1.03 1
2.21
113/4 0.830 13/16 2.01
313/16
33/8
33/8
33/16
31/16
3
27/8
211/16
21/2
25/16
21/8
71/2
57.8
48.8
47.9
43.1
41.0
38.7
34.6
31.1
26.7
24.5
21.9
in.
tw
ᎏ
2
Distance
k
22.0
21.8
21.7
21.5
in.
h
2
Thickness,
tw
Flange
49.2
42.6
38.5
33.9
WT22×167.5 c
×145 c
×131c
×115 c,v
c
Depth,
d
11/16 27.6
5/8
25.0
23.6
9/16 22.7
1/2 20.1
1/2 18.5
7/16 16.5
3/8 14.8
5/16 12.7
5/16 12.6
5/8
29.4
24.9
5/8 24.1
9/16 21.4
1/2 20.6
1/2 19.2
7/16 16.5
3/8 14.8
5/16 12.7
5/16 12.5
5/16 12.0
5/8
Shape is slender for compression with Fy = 50 ksi.
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
Shear strength controlled by buckling effects (Cv < 1.0) with Fy = 50 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01A:14th Ed_
1/20/11
7:29 AM
Page 51
DIMENSIONS AND PROPERTIES
1–51
Table 1-8 (continued)
WT-Shapes
Properties
Nominal
Wt.
Compact
Section
Criteria
Axis X-X
WT22-WT20
Qs
Axis Y-Y
J
Cw
in.4
in.6
0.824
0.630
0.525
0.436
37.2
25.4
18.6
12.4
438
275
200
139
240
197
164
150
138
135
119
107
102
90.8
77.8
68.2
1.00
1.00
1.00
1.00
1.00
0.991
0.890
0.824
0.697
0.579
0.445
0.454
221
2340
138
1400
88.2
881
70.6
677
57.7
558
54.2
511
39.6
362
30.5
279
25.7
218
19.0
158
12.4
101
9.12
83.5
2.64 106
2.57 85.7
2.58 85.0
2.55 75.0
2.52 69.9
2.52 66.0
2.54 59.0
2.51 52.1
2.49 44.0
2.40 37.8
2.29 30.9
1.00
1.00
1.00
0.940
0.920
0.854
0.697
0.579
0.445
0.454
0.436
85.4
52.5
51.4
38.2
32.4
27.9
20.6
15.2
9.65
6.99
4.66
d
ᎏ
tw
I
S
r
y–
Z
yp
I
S
r
Z
lb/ft
167.5
145
131
115
b
ᎏf
2tf
in.4
in.3
in.
in.
in.3
in.
in.4
in.3
in.
in.3
4.50
5.02
5.57
6.45
21.4
25.2
27.6
30.3
2170 131
1830 111
1640 99.4
1440 88.6
6.63
6.54
6.53
6.53
5.53
5.26
5.19
5.17
234
196
176
157
1.54
1.35
1.22
1.07
600
521
462
398
75.2
65.9
58.6
50.5
3.49 118
3.49 102
3.47 90.9
3.43 78.3
296.5
251.5
215.5
198.5
186
181
162
148.5
138.5
124.5
107.5
99.5
2.58
2.98
3.44
3.66
3.93
3.99
4.40
4.80
5.03
5.55
6.45
7.39
12.0
13.6
15.4
16.8
17.5
18.1
20.1
21.4
23.9
26.3
30.0
29.7
3310
2730
2290
2070
1930
1870
1650
1500
1360
1210
1030
988
209
174
148
134
126
122
108
98.9
88.6
79.4
68.0
66.5
6.16
6.07
6.01
5.96
5.95
5.92
5.88
5.87
5.78
5.75
5.71
5.81
5.66
5.38
5.18
5.03
4.98
4.91
4.77
4.71
4.50
4.41
4.28
4.47
379
314
266
240
225
217
192
176
157
140
120
117
2.61 1260
2.25 1020
1.95 843
1.81 771
1.70 709
1.66 691
1.50 609
1.38 546
1.29 522
1.16 463
1.01 398
0.929 347
151
124
104
95.7
88.3
86.3
76.6
69.0
65.9
58.8
50.5
44.1
3.80
3.72
3.65
3.63
3.60
3.60
3.57
3.54
3.58
3.55
3.54
3.45
196
165.5
163.5
147
139
132
117.5
105.5
91.5
83.5
74.5
2.45
2.86
2.85
3.11
3.31
3.45
3.77
4.17
4.92
5.76
7.11
14.6
16.7
17.3
19.1
19.5
20.8
23.9
26.3
30.0
29.7
30.3
2270
1880
1840
1630
1550
1450
1260
1120
955
899
815
153
128
125
111
106
99.2
85.7
76.7
65.7
63.7
59.7
6.27
6.21
6.19
6.14
6.14
6.11
6.04
6.01
5.98
6.05
6.10
5.94
5.74
5.66
5.51
5.51
5.41
5.17
5.08
4.97
5.19
5.45
275
231
224
199
191
178
153
137
117
115
108
2.33
2.00
1.98
1.80
1.71
1.63
1.45
1.31
1.13
1.10
1.72
64.9
52.9
52.7
46.7
43.5
41.3
37.3
33.0
28.0
23.9
19.4
401
322
320
281
261
246
222
195
165
141
114
Torsional
Properties
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
Fy = 50
ksi
796
484
449
322
282
233
156
113
71.2
62.9
51.9
AISC_PART 01A:14th Ed_
1/20/11
7:29 AM
Page 52
1–52
DIMENSIONS AND PROPERTIES
Table 1-8 (continued)
WT-Shapes
Dimensions
Stem
Area,
A
Shape
Depth,
d
2
in.
in.
v
Area
in.
2
Thickness,
tf
in.
in.
in.
in.
in.
413/16
43/16
4
33/4
37/16
35/16
31/8
3
27/8
23/4
25/8
29/16
71/2
1.73 13/4 2.48
1.57 19/16 2.32
1.36 13/8 2.11
1.26 11/4 2.01
1.18 13/16 1.93
1.10 11/8 1.85
1.02 1
1.77
0.940 15/16 1.69
0.790 13/16 1.54
25/8
27/16
25/16
23/16
21/8
2
115/16
17/8
111/16
51/2
33/16
215/16
23/4
25/8
27/16
21/4
21/8
2
5 1/2
17.6
17.2
17.1
17.0
16.8
16.7
16.6
16.7
16.6
16.6
16.5
16.5
175/8 3.54
171/4 2.91
171/8 2.68
17
2.44
167/8 2.20
163/4 2.01
165/8 1.85
165/8 1.68
165/8 1.57
161/2 1.44
161/2 1.35
161/2 1.26
WT18×128 c
×116 c
×105 c
×97 c
×91c
×85 c
×80 c
×75 c
×67.5 c,v
37.6
34.0
30.9
28.5
26.8
25.0
23.5
22.1
19.9
18.7
18.6
18.3
18.2
18.2
18.1
18.0
17.9
17.8
183/4 0.960
181/2 0.870
183/8 0.830
181/4 0.765
181/8 0.725
181/8 0.680
18 0.650
177/8 0.625
173/4 0.600
18.0
16.1
7/16 15.2
3/8 14.0
3/8 13.2
3/8 12.3
5/16 11.7
5/16 11.2
5/16 10.7
12.2
12.1
12.2
12.1
12.1
12.0
12.0
12.0
12.0
121/4
121/8
121/8
121/8
121/8
12
12
12
12
5/8
16.2
16.1
16.0
15.9
15.8
15.9
15.8
15.7
161/4 2.28
161/8 2.09
16
1.89
157/8 1.73
153/4 1.57
157/8 1.40
153/4 1.28
153/4 1.15
57.0
52.1
46.8
42.8
38.7
35.6
32.6
29.7
18.0
17.8
17.6
17.4
17.3
17.1
17.0
16.8
1/2
7/16
13/16
3/4
3/4
11/16
5/8
5/8
5/8
11/4
18 1.26
173/4 1.16 13/16
175/8 1.04 11/16
173/8 0.960 15/16
171/4 0.870 7/8
171/8 0.830 13/16
17 0.775 3/4
167/8 0.715 11/16
22.6
20.6
9/16 18.3
1/2 16.7
7/16 15.0
7/16 14.2
3/8 13.1
3/8 12.0
5/8
kdes
in.
201/2 1.97 2
1
40.4
13/16 32.0
197/8 1.61 15/8
3/4 29.5
195/8 1.50 11/2
11/16 26.4
193/8 1.36 13/8
5/8 23.4
191/4 1.22 11/4
9/16 21.3
19 1.12 11/8
1/2 19.2
187/8 1.02 1
185/8 0.945 15/16 1/2 17.6
7/16 16.4
181/2 0.885 7/8
183/8 0.840 13/16 7/16 15.5
183/8 0.800 13/16 7/16 14.7
3/8 13.9
181/4 0.760 3/4
7/8
kdet
Workable
Gage
k
39/16 4.49
215/16 3.86
211/16 3.63
27/16 3.39
23/16 3.15
2
2.96
17/8 2.80
111/16 2.63
19/16 2.52
17/16 2.39
13/8 2.30
11/4 2.21
20.5
19.9
19.7
19.4
19.2
19.0
18.8
18.7
18.6
18.4
18.3
18.2
15/16
Distance
Width,
bf
96.2
77.8
71.7
64.9
58.1
53.0
48.4
44.5
41.5
38.5
36.3
34.1
WT16.5×193.5
×177 h
×159
×145.5 c
×131.5 c
×120.5 c
×110.5 c
×100.5 c
h
in.
tw
ᎏ
2
WT18×326 h
×264.5 h
×243.5 h
×220.5 h
×197.5 h
×180.5h
×165 c
×151c
×141c
×131c
×123.5 c
×115.5c
h
c
Thickness,
tw
Flange
21/4
21/16
17/8
13/4
19/16
13/8
11/4
11/8
Shape is slender for compression with Fy = 50 ksi.
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
Shear strength controlled by buckling effects (Cv < 1.0) with Fy = 50 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
3.07
2.88
2.68
2.52
2.36
2.19
2.06
1.94
AISC_PART 01A:14th Ed_
1/20/11
7:29 AM
Page 53
DIMENSIONS AND PROPERTIES
1–53
Table 1-8 (continued)
WT-Shapes
Properties
Nominal
Wt.
Compact
Section
Criteria
Axis X-X
WT18-WT16.5
Qs
Axis Y-Y
J
Cw
in.4
in.6
1.00
1.00
1.00
1.00
1.00
1.00
0.976
0.905
0.844
0.799
0.748
0.697
295
163
128
96.6
70.7
54.1
42.0
32.1
26.3
20.8
17.3
14.3
3070
1600
1250
914
652
491
372
285
231
185
155
129
68.5
60.9
53.4
48.8
45.3
41.8
38.6
35.4
29.8
0.920
0.824
0.794
0.702
0.635
0.566
0.522
0.489
0.454
26.4
19.7
13.9
11.1
9.20
7.51
6.17
5.04
3.48
205
151
119
92.7
77.6
63.2
53.6
46.0
37.3
156
141
125
113
101
90.8
82.1
73.3
1.00
1.00
1.00
0.991
0.900
0.864
0.799
0.718
73.9
57.1
42.1
32.5
24.3
18.0
13.9
10.4
615
468
335
256
188
146
113
84.9
d
ᎏ
tw
I
S
r
y–
Z
yp
I
S
r
Z
lb/ft
326
264.5
243.5
220.5
197.5
180.5
165
151
141
131
123.5
115.5
b
ᎏf
2tf
in.4
in.3
in.
in.
in.3
in.
in.4
in.3
in.
in.3
2.48
2.96
3.19
3.48
3.83
4.16
4.49
4.96
5.29
5.75
6.11
6.54
10.4
12.4
13.1
14.3
15.7
17.0
18.4
19.8
21.0
21.9
22.9
23.9
3160
2440
2220
1980
1740
1570
1410
1280
1190
1110
1040
978
208
164
150
134
119
107
97.0
88.8
82.6
77.5
73.3
69.1
5.74
5.60
5.57
5.52
5.47
5.43
5.39
5.37
5.36
5.36
5.36
5.36
5.35
4.96
4.84
4.69
4.53
4.42
4.30
4.22
4.16
4.14
4.12
4.10
383
298
272
242
213
192
173
158
146
137
129
122
2.73
2.26
2.10
1.91
1.73
1.59
1.46
1.33
1.25
1.16
1.10
1.03
1610
1240
1120
997
877
786
711
648
599
545
507
470
184
145
131
117
104
94.0
85.5
77.8
72.2
65.8
61.4
57.0
4.10
4.00
3.96
3.92
3.88
3.85
3.83
3.82
3.80
3.76
3.74
3.71
290
227
206
184
162
146
132
120
112
102
94.8
88.0
128
116
105
97
91
85
80
75
67.5
3.53
3.86
4.48
4.81
5.12
5.47
5.88
6.37
7.56
19.5 1210
21.4 1080
22.0 985
23.8 901
25.1 845
26.6 786
27.7 740
28.6 698
29.7 637
87.4
78.5
73.1
67.0
63.1
58.9
55.8
53.1
49.7
5.66
5.63
5.65
5.62
5.62
5.61
5.61
5.62
5.66
4.92
4.82
4.87
4.80
4.77
4.73
4.74
4.78
4.96
156
140
131
120
113
105
100
95.5
90.1
1.54
1.40
1.27
1.18
1.11
1.04
0.980
0.923
1.23
264
234
206
187
174
160
147
135
113
43.2
38.6
33.8
30.9
28.8
26.6
24.6
22.5
18.9
2.65
2.62
2.58
2.56
2.55
2.53
2.50
2.47
2.38
193.5
177
159
145.5
131.5
120.5
110.5
100.5
3.55
3.85
4.23
4.60
5.03
5.66
6.20
6.85
14.3
15.3
16.9
18.1
19.9
20.6
21.9
23.5
1460 107
1320 96.8
1160 85.8
1060 78.3
943 70.2
872 65.8
799 60.8
725 55.5
5.07
5.03
4.99
4.96
4.93
4.96
4.95
4.95
4.27
4.15
4.02
3.93
3.83
3.84
3.81
3.77
193
174
154
140
125
116
107
97.8
1.76
1.62
1.46
1.35
1.23
1.12
1.03
0.940
810
729
645
581
517
466
420
375
100
90.6
80.7
73.1
65.5
58.8
53.2
47.6
3.77
3.74
3.71
3.68
3.65
3.62
3.59
3.56
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
Torsional
Properties
Fy = 50
ksi
AISC_PART 01A:14th Ed_
1/20/11
7:29 AM
Page 54
1–54
DIMENSIONS AND PROPERTIES
Table 1-8 (continued)
WT-Shapes
Dimensions
Stem
Area,
A
Shape
in.
Depth,
d
2
in.
Thickness,
tw
in.
Area
in.
2
Width,
bf
kdes
in.
in.
in.
111/2
115/8
111/2
111/2
111/2
1.22 11/4 1.92
1.06 11/16 1.76
0.960 15/16 1.66
0.855 7/8 1.56
0.740 3/4 1.44
21/8
115/16
113/16
13/4
15/8
51/2
165/8 1.36 13/8
163/8 1.24 11/4
161/4 1.14 11/8
16 1.02 1
153/4 0.930 15/16
155/8 0.830 13/16
151/2 0.775 3/4
153/8 0.710 11/16
151/4 0.655 5/8
11/16 22.6
15.6
15.5
15.4
15.3
15.2
15.1
15.1
15.0
15.0
155/8
151/2
153/8
151/4
151/8
15
151/8
15
15
2.44
2.24
2.05
1.85
1.65
1.50
1.32
1.19
1.07
27/16
21/4
21/16
17/8
15/8
11/2
15/16
13/16
11/16
3.23
3.03
2.84
2.64
2.44
2.29
2.10
1.97
1.85
33/8
31/8
215/16
23/4
29/16
23/8
21/4
21/16
2
51/2
15.3
15.2
15.1
15.0
14.9
14.8
14.8
153/8 0.650
151/8 0.615
151/8 0.585
15 0.565
147/8 0.545
147/8 0.520
143/4 0.470
5/16
10.0
9.32
5/16
8.82
5/16
8.48
5/16
8.13
1/4
7.71
1/4
6.94
10.5
10.5
10.5
10.5
10.5
10.5
10.4
101/2
101/2
101/2
101/2
101/2
101/2
103/8
1.18 13/16 1.83
1.00 1
1.65
0.930 15/16 1.58
0.850 7/8 1.50
0.760 3/4 1.41
0.670 11/16 1.32
0.610 5/8 1.26
21/16
17/8
113/16
13/4
111/16
19/16
11/2
51/2
16.3
15.2
15.0
14.8
14.6
14.5
14.3
14.2
14.1
13.9
13.8
13.7
161/4 1.97 2
1
32.0
11/16 21.0
151/4 1.38 13/8
5/8 18.9
15 1.26 11/4
143/4 1.16 13/16 5/8 17.2
145/8 1.06 11/16 9/16 15.5
1/2 14.2
141/2 0.980 1
143/8 0.910 15/16 1/2 13.0
141/4 0.830 13/16 7/16 11.8
3/8 10.5
14 0.750 3/4
3/8 10.1
137/8 0.725 3/4
133/4 0.660 11/16 3/8 9.10
5/16
133/4 0.605 5/8
8.28
15.3
14.7
14.6
14.4
14.4
14.3
14.2
14.1
14.0
14.1
14.0
14.0
151/4
145/8
141/2
141/2
143/8
141/4
141/4
141/8
14
141/8
14
14
3.54 39/16 4.33
2.48 21/2 3.27
2.28 21/4 3.07
2.09 21/16 2.88
1.93 115/16 2.72
1.77 13/4 2.56
1.61 15/8 2.40
1.50 11/2 2.29
1.34 15/16 2.13
1.19 13/16 1.98
1.08 11/16 1.87
0.975 1
1.76
47/16
33/8
33/16
3
213/16
211/16
21/2
23/8
21/4
21/16
2
17/8
51/2g
51/2
167/8 0.670
163/4 0.635
165/8 0.605
161/2 0.580
163/8 0.550
WT15×195.5 h
×178.5 h
×163 h
×146
×130.5
×117.5 c
×105.5 c
×95.5 c
×86.5 c
57.6
52.5
48.0
43.0
38.5
34.7
31.1
28.0
25.4
16.6
16.4
16.2
16.0
15.8
15.7
15.5
15.3
15.2
WT15×74c
×66 c
×62 c
×58 c
×54c
×49.5 c
×45 c,v
21.8
19.5
18.2
17.1
15.9
14.5
13.2
79.3
54.2
49.5
45.2
41.5
38.1
34.7
32.0
28.6
26.3
23.8
21.6
11/16
5/8
5/8
9/16
9/16
5/8
5/8
9/16
9/16
9/16
1/2
1/2
5/8
20.3
9/16 18.5
1/2 16.3
1/2 14.7
7/16 13.0
3/8 12.0
3/8 10.9
5/16 10.0
5/16
in.
kdet
Workable
Gage
11.5
11.6
11.5
11.5
11.5
16.9
16.7
16.7
16.5
16.4
in.
Thickness,
tf
11.3
5/16 10.6
5/16 10.1
5/16
9.60
5/16
9.04
24.7
22.5
20.7
19.1
17.4
WT13.5×269.5
×184h
×168 h
×153.5 h
×140.5
×129
×117.5
×108.5
×97 c
×89 c
×80.5 c
×73 c
tw
ᎏ
2
Distance
k
3/8
WT16.5×84.5 c
×76 c
×70.5 c
×65 c
×59 c,v
h
Flange
in.
Shape is slender for compression with Fy = 50 ksi.
The actual size, combination and orientation of fastener components should be compared with the geometry of the
cross section to ensure compatibility.
h
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
v
Shear strength controlled by buckling effects (Cv < 1.0) with Fy = 50 ksi.
c
g
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01A:14th Ed_
1/20/11
7:29 AM
Page 55
DIMENSIONS AND PROPERTIES
1–55
Table 1-8 (continued)
WT-Shapes
Properties
Nominal
Wt.
Compact
Section
Criteria
Axis X-X
WT16.5-WT13.5
Qs
Axis Y-Y
Torsional
Properties
J
Cw
in.4
in.6
0.630
0.579
0.525
0.496
0.451
8.81
6.16
4.84
3.67
2.64
55.4
43.0
35.4
29.3
23.4
155
140
126
111
97.9
87.5
77.2
68.9
61.4
1.00
1.00
1.00
1.00
1.00
0.951
0.895
0.819
0.733
86.3
66.6
51.2
37.5
26.9
20.1
14.1
10.5
7.78
636
478
361
257
184
133
96.4
71.2
53.0
2.28
2.25
2.23
2.19
2.15
2.10
2.09
33.9
29.2
27.0
24.6
21.9
19.3
17.3
0.718
0.657
0.601
0.570
0.537
0.493
0.403
7.24
4.85
3.98
3.21
2.49
1.88
1.41
37.6
28.5
23.9
20.5
17.3
14.3
10.5
3.65
3.48
3.45
3.41
3.39
3.36
3.33
3.32
3.29
3.25
3.23
3.20
218
140
126
113
103
93.3
83.8
77.0
67.8
60.8
54.5
48.8
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.956
0.935
0.849
0.763
d
ᎏ
tw
I
S
r
y–
Z
yp
I
S
r
Z
lb/ft
84.5
76
70.5
65
59
b
ᎏf
2tf
in.4
in.3
in.
in.
in.3
in.
in.4
in.3
in.
in.3
4.71
5.48
6.01
6.73
7.76
25.2
26.3
27.6
28.4
29.8
649
592
552
513
469
51.1
47.4
44.7
42.1
39.2
5.12
5.14
5.15
5.18
5.20
4.21
4.26
4.29
4.36
4.47
90.8
84.5
79.8
75.6
70.8
1.08
0.967
0.901
0.832
0.862
155
136
123
109
93.5
27.0
23.6
21.3
18.9
16.3
2.50
2.47
2.43
2.38
2.32
42.1
36.9
33.4
29.7
25.6
195.5
178.5
163
146
130.5
117.5
105.5
95.5
86.5
3.19
3.45
3.75
4.12
4.59
5.02
5.74
6.35
7.01
12.2
13.2
14.2
15.7
17.0
18.9
20.0
21.5
23.2
1220
1090
981
861
765
674
610
549
497
96.9
87.2
78.8
69.6
62.4
55.1
50.5
45.7
41.7
4.61
4.56
4.52
4.48
4.46
4.41
4.43
4.42
4.42
4.00
3.87
3.76
3.62
3.54
3.41
3.39
3.34
3.31
177
159
143
125
112
98.2
89.5
80.8
73.5
1.85
1.70
1.56
1.41
1.27
1.15
1.03
0.935
0.851
774
693
622
549
480
427
378
336
299
99.2
89.6
81.0
71.9
63.3
56.8
50.1
44.7
39.9
3.67
3.64
3.60
3.58
3.53
3.51
3.49
3.46
3.42
74
66
62
58
54
49.5
45
4.44
5.27
5.65
6.17
6.89
7.80
8.52
23.5
24.7
25.8
26.5
27.3
28.5
31.5
466
421
396
373
349
322
290
40.6
37.4
35.3
33.7
32.0
30.0
27.1
4.63
4.66
4.66
4.67
4.69
4.71
4.69
3.84
3.90
3.90
3.94
4.01
4.09
4.04
72.2
66.8
63.1
60.4
57.7
54.4
49.0
1.04
0.921
0.867
0.815
0.757
0.912
0.835
114
98.0
90.4
82.1
73.0
63.9
57.3
21.7
18.6
17.2
15.6
13.9
12.2
11.0
269.5
184
168
153.5
140.5
129
117.5
108.5
97
89
80.5
73
2.15
2.96
3.19
3.46
3.72
4.03
4.41
4.71
5.24
5.92
6.49
7.16
8.30 1530 128
11.0
939 81.7
11.9
839 73.4
12.8
753 66.4
13.8
677 59.9
14.8
613 54.7
15.7
556 50.0
17.1
502 45.2
18.8
444 40.3
19.2
414 38.2
20.9
372 34.4
22.6
336 31.2
4.39
4.16
4.12
4.08
4.04
4.02
4.00
3.96
3.94
3.97
3.95
3.95
4.34
3.71
3.58
3.47
3.35
3.27
3.20
3.10
3.02
3.04
2.98
2.94
242
151
135
121
109
98.9
89.9
81.1
71.8
67.7
60.8
55.0
2.60 1060
1.85 655
1.70 587
1.56 527
1.44 477
1.33 430
1.22 384
1.13 352
1.02 309
0.932 278
0.849 248
0.772 222
138
89.3
80.8
72.9
66.4
60.2
54.2
49.9
44.1
39.4
35.4
31.7
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
Fy = 50
ksi
247
1740
84.5
532
65.4
401
50.5
304
39.6
232
30.7
178
23.4
135
18.8
105
13.5
74.3
10.0
57.7
7.53
42.7
5.62
31.7
AISC_PART 01A:14th Ed_
1/20/11
7:29 AM
Page 56
1–56
DIMENSIONS AND PROPERTIES
Table 1-8 (continued)
WT-Shapes
Dimensions
Stem
Shape
Area,
A
Depth,
d
2
in.
Thickness,
tw
tw
ᎏ
2
Area
2
Width,
bf
Distance
Thickness,
tf
in.
in.
in.
in.
5/16
5/16
1/2
1/4
1/2
1/4
7/16
1/4
10.0
10.1
10.0
10.0
10.0
10
101/8
10
10
10
1.10 11/8 1.70
0.930 15/16 1.53
0.830 13/16 1.43
0.745 3/4 1.34
0.640 5/8 1.24
2
113/16
13/4
15/8
19/16
51/2
9/16
8.43
7.78
6.98
6.60
6.14
14.0
13.8
13.6
13.4
13.2
13.0
12.9
12.7
12.6
12.5
12.4
12.2
12.1
12.0
14 1.52 11/2
133/4 1.38 13/8
135/8 1.26 11/4
133/8 1.16 13/16
131/8 1.04 11/16
13 0.960 15/16
127/8 0.870 7/8
123/4 0.810 13/16
125/8 0.750 3/4
121/2 0.705 11/16
123/8 0.650 5/8
121/4 0.605 5/8
121/8 0.550 9/16
12 0.500 1/2
3/4
21.3
13.7
13.5
13.4
13.3
13.2
13.1
13.0
13.0
12.9
13.0
12.9
12.9
12.8
12.8
135/8 2.72 23/4 3.22
131/2 2.48 21/2 2.98
133/8 2.28 21/4 2.78
131/4 2.09 21/16 2.59
131/8 1.89 17/8 2.39
131/8 1.73 13/4 2.23
13
1.57 19/16 2.07
13
1.46 17/16 1.96
127/8 1.34 15/16 1.84
13
1.22 11/4 1.72
127/8 1.09 11/16 1.59
127/8 0.960 15/16 1.46
123/4 0.850 7/8 1.35
123/4 0.750 3/4 1.25
35/8
33/8
33/16
3
213/16
25/8
21/2
23/8
21/4
21/8
2
17/8
13/4
15/8
51/2
12.3
12.2
12.1
12.0
11.9
121/4 0.550
121/8 0.515
12 0.470
12 0.440
117/8 0.415
9/16
5/16
1/4
1/2
1/4
7/16
1/4
7/16
1/4
6.75
6.26
5.66
5.26
4.92
9.00
9.07
9.02
8.99
8.97
9
91/8
9
9
9
17/8
13/4
111/16
19/16
11/2
51/2
1/2
51/2g
51/2g
9.11 11.9 117/8 0.430
8.10 11.8 113/4 0.395
7/16
1/4
3/8
3/16
5.10
4.66
7.04 7
7.01 7
1.09 11/2
1.01 17/16
31/2
31/2
18.9
16.8
15.0
13.8
12.4
13.8
13.6
13.5
13.5
13.4
137/8 0.610
135/8 0.570
131/2 0.515
131/2 0.490
133/8 0.460
WT12×185 h
×167.5 h
×153 h
×139.5 h
×125
×114.5
×103.5
×96
×88
×81
×73 c
×65.5 c
×58.5 c
×52 c
54.5
49.1
44.9
41.0
36.8
33.6
30.3
28.2
25.8
23.9
21.5
19.3
17.2
15.3
WT12×51.5c
×47 c
×42 c
×38 c
×34 c
15.1
13.8
12.4
11.2
10.0
WT12×31c
×27.5 c,v
11/16 19.0
5/8
17.1
15.5
9/16 13.7
1/2 12.5
7/16 11.2
7/16 10.3
3/8
9.47
3/8
8.81
5/16
8.04
5/16
7.41
5/16
6.67
1/4
6.02
5/8
in.
kdes
in.
WT13.5×64.5 c
×57 c
×51c
×47 c
×42 c
in.
kdet
Workable
Gage
k
5/8
in.
in.
Flange
0.980 1
1.48
0.875 7/8 1.38
0.770 3/4 1.27
0.680 11/16 1.18
0.585 9/16 1.09
0.590
0.505
9/16
1/2
Shape is slender for compression with Fy = 50 ksi.
The actual size, combination and orientation of fastener components should be compared with the geometry of the
cross section to ensure compatibility.
h
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
v
Shear strength controlled by buckling effects (Cv < 1.0) with Fy = 50 ksi.
c
g
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01A:14th Ed_
1/20/11
7:29 AM
Page 57
DIMENSIONS AND PROPERTIES
1–57
Table 1-8 (continued)
WT-Shapes
Properties
Nominal
Wt.
Compact
Section
Criteria
Axis X-X
WT13.5-WT12
Qs
Axis Y-Y
Torsional
Properties
J
Cw
in.4
in.6
5.55
3.65
2.63
2.01
1.40
24.0
17.5
12.6
10.2
7.79
3.27 133
3.23 119
3.20 107
3.17 96.3
3.14 85.2
3.11 77.0
3.08 68.6
3.07 63.1
3.04 57.3
3.05 52.6
3.01 46.6
2.97 40.7
2.94 35.7
2.91 31.2
1.00 100
1.00
75.6
1.00
58.4
1.00
45.1
1.00
33.2
1.00
25.5
1.00
19.1
1.00
15.3
1.00
11.9
1.00
9.22
0.940
6.70
0.885
4.74
0.794
3.35
0.692
2.35
553
405
305
230
165
125
91.3
72.5
55.8
43.8
31.9
23.1
16.4
11.6
1.99
1.98
1.95
1.92
1.87
0.773
0.707
0.606
0.537
0.486
d
ᎏ
tw
I
S
r
y–
Z
yp
I
S
r
Z
lb/ft
64.5
57
51
47
42
b
ᎏf
2tf
in.4
in.3
in.
in.
in.3
in.
in.4
in.3
in.
in.3
4.55
5.41
6.03
6.70
7.78
22.6
23.9
26.2
27.6
29.1
323
289
258
239
216
31.0
28.3
25.3
23.8
21.9
4.13
4.15
4.14
4.16
4.18
3.39
3.42
3.37
3.41
3.48
55.1
50.4
45.0
42.4
39.2
0.945
0.832
0.750
0.692
0.621
92.2
79.3
69.6
62.0
52.8
18.4
15.8
13.9
12.4
10.6
2.21
2.18
2.15
2.12
2.07
28.8
24.6
21.7
19.4
16.6
185
167.5
153
139.5
125
114.5
103.5
96
88
81
73
65.5
58.5
52
2.51
2.73
2.94
3.18
3.49
3.79
4.14
4.43
4.81
5.31
5.92
6.70
7.53
8.50
9.20 779
10.0 686
10.8 611
11.6 546
12.7 478
13.5 431
14.8 382
15.7 350
16.8 319
17.7 293
19.1 264
20.2 238
22.0 212
24.0 189
74.7
66.3
59.4
53.6
47.2
42.9
38.3
35.2
32.2
29.9
27.2
24.8
22.3
20.0
3.78
3.73
3.69
3.65
3.61
3.58
3.55
3.53
3.51
3.50
3.50
3.52
3.51
3.51
3.57 140
3.42 123
3.29 110
3.18 98.8
3.05 86.5
2.96 78.1
2.87 69.3
2.80 63.5
2.74 57.8
2.70 53.3
2.66 48.2
2.65 43.9
2.62 39.2
2.59 35.1
1.99 581
1.82 513
1.67 460
1.54 412
1.39 362
1.28 326
1.17 289
1.09 265
1.00 240
0.921 221
0.833 195
0.750 170
0.672 149
0.600 130
85.1
75.9
68.6
61.9
54.9
49.7
44.4
40.9
37.2
34.2
30.3
26.5
23.2
20.3
51.5
47
42
38
34
4.59
5.18
5.86
6.61
7.66
22.4
23.7
25.7
27.3
28.7
204
186
166
151
137
22.0
20.3
18.3
16.9
15.6
3.67
3.67
3.67
3.68
3.70
3.01
2.99
2.97
3.00
3.06
39.2
36.1
32.5
30.1
27.9
0.841
0.764
0.685
0.622
0.560
59.7
54.5
47.2
41.3
35.2
13.3
12.0
10.5
9.18
7.85
31
5.97 27.7
27.5 6.94 29.9
131
117
15.6
14.1
3.79
3.80
3.46
3.50
28.4 1.28
25.6 1.53
17.2
14.5
4.90 1.38
4.15 1.34
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
20.7
18.7
16.3
14.3
12.3
Fy = 50
ksi
0.763
0.697
0.583
0.525
0.473
7.85 0.522
6.65 0.448
3.53 12.3
2.62
9.57
1.84
6.90
1.34
5.30
0.932 4.08
0.850
0.588
3.92
2.93
AISC_PART 01A:14th Ed_
1/20/11
7:30 AM
Page 58
1–58
DIMENSIONS AND PROPERTIES
Table 1-8 (continued)
WT-Shapes
Dimensions
Stem
Area,
A
Shape
Depth,
d
2
in.
in.
WT10.5×100.5
×91
×83
×73.5
×66
×61
×55.5 c
×50.5 c
c
WT10.5×46.5
×41.5 c
×36.5 c
×34 c
×31c
×27.5 c
×24 c,f,v
c
WT10.5×28.5
×25 c
×22 c,v
WT9×155.5 h
×141.5 h
×129 h
×117 h
×105.5
×96
×87.5
×79
×71.5
×65
×59.5
×53
×48.5
×43 c
×38 c
Thickness,
tw
in.
in.
2
Width,
bf
in.
in.
21/2
23/8
21/4
2
115/16
113/16
13/4
111/16
51/2
5/16
1/4
7/16
1/4
7/16
1/4
3/8
3/16
3/8
3/16
3/8
3/16
6.27
5.52
4.83
4.54
4.20
3.90
3.61
8.42
8.36
8.30
8.27
8.24
8.22
8.14
83/8
83/8
81/4
81/4
81/4
81/4
81/8
0.930
0.835
0.740
0.685
0.615
0.522
0.430
1.43 15/8
1.34 11/2
3/4
1.24 17/16
11/16 1.19 13/8
5/8
1.12 15/16
1/2
1.02 13/16
7/16 0.930 11/8
51/2
1/2
3/8
3/16
3/16
3/8
3/16
4.26
3.96
3.62
6.56 61/2 0.650
6.53 61/2 0.535
6.50 61/2 0.450
5/8
3/8
31/2
31/2g
31/2g
3/4
17.0
12.0
11.9
11.8
11.7
11.6
11.5
11.4
11.3
11.2
11.2
11.3
11.2
11.1
11.1
11.0
13.7 10.8
12.2 10.7
10.7 10.6
10.0 10.6
9.13 10.5
8.10 10.4
7.07 10.3
103/4 0.580
103/4 0.515
105/8 0.455
105/8 0.430
101/2 0.400
103/8 0.375
101/4 0.350
9/16
101/2
3/4
3/4
5/8
5/8
9/16
1/2
11.2 111/8 1.52 11/2
10.9 107/8 1.40 13/8
10.7 103/4 1.28 11/4
10.5 101/2 1.16 13/16
10.3 103/8 1.06 11/16
10.2 101/8 0.960 15/16
10.0 10 0.890 7/8
9.86 97/8 0.810 13/16
9.75 93/4 0.730 3/4
9.63 95/8 0.670 11/16
9.49 91/2 0.655 5/8
9.37 93/8 0.590 9/16
9.30 91/4 0.535 9/16
9.20 91/4 0.480 1/2
9.11 91/8 0.425 7/16
11/16 15.3
5/8
13.7
12.2
9/16 11.0
1/2
9.77
7/16
8.92
7/16
7.99
3/8
7.11
3/8
6.45
5/16
6.21
5/16
5.53
5/16
4.97
1/4
4.41
1/4
3.87
5/8
in.
kdes
in.
1/2
in.
kdet
Workable
Gage
1.63 15/8 2.13
1.48 11/2 1.98
1.36 13/8 1.86
1.15 11/8 1.65
1.04 11/16 1.54
0.960 15/16 1.46
0.875 7/8 1.38
0.800 13/16 1.30
13/16
in.
Thickness,
tf
125/8
121/2
123/8
121/2
121/2
123/8
123/8
121/4
15/16
45.8
41.7
38.0
34.3
31.2
28.1
25.7
23.2
21.0
19.2
17.6
15.6
14.2
12.7
11.1
Area
12.6
12.5
12.4
12.5
12.4
12.4
12.3
12.3
111/2 0.910
113/8 0.830
111/4 0.750
11 0.720
107/8 0.650
107/8 0.600
103/4 0.550
105/8 0.500
8.37 10.5
0.405
7.36 10.4 103/8 0.380
6.49 10.3 103/8 0.350
tw
ᎏ
2
Distance
k
10.5
7/16
9.43
3/8
8.43
3/8
7.94
5/16
7.09
5/16
6.50
5/16
5.92
1/4
5.34
11.5
11.4
11.2
11.0
10.9
10.8
10.8
10.7
29.6
26.8
24.4
21.6
19.4
17.9
16.3
14.9
Flange
15/16
13/16
9/16
7/16
1.15 15/16
1.04 11/4
0.950 11/8
12
2.74 23/4 3.24
117/8 2.50 21/2 3.00
113/4 2.30 25/16 2.70
115/8 2.11 21/8 2.51
111/2 1.91 115/16 2.31
111/2 1.75 13/4 2.15
113/8 1.59 19/16 1.99
111/4 1.44 17/16 1.84
111/4 1.32 15/16 1.72
111/8 1.20 13/16 1.60
111/4 1.06 11/16 1.46
111/4 0.940 15/16 1.34
111/8 0.870 7/8 1.27
111/8 0.770 3/4 1.17
11
0.680 11/16 1.08
37/16
33/16
3
23/4
29/16
27/16
27/16
23/8
23/16
21/16
115/16
113/16
13/4
15/8
19/16
Shape is slender for compression with Fy = 50 ksi.
Shape exceeds compact limit for flexure with Fy = 50 ksi.
The actual size, combination and orientation of fastener components should be compared with the geometry of the
cross section to ensure compatibility.
h
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
v
Shear strength controlled by buckling effects (Cv < 1.0) with Fy = 50 ksi.
c
f
g
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
51/2
AISC_PART 01A:14th Ed_
1/20/11
7:30 AM
Page 59
DIMENSIONS AND PROPERTIES
1–59
Table 1-8 (continued)
WT-Shapes
Properties
Nominal
Wt.
Compact
Section
Criteria
Axis X-X
WT10.5-WT9
Qs
Axis Y-Y
J
Cw
in.4
in.6
1.00
1.00
1.00
1.00
1.00
1.00
0.915
0.824
20.4
15.3
11.8
7.69
5.62
4.47
3.40
2.60
85.4
63.0
47.3
32.5
23.4
18.4
13.8
10.4
0.966
0.854
0.728
0.657
0.579
0.522
0.463
3.01
2.16
1.51
1.22
0.913
0.617
0.400
9.33
6.50
4.42
3.62
2.78
2.08
1.52
7.40 0.597
6.08 0.533
5.07 0.463
0.884
0.570
0.383
2.50
1.89
1.40
87.2
66.5
51.1
39.1
29.1
22.3
16.8
12.5
9.58
7.23
5.30
3.73
2.92
2.04
1.41
339
251
189
140
102
75.7
56.5
41.2
30.7
22.8
17.4
12.1
9.29
6.42
4.37
d
ᎏ
tw
I
S
r
y–
Z
yp
I
S
r
Z
lb/ft
100.5
91
83
73.5
66
61
55.5
50.5
b
ᎏf
2tf
in.4
in.3
in.
in.
in.3
in.
in.4
in.3
in.
in.3
3.86
4.22
4.57
5.44
6.01
6.45
7.05
7.68
12.6
13.7
14.9
15.3
16.8
18.0
19.6
21.4
285
253
226
204
181
166
150
135
31.9
28.5
25.5
23.7
21.1
19.3
17.5
15.8
3.10
3.07
3.04
3.08
3.06
3.04
3.03
3.01
2.57
2.48
2.39
2.39
2.33
2.28
2.23
2.18
58.6
52.1
46.3
42.4
37.6
34.3
31.0
27.9
1.18 271
1.07 241
0.983 217
0.864 188
0.780 166
0.724 152
0.662 137
0.605 124
43.1
38.6
35.0
30.0
26.7
24.6
22.2
20.2
3.02
3.00
2.99
2.95
2.93
2.91
2.90
2.89
66.5
59.5
53.9
46.3
41.1
37.8
34.1
30.8
46.5
41.5
36.5
34
31
27.5
24
4.53
5.00
5.60
6.04
6.70
7.87
9.47
18.6
20.8
23.3
24.7
26.3
27.7
29.4
144 17.9
127 15.7
110 13.8
103 12.9
93.8 11.9
84.4 10.9
74.9 9.90
3.25
3.22
3.21
3.20
3.21
3.23
3.26
2.74
2.66
2.60
2.59
2.58
2.64
2.74
31.8
28.0
24.4
22.9
21.1
19.4
17.8
0.812
0.728
0.647
0.606
0.554
0.493
0.459
46.4
40.7
35.3
32.4
28.7
24.2
19.4
11.0
9.74
8.51
7.83
6.97
5.89
4.76
1.84
1.83
1.81
1.80
1.77
1.73
1.66
17.3
15.2
13.3
12.2
10.9
9.18
7.44
90.4 11.8 3.29
80.3 10.7 3.30
71.1 9.68 3.31
2.85
2.93
2.98
21.2 0.638
19.4 0.771
17.6 1.06
15.3
12.5
10.3
4.67 1.35
3.82 1.30
3.18 1.26
2.93
2.80
2.68
2.55
2.44
2.34
2.26
2.17
2.09
2.02
2.03
1.97
1.91
1.86
1.80
90.6
80.2
71.0
62.4
55.0
48.5
43.6
38.5
34.0
30.5
28.7
25.2
22.6
19.9
17.3
28.5 5.04 25.9
25
6.10 27.4
22
7.22 29.4
155.5
141.5
129
117
105.5
96
87.5
79
71.5
65
59.5
53
48.5
43
38
2.19
2.38
2.56
2.76
3.02
3.27
3.58
3.92
4.25
4.65
5.31
5.96
6.41
7.20
8.11
7.37 383 46.6
7.79 337 41.5
8.36 298 37.0
9.05 261 32.7
9.72 229 29.1
10.6 202 25.8
11.2 181 23.4
12.2 160 20.8
13.4 142 18.5
14.4 127 16.7
14.5 119 15.9
15.9 104 14.1
17.4
93.8 12.7
19.2
82.4 11.2
21.4
71.8 9.83
2.89
2.85
2.80
2.75
2.72
2.68
2.66
2.63
2.60
2.58
2.60
2.59
2.56
2.55
2.54
1.91 398
1.75 352
1.61 314
1.48 279
1.34 246
1.23 220
1.13 196
1.02 174
0.937 156
0.856 139
0.778 126
0.695 110
0.640 100
0.570 87.6
0.505 76.2
66.2
59.2
53.4
47.9
42.7
38.4
34.4
30.7
27.7
24.9
22.5
19.7
18.0
15.8
13.8
2.95 104
2.91 92.5
2.88 83.1
2.85 74.4
2.82 66.1
2.79 59.4
2.76 53.1
2.74 47.4
2.72 42.7
2.70 38.3
2.69 34.5
2.66 30.2
2.65 27.6
2.63 24.2
2.61 21.1
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
Torsional
Properties
Fy = 50
ksi
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.935
0.824
AISC_PART 01A:14th Ed_
1/20/11
7:30 AM
Page 60
1–60
DIMENSIONS AND PROPERTIES
Table 1-8 (continued)
WT-Shapes
Dimensions
Stem
Shape
Area,
A
2
Depth,
d
Thickness,
tw
Flange
tw
ᎏ
2
Area
2
Width,
bf
Distance
Thickness,
tf
kdes
kdet
in.
in.
in.
in.
in.
in.
WT9×35.5 c
×32.5 c
×30 c
×27.5 c
×25 c
10.4
9.55
8.82
8.10
7.34
9.24
9.18
9.12
9.06
9.00
91/4 0.495
91/8 0.450
91/8 0.415
9 0.390
9 0.355
1/2
1/4
7/16
1/4
7/16
1/4
3/8
3/16
3/8
3/16
4.57
4.13
3.78
3.53
3.19
7.64
7.59
7.56
7.53
7.50
WT9×23 c
×20 c
×17.5 c,v
6.77 9.03
5.88 8.95
5.15 8.85
9 0.360
9 0.315
87/8 0.300
3/8
3/16
5/16
3/16
5/16
3/16
3.25
2.82
2.66
6.06 6
6.02 6
6.00 6
WT8×50
×44.5
×38.5 c
×33.5 c
14.7
13.1
11.3
9.81
8.49
8.38
8.26
8.17
81/2 0.585
83/8 0.525
81/4 0.455
81/8 0.395
9/16
1/2
5/16
1/4
7/16
1/4
3/8
3/16
4.96
4.40
3.76
3.23
10.4
10.4
10.3
10.2
103/8
103/8
101/4
101/4
0.985 1
1.39
0.875 7/8 1.28
0.760 3/4 1.16
0.665 11/16 1.07
WT8×28.5 c
×25 c
×22.5 c
×20 c
×18 c
8.39
7.37
6.63
5.89
5.29
8.22
8.13
8.07
8.01
7.93
81/4 0.430
81/8 0.380
81/8 0.345
8 0.305
77/8 0.295
7/16
1/4
3/16
3/8
3/16
5/16
3/16
5/16
3/16
3.53
3.09
2.78
2.44
2.34
7.12
7.07
7.04
7.00
6.99
71/8
71/8
7
7
7
0.715
0.630
0.565
0.505
0.430
11/16
3/8
WT8×15.5 c
×13 c,v
4.56 7.94
3.84 7.85
8 0.275
77/8 0.250
1/4
1/8
1/8
2.18
1.96
5.53 51/2 0.440
5.50 51/2 0.345
7/16
1/4
in.
in.
k
75/8
75/8
71/2
71/2
71/2
Workable
Gage
in.
in.
0.810
0.750
0.695
0.630
0.570
13/16
1.21 11/2
3/4
1.15 17/16
11/16 1.10 13/8
5/8
1.03 15/16
9/16 0.972 11/4
31/2g
0.605
0.525
0.425
5/8
1.01 11/4
0.927 13/16
0.827 11/8
31/2g
17/8
13/4
15/8
19/16
51/2
1.12 13/8
1.03 15/16
0.967 11/4
0.907 13/16
0.832 11/8
31/2g
0.842 11/8
0.747 11/16
31/2
31/2
1/2
7/16
5/8
9/16
1/2
7/16
3/8
Shape is slender for compression with Fy = 50 ksi.
The actual size, combination and orientation of fastener components should be compared with the geometry of the
cross section to ensure compatibility.
v
Shear strength controlled by buckling effects (Cv < 1.0) with Fy = 50 ksi.
c
g
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
31/2
31/2
AISC_PART 01A:14th Ed_
1/20/11
7:30 AM
Page 61
DIMENSIONS AND PROPERTIES
1–61
Table 1-8 (continued)
WT-Shapes
Properties
Nominal
Wt.
lb/ft
35.5
32.5
30
27.5
25
Compact
Section
Criteria
Axis X-X
WT9-WT8
Qs
Axis Y-Y
Torsional
Properties
J
Cw
in.4
in.6
0.961
0.875
0.794
0.733
0.620
1.74
1.36
1.08
0.830
0.619
3.96
3.01
2.35
1.84
1.36
3.71 1.29
3.17 1.27
2.56 1.22
5.84 0.635
4.97 0.496
4.02 0.460
0.609
0.404
0.252
1.20
0.788
0.598
b
ᎏf
2tf
d
ᎏ
tw
I
S
r
y–
Z
yp
I
S
r
Z
in.4
in.3
in.
in.
in.3
in.
in.4
in.3
in.
in.3
4.71
5.06
5.44
5.98
6.57
18.7
20.4
22.0
23.2
25.4
78.2 11.2
70.7 10.1
64.7 9.29
59.5 8.63
53.5 7.79
2.74
2.72
2.71
2.71
2.70
2.26
2.20
2.16
2.16
2.12
20.0
18.0
16.5
15.3
13.8
0.683
0.629
0.583
0.538
0.489
30.1
27.4
25.0
22.5
20.0
7.89
7.22
6.63
5.97
5.35
1.70
1.69
1.68
1.67
1.65
12.3
11.2
10.3
9.26
8.28
7.77 2.77
6.73 2.76
6.21 2.79
2.33
2.29
2.39
13.9 0.558
12.0 0.489
11.2 0.450
11.3
9.55
7.67
Fy = 50
ksi
23
5.01 25.1
20
5.73 28.4
17.5 7.06 29.5
52.1
44.8
40.1
50
44.5
38.5
33.5
5.29
5.92
6.77
7.70
14.5
16.0
18.2
20.7
76.8 11.4
67.2 10.1
56.9 8.59
48.6 7.36
2.28
2.27
2.24
2.22
1.76
1.70
1.63
1.56
20.7
18.1
15.3
13.0
0.706
0.631
0.549
0.481
93.1
81.3
69.2
59.5
17.9
15.7
13.4
11.6
2.51
2.49
2.47
2.46
27.4
24.0
20.5
17.7
1.00
1.00
0.986
0.859
3.85
2.72
1.78
1.19
10.4
7.19
4.61
3.01
28.5
25
22.5
20
18
4.98
5.61
6.23
6.93
8.12
19.1
21.4
23.4
26.3
26.9
48.7
42.3
37.8
33.1
30.6
7.77
6.78
6.10
5.35
5.05
2.41
2.40
2.39
2.37
2.41
1.94
1.89
1.86
1.81
1.88
13.8 0.589
12.0 0.521
10.8 0.471
9.43 0.421
8.93 0.378
21.6
18.6
16.4
14.4
12.2
6.06
5.26
4.67
4.12
3.50
1.60
1.59
1.57
1.56
1.52
9.42
8.15
7.22
6.36
5.42
0.940
0.824
0.723
0.579
0.553
1.10
0.760
0.555
0.396
0.272
1.99
1.34
0.974
0.673
0.516
15.5 6.28 28.9
13
7.97 31.4
27.5
23.5
4.64 2.45
4.09 2.47
2.02
2.09
8.27 0.413
7.36 0.372
6.20
4.79
2.24 1.17
1.74 1.12
3.51 0.479
2.73 0.406
0.230
0.130
0.366
0.243
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01A:14th Ed_
1/20/11
7:30 AM
Page 62
1–62
DIMENSIONS AND PROPERTIES
Table 1-8 (continued)
WT-Shapes
Dimensions
Stem
Shape
Area,
A
2
in.
Depth,
d
in.
Thickness,
tw
in.
Flange
tw
ᎏ
2
Area
in.
2
Distance
Width,
bf
Thickness,
tf
in.
in.
in.
k
kdes
kdet
Workable
Gage
in.
in.
in.
17.9
17.7
17.4
17.2
17.0
16.8
16.7
16.6
16.5
16.4
16.2
16.1
16.0
15.9
15.8
15.7
15.7
15.6
15.5
177/8 4.91
175/8 4.52
173/8 4.16
171/4 3.82
17
3.50
167/8 3.21
163/4 3.04
165/8 2.85
161/2 2.66
163/8 2.47
161/4 2.26
161/8 2.07
16
1.89
157/8 1.72
153/4 1.56
153/4 1.44
155/8 1.31
155/8 1.19
151/2 1.09
415/16 5.51
41/2 5.12
43/16 4.76
313/16 4.42
31/2 4.10
33/16 3.81
31/16 3.63
27/8 3.44
211/16 3.26
21/2 3.07
21/4 2.86
21/16 2.67
17/8 2.49
13/4 2.32
19/16 2.16
17/16 2.04
15/16 1.91
13/16 1.79
11/16 1.69
63/16
513/16
57/16
51/8
413/16
41/2
45/16
41/8
315/16
33/4
39/16
33/8
33/16
3
27/8
23/4
25/8
21/2
23/8
71/2g
71/2g
71/2
4.73
4.27
3.76
3.43
3.08
14.7
14.7
14.6
14.6
14.5
143/4 1.03 1
1.63
145/8 0.940 15/16 1.54
145/8 0.860 7/8 1.46
145/8 0.780 3/4 1.38
141/2 0.710 11/16 1.31
25/16
21/4
23/16
21/16
2
51/2
3.65
3.19
2.91
2.60
10.1
10.1
10.0
10.0
101/8
101/8
10
10
111/16
15/8
19/16
11/2
51/2
2.58
2.34
2.08
8.06 8
8.03 8
8.00 8
1.25 11/2
1.19 17/16
1.12 13/8
51/2
WT7×365 h 107
×332.5 h 97.8
×302.5 h 89.0
×275 h
80.9
×250 h
73.5
×227.5 h 66.9
×213 h
62.7
×199 h
58.4
×185 h
54.4
×171h
50.3
×155.5 h 45.7
×141.5 h 41.6
×128.5 37.8
×116.5 34.2
×105.5 31.0
×96.5
28.4
×88
25.9
×79.5
23.4
×72.5
21.3
11.2 111/4 3.07 31/16 19/16 34.4
10.8 107/8 2.83 213/16 17/16 30.6
10.5 101/2 2.60 25/8 15/16 27.1
10.1 101/8 2.38 23/8 13/16 24.1
9.80 93/4 2.19 23/16 11/8 21.5
9.51 91/2 2.02 2
1
19.2
15/16 17.5
9.34 93/8 1.88 17/8
7/8 16.2
9.15 91/8 1.77 13/4
8.96 9 1.66 111/16 13/16 14.8
8.77 83/4 1.54 19/16 13/16 13.5
8.56 81/2 1.41 17/16 3/4 12.1
8.37 83/8 1.29 15/16 11/16 10.8
8.19 81/4 1.18 13/16 5/8 9.62
8.02 8 1.07 11/16 9/16 8.58
1/2
7.86 77/8 0.980 1
7.70
7/16
7.74 73/4 0.890 7/8
6.89
7.61 75/8 0.830 13/16 7/16 6.32
3/8
7.49 71/2 0.745 3/4
5.58
7.39 73/8 0.680 11/16 3/8 5.03
WT7×66
×60
×54.5
×49.5 f
×45 f
19.4
17.7
16.0
14.6
13.2
7.33
7.24
7.16
7.08
7.01
73/8 0.645
71/4 0.590
71/8 0.525
71/8 0.485
7 0.440
5/8
5/16
9/16
5/16
1/2
1/4
1/2
1/4
7/16
1/4
WT7×41
×37
×34
×30.5 c
12.0
10.9
10.0
8.96
7.16
7.09
7.02
6.95
71/8 0.510
71/8 0.450
7 0.415
7 0.375
1/2
1/4
7/16
1/4
7/16
1/4
3/8
3/16
WT7×26.5 c
×24 c
×21.5 c
7.80 6.96
7.07 6.90
6.31 6.83
7 0.370
67/8 0.340
67/8 0.305
3/8
3/16
5/16
3/16
5/16
3/16
0.855
0.785
0.720
0.645
7/8
0.660
0.595
0.530
11/16
13/16
3/4
5/8
5/8
1/2
1.45
1.38
1.31
1.24
Shape is slender for compression with Fy = 50 ksi.
Shape exceeds compact limit for flexure with Fy = 50 ksi.
The actual size, combination and orientation of fastener components should be compared with the geometry of the
cross section to ensure compatibility.
h
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
c
f
g
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01A:14th Ed_
1/20/11
7:30 AM
Page 63
DIMENSIONS AND PROPERTIES
1–63
Table 1-8 (continued)
WT-Shapes
Properties
Nominal
Wt.
lb/ft
365
332.5
302.5
275
250
227.5
213
199
185
171
155.5
141.5
128.5
116.5
105.5
96.5
88
79.5
72.5
Compact
Section
Criteria
Axis X-X
WT7
Qs
Axis Y-Y
I
S
r
y–
Z
yp
I
S
r
Z
in.4
in.3
in.
in.
in.3
in.
in.4
in.3
in.
in.3
1.82 3.65 739
1.95 3.82 622
2.09 4.04 524
2.25 4.24 442
2.43 4.47 375
2.62 4.71 321
2.75 4.97 287
2.92 5.17 257
3.10 5.40 229
3.31 5.69 203
3.59 6.07 176
3.89 6.49 153
4.23 6.94 133
4.62 7.50 116
5.06 8.02 102
5.45 8.70 89.8
5.97 9.17 80.5
6.54 10.1 70.2
7.11 10.9 62.5
95.4
82.1
70.6
60.9
52.7
45.9
41.4
37.6
33.9
30.4
26.7
23.5
20.7
18.2
16.2
14.4
13.0
11.4
10.2
2.62
2.52
2.43
2.34
2.26
2.19
2.14
2.10
2.05
2.01
1.96
1.92
1.88
1.84
1.81
1.78
1.76
1.73
1.71
3.47
3.25
3.05
2.85
2.67
2.51
2.40
2.30
2.19
2.09
1.97
1.86
1.75
1.65
1.57
1.49
1.43
1.35
1.29
211
182
157
136
117
102
91.7
82.9
74.4
66.2
57.7
50.4
43.9
38.2
33.4
29.4
26.3
22.8
20.2
3.00 2360
2.77 2080
2.55 1840
2.35 1630
2.16 1440
1.99 1280
1.88 1180
1.76 1090
1.65 994
1.54 903
1.41 807
1.29 722
1.18 645
1.08 576
0.980 513
0.903 466
0.827 419
0.751 374
0.688 338
264
236
211
189
169
152
141
131
121
110
99.4
89.7
80.7
72.5
65.0
59.3
53.5
48.1
43.7
4.69
4.62
4.55
4.49
4.43
4.38
4.34
4.31
4.27
4.24
4.20
4.17
4.13
4.10
4.07
4.05
4.02
4.00
3.98
408
365
326
292
261
234
217
201
185
169
152
137
123
110
98.9
90.1
81.3
73.0
66.2
b
ᎏf
2tf
d
ᎏ
tw
Torsional
Properties
J
Cw
in.4
in.6
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
714
555
430
331
254
196
164
135
110
88.3
67.5
51.8
39.3
29.6
22.2
17.3
13.2
9.84
7.56
5250
3920
2930
2180
1620
1210
991
801
640
502
375
281
209
154
113
87.2
65.2
47.9
36.3
Fy = 50
ksi
66
7.15 11.4
60
7.80 12.3
54.5 8.49 13.6
49.5 9.34 14.6
45 10.2 15.9
57.8
51.7
45.3
40.9
36.5
9.57
8.61
7.56
6.88
6.16
1.73
1.71
1.68
1.67
1.66
1.29
1.24
1.17
1.14
1.09
18.6
16.5
14.4
12.9
11.5
0.658
0.602
0.548
0.500
0.456
274
247
223
201
181
37.2
33.7
30.6
27.6
25.0
3.76
3.74
3.73
3.71
3.70
56.5
51.2
46.3
41.8
37.8
1.00
1.00
1.00
1.00
1.00
6.13
4.67
3.55
2.68
2.03
26.6
20.0
15.0
11.1
8.31
41
37
34
30.5
5.92 14.0
6.41 15.8
6.97 16.9
7.75 18.5
41.2
36.0
32.6
28.9
7.14
6.25
5.69
5.07
1.85
1.82
1.81
1.80
1.39
1.32
1.29
1.25
13.2 0.593
11.5 0.541
10.4 0.498
9.15 0.448
74.1
66.9
60.7
53.7
14.6
13.3
12.1
10.7
2.48
2.48
2.46
2.45
22.4
20.2
18.4
16.4
1.00
1.00
1.00
0.971
2.53
1.93
1.50
1.09
5.63
4.19
3.21
2.29
26.5
24
21.5
6.11 18.8
6.75 20.3
7.54 22.4
27.6
24.9
21.9
4.94 1.88
4.49 1.88
3.98 1.86
1.38
1.35
1.31
8.87 0.484
8.00 0.440
7.05 0.395
28.8
25.7
22.6
7.15 1.92
6.40 1.91
5.65 1.89
11.0 0.956
9.80 0.880
8.64 0.773
0.967
0.723
0.522
1.46
1.07
0.751
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01A:14th Ed_
1/20/11
7:30 AM
Page 64
1–64
DIMENSIONS AND PROPERTIES
Table 1-8 (continued)
WT-Shapes
Dimensions
Stem
Shape
Area,
A
2
Depth,
d
Thickness,
tw
Flange
tw
ᎏ
2
Area
2
Distance
Width,
bf
Thickness,
tf
in.
in.
in.
in.
in.
in.
WT7×19 c
×17 c
×15 c
5.58 7.05
5.00 6.99
4.42 6.92
7 0.310
7 0.285
67/8 0.270
5/16
3/16
1/4
3/16
1/8
6.77 63/4 0.515
6.75 63/4 0.455
6.73 63/4 0.385
1/2
5/16
2.19
1.99
1.87
WT7×13 c
×11c,v
3.85 6.96
3.25 6.87
7 0.255
67/8 0.230
1/4
1/8
1/8
1.77
1.58
5.03 5
5.00 5
7/16
1/4
WT6×168 h
×152.5 h
×139.5 h
×126 h
×115 h
×105
×95
×85
×76
×68
×60
×53
×48
×43.5
×39.5
×36
×32.5 f
49.5
44.7
41.0
37.1
33.8
30.9
28.0
25.0
22.4
20.0
17.6
15.6
14.1
12.8
11.6
10.6
9.54
83/8 1.78 13/4
81/8 1.63 15/8
77/8 1.53 11/2
73/4 1.40 13/8
71/2 1.29 15/16
73/8 1.18 13/16
71/4 1.06 11/16
7 0.960 15/16
67/8 0.870 7/8
63/4 0.790 13/16
61/2 0.710 11/16
61/2 0.610 5/8
63/8 0.550 9/16
61/4 0.515 1/2
61/4 0.470 1/2
61/8 0.430 7/16
6 0.390 3/8
7/8
14.9
13.4
13.2
13.1
13.0
12.9
12.8
12.7
12.6
12.5
12.4
12.3
12.2
12.2
12.1
12.1
12.0
12.0
WT6×29
×26.5
8.52 6.10
7.78 6.03
61/8 0.360
6 0.345
3/8
3/16
3/8
3/16
WT6×25
×22.5
×20 c
7.30 6.10
6.56 6.03
5.84 5.97
61/8 0.370
6 0.335
6 0.295
3/8
3/16
5/16
3/16
5/16
3/16
WT6×17.5 c
×15 c
×13 c
5.17 6.25
4.40 6.17
3.82 6.11
61/4 0.300
61/8 0.260
61/8 0.230
5/16
1/4
3/16
1/8
1/4
1/8
in.
8.41
8.16
7.93
7.71
7.53
7.36
7.19
7.02
6.86
6.71
6.56
6.45
6.36
6.27
6.19
6.13
6.06
13/16 13.3
3/4
12.1
11/16 10.7
11/16
5/8
9/16
1/2
7/16
7/16
3/8
5/16
5/16
1/4
1/4
1/4
3/16
9.67
8.68
7.62
6.73
5.96
5.30
4.66
3.93
3.50
3.23
2.91
2.63
2.36
0.420
0.335
7/16
3/8
5/16
k
kdes
kdet
in.
in.
in.
0.915 11/4
0.855 13/16
0.785 11/8
31/2g
31/2
31/2
0.820 11/8
0.735 11/16
2 3/4g
2 3/4g
133/8 2.96 215/16 3.55
131/4 2.71 211/16 3.30
131/8 2.47 21/2 3.07
13
2.25 21/4 2.85
127/8 2.07 21/16 2.67
123/4 1.90 17/8 2.50
125/8 1.74 13/4 2.33
125/8 1.56 19/16 2.16
121/2 1.40 13/8 2.00
123/8 1.25 11/4 1.85
123/8 1.11 11/8 1.70
121/4 0.990 1
1.59
121/8 0.900 7/8 1.50
121/8 0.810 13/16 1.41
121/8 0.735 3/4 1.33
12
0.670 11/16 1.27
12
0.605 5/8 1.20
0.640
0.575
5/8
2.26
2.02
1.76
8.08 81/8 0.640
8.05 8
0.575
8.01 8
0.515
5/8
1.88
1.60
1.41
6.56 61/2 0.520
6.52 61/2 0.440
6.49 61/2 0.380
1/2
2.19 10.0 10
2.08 10.0 10
9/16
9/16
1/2
7/16
3/8
37/8
35/8
33/8
31/8
215/16
213/16
25/8
27/16
25/16
21/8
2
17/8
113/16
111/16
15/8
19/16
11/2
51/2
1.24 11/2
1.18 13/8
51/2
51/2
1.14 11/2
1.08 13/8
1.02 13/8
51/2
0.820 13/16
0.740 11/8
0.680 11/16
31/2
Shape is slender for compression with Fy = 50 ksi.
Shape exceeds compact limit for flexure with Fy = 50 ksi.
The actual size, combination and orientation of fastener components should be compared with the geometry of the
cross section to ensure compatibility.
h
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
v
Shear strength controlled by buckling effects (Cv < 1.0) with Fy = 50 ksi.
c
f
g
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
Workable
Gage
AISC_PART 01A:14th Ed_
1/20/11
7:30 AM
Page 65
DIMENSIONS AND PROPERTIES
1–65
Table 1-8 (continued)
WT-Shapes
Properties
Nominal
Wt.
Compact
Section
Criteria
Axis X-X
WT7-WT6
Qs
Axis Y-Y
Torsional
Properties
J
Cw
in.4
in.6
6.07 0.758
5.32 0.667
4.49 0.611
0.398
0.284
0.190
0.554
0.400
0.287
2.76 0.537
2.19 0.448
0.179
0.104
0.207
0.134
1.00 120
1.00 92.0
1.00 70.9
1.00 53.5
1.00 41.6
1.00 32.1
1.00 24.3
1.00 17.7
1.00 12.8
1.00
9.21
1.00
6.42
1.00
4.55
1.00
3.42
1.00
2.54
1.00
1.91
1.00
1.46
1.00
1.09
481
356
267
195
148
112
82.1
58.3
41.3
28.9
19.7
13.6
10.1
7.34
5.43
4.07
2.97
Fy = 50
I
S
r
y–
Z
yp
I
S
r
Z
lb/ft
19
17
15
d
ᎏ
tw
in.4
in.3
in.
in.
in.3
in.
in.4
in.3
in.
in.3
6.57 22.7
7.41 24.5
8.74 25.6
23.3
20.9
19.0
4.22 2.04
3.83 2.04
3.55 2.07
1.54
1.53
1.58
7.45 0.412
6.74 0.371
6.25 0.329
13.3 3.94 1.55
11.6 3.45 1.53
9.79 2.91 1.49
13
11
5.98 27.3
7.46 29.9
17.3
14.8
3.31 2.12
2.91 2.14
1.72
1.76
5.89 0.383
5.20 0.325
4.45 1.77 1.08
3.50 1.40 1.04
168
152.5
139.5
126
115
105
95
85
76
68
60
53
48
43.5
39.5
36
32.5
2.26 4.72 190
2.45 5.01 162
2.66 5.18 141
2.89 5.51 121
3.11 5.84 106
3.37 6.24 92.1
3.65 6.78 79.0
4.03 7.31 67.8
4.46 7.89 58.5
4.96 8.49 50.6
5.57 9.24 43.4
6.17 10.6 36.3
6.76 11.6 32.0
7.48 12.2 28.9
8.22 13.2 25.8
8.99 14.3 23.2
9.92 15.5 20.6
31.2
27.0
24.1
20.9
18.5
16.4
14.2
12.3
10.8
9.46
8.22
6.92
6.12
5.60
5.03
4.54
4.06
1.96
1.90
1.86
1.81
1.77
1.73
1.68
1.65
1.62
1.59
1.57
1.53
1.51
1.50
1.49
1.48
1.47
2.31
2.16
2.05
1.92
1.82
1.72
1.62
1.52
1.43
1.35
1.28
1.19
1.13
1.10
1.06
1.02
0.985
68.4 1.84
59.1 1.69
51.9 1.56
44.8 1.42
39.4 1.31
34.5 1.21
29.8 1.10
25.6 0.994
22.0 0.896
19.0 0.805
16.2 0.716
13.6 0.637
11.9 0.580
10.7 0.527
9.49 0.480
8.48 0.439
7.50 0.398
593
525
469
414
371
332
295
259
227
199
172
151
135
120
108
97.5
87.2
29
26.5
7.82 16.9
8.69 17.5
19.1
17.7
3.76 1.50
3.54 1.51
1.03
1.02
6.97 0.426
6.46 0.389
53.5 10.7 2.51
47.9 9.58 2.48
16.2
14.5
1.00
1.00
1.05
0.788
2.08
1.53
25
22.5
20
6.31 16.5
7.00 18.0
7.77 20.2
18.7
16.6
14.4
3.79 1.60
3.39 1.59
2.95 1.57
1.17
1.13
1.09
6.88 0.452
6.10 0.408
5.28 0.365
28.2
25.0
22.0
6.97 1.96
6.21 1.95
5.50 1.94
10.6 1.00
9.47 1.00
8.38 0.885
0.855
0.627
0.452
1.23
0.885
0.620
17.5
15
13
6.31 20.8
7.41 23.7
8.54 26.6
16.0
13.5
11.7
3.23 1.76
2.75 1.75
2.40 1.75
1.30
1.27
1.25
5.71 0.394
4.83 0.337
4.20 0.295
12.2 3.73 1.54
10.2 3.12 1.52
8.66 2.67 1.51
5.73 0.854
4.78 0.707
4.08 0.566
0.369
0.228
0.150
0.437
0.267
0.174
b
ᎏf
2tf
88.6
79.3
71.3
63.6
57.5
51.9
46.5
41.2
36.4
32.1
28.0
24.7
22.2
19.9
17.9
16.2
14.5
3.47 137
3.42 122
3.38 110
3.34 97.9
3.31 88.4
3.28 79.7
3.25 71.2
3.22 62.9
3.19 55.6
3.16 48.9
3.13 42.7
3.11 37.5
3.09 33.7
3.07 30.2
3.05 27.1
3.04 24.6
3.02 22.0
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
ksi
AISC_PART 01A:14th Ed_
1/20/11
7:30 AM
Page 66
1–66
DIMENSIONS AND PROPERTIES
Table 1-8 (continued)
WT-Shapes
Dimensions
Stem
Area,
A
Shape
2
Depth,
d
Thickness,
tw
Flange
tw
ᎏ
2
Area
2
Width,
bf
Distance
Thickness,
tf
kdes
kdet
Workable
Gage
in.
in.
in.
in.
in.
in.
in.
in.
WT6×11c
×9.5 c
×8 c
×7 c,v
3.24
2.79
2.36
2.08
6.16
6.08
6.00
5.96
61/8 0.260
61/8 0.235
6 0.220
6 0.200
1/4
1/8
1/8
1/8
3/16
1/8
4
4
4
4
0.425
0.350
0.265
0.225
0.725
0.650
0.565
0.525
21/4g
1/4
4.03
4.01
3.99
3.97
15/16
1/4
1.60
1.43
1.32
1.19
WT5×56
×50
×44
×38.5
×34
×30
×27
×24.5
16.5
14.7
13.0
11.3
10.0
8.84
7.90
7.21
5.68
5.55
5.42
5.30
5.20
5.11
5.05
4.99
55/8 0.755
51/2 0.680
53/8 0.605
51/4 0.530
51/4 0.470
51/8 0.420
5 0.370
5 0.340
3/4
3/8
3/8
4.29
3.77
3.28
2.81
2.44
2.15
1.87
1.70
10.4
10.3
10.3
10.2
10.1
10.1
10.0
10.0
103/8
103/8
101/4
101/4
101/8
101/8
10
10
1.25 11/4 1.75
1.12 11/8 1.62
0.990 1
1.49
0.870 7/8 1.37
0.770 3/4 1.27
0.680 11/16 1.18
0.615 5/8 1.12
0.560 9/16 1.06
115/16
113/16
111/16
19/16
17/16
13/8
15/16
11/4
WT5×22.5
×19.5
×16.5
6.63 5.05
5.73 4.96
4.85 4.87
1.77
1.56
1.41
8.02 8
7.99 8
7.96 8
0.620
0.530
0.435
5/8
WT5×15
×13 c
×11c
1.57
1.34
1.22
5.81 53/4 0.510
5.77 53/4 0.440
5.75 53/4 0.360
1/2
1.28
1.21
1.15
0.938
4.02
4.01
4.00
3.96
4
4
4
4
0.395
0.330
0.270
0.210
3/8
8.28
8.22
8.11
8.07
8.02
8.00
81/4
81/4
81/8
81/8
8
8
0.935
0.810
0.685
0.560
0.495
0.435
15/16
1.33 15/8
1.20 11/2
11/16 1.08 13/8
9/16 0.954 11/4
1/2
0.889 13/16
7/16 0.829 11/8
51/2
7/16
31/2
31/2
in.
11/16
5/8
in.
k
1/2
5/16
1/4
1/2
1/4
7/16
1/4
3/8
3/16
5/16
3/16
5 0.350
5 0.315
47/8 0.290
3/8
3/16
5/16
3/16
5/16
3/16
4.42 5.24
3.81 5.17
3.24 5.09
51/4 0.300
51/8 0.260
51/8 0.240
5/16
1/4
3/16
1/8
1/4
1/8
WT5×9.5
×8.5 c
×7.5 c
×6 c,f
2.81
2.50
2.21
1.77
5.12
5.06
5.00
4.94
51/8
0.250
5 0.240
5 0.230
47/8 0.190
1/4
1/8
1/4
1/8
1/4
1/8
3/16
1/8
WT4×33.5
×29
×24
×20
×17.5
×15.5 f
9.84
8.54
7.05
5.87
5.14
4.56
4.50
4.38
4.25
4.13
4.06
4.00
41/2 0.570
43/8 0.510
41/4 0.400
41/8 0.360
4 0.310
4 0.285
9/16
1/2
5/16
1/4
3/8
3/16
3/8
3/16
5/16
3/16
5/16
3/16
2.57
2.23
1.70
1.49
1.26
1.14
WT4×14
×12
4.12 4.03
3.54 3.97
4
4
5/16
3/16
1/8
1.15 6.54 61/2 0.465
0.971 6.50 61/2 0.400
c
0.285
0.245
1/4
7/16
3/8
1/4
1/4
1/2
7/16
7/16
3/8
5/16
1/4
3/16
7/8
13/16
3/4
1.12 15/16
1.03 13/16
0.935 11/8
0.810 11/8
0.740 11/16
0.660 15/16
23/4g
15/16
21/4g
0.695
0.630
0.570
0.510
f
g
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
7/8
13/16
3/4
13/16
3/8
0.859
0.794
Shape is slender for compression with Fy = 50 ksi.
Shape exceeds compact limit for flexure with Fy = 50 ksi.
The actual size, combination and orientation of fastener components should be compared with the geometry of the
cross section to ensure compatibility.
v
Shear strength controlled by buckling effects (Cv < 1.0) with Fy = 50 ksi.
c
51/2
15/16
7/8
AISC_PART 01A:14th Ed_
1/20/11
7:30 AM
Page 67
DIMENSIONS AND PROPERTIES
1–67
Table 1-8 (continued)
WT-Shapes
Properties
Nominal
Wt.
Compact
Section
Criteria
Axis X-X
WT6-WT4
Qs
Axis Y-Y
J
Cw
in.4
in.6
1.83 0.707
1.49 0.597
1.13 0.537
0.947 0.451
0.146
0.0899
0.0511
0.0350
0.137
0.0934
0.0678
0.0493
34.6
30.5
26.5
22.9
20.0
17.5
15.6
14.1
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
7.50
5.41
3.75
2.55
1.78
1.23
0.909
0.693
16.9
11.9
8.02
5.31
3.62
2.46
1.78
1.33
6.65 2.01 10.1
5.64 1.98 8.57
4.60 1.94 7.00
1.00
1.00
1.00
0.753
0.487
0.291
0.981
0.616
0.356
1.00
0.900
0.834
0.310
0.201
0.119
0.273
0.173
0.107
1.67 0.870
1.40 0.839
1.15 0.809
0.869 0.592
0.116
0.0776
0.0518
0.0272
0.0796
0.0610
0.0475
0.0255
1.00
1.00
1.00
1.00
1.00
1.00
2.51
1.66
0.977
0.558
0.384
0.267
3.56
2.28
1.30
0.715
0.480
0.327
1.00
1.00
0.268
0.173
0.230
0.144
I
S
r
y–
Z
yp
I
S
r
Z
lb/ft
11
9.5
8
7
d
ᎏ
tw
in.4
in.3
in.
in.
in.3
in.
in.4
in.3
in.
in.3
4.74 23.7
5.72 25.9
7.53 27.3
8.82 29.8
11.7
10.1
8.70
7.67
2.59
2.28
2.04
1.83
1.90
1.90
1.92
1.92
1.63
1.65
1.74
1.76
4.63 0.402
4.11 0.348
3.72 0.639
3.32 0.760
2.33
1.88
1.41
1.18
1.15 0.847
0.939 0.821
0.706 0.773
0.593 0.753
56
50
44
38.5
34
30
27
24.5
4.17 7.52
4.62 8.16
5.18 8.96
5.86 10.0
6.58 11.1
7.41 12.2
8.15 13.6
8.93 14.7
28.6
24.5
20.8
17.4
14.9
12.9
11.1
10.0
6.40
5.56
4.77
4.05
3.49
3.04
2.64
2.39
1.32
1.29
1.27
1.24
1.22
1.21
1.19
1.18
1.21 13.4 0.791 118
1.13 11.4 0.711 103
1.06
9.65 0.631 89.3
0.990 8.06 0.555 76.8
0.932 6.85 0.493 66.7
0.884 5.87 0.438 58.1
0.836 5.05 0.395 51.7
0.807 4.52 0.361 46.7
22.6
20.0
17.4
15.1
13.2
11.5
10.3
9.34
22.5
19.5
16.5
6.47 14.4
7.53 15.7
9.15 16.8
10.2 2.47 1.24
8.84 2.16 1.24
7.71 1.93 1.26
0.907
0.876
0.869
4.65 0.413
3.99 0.359
3.48 0.305
26.7
22.5
18.3
15
13
11
5.70 17.5
6.56 19.9
7.99 21.2
9.28 2.24 1.45
7.86 1.91 1.44
6.88 1.72 1.46
1.10
1.06
1.07
4.01 0.380
3.39 0.330
3.02 0.282
8.35 2.87 1.37
7.05 2.44 1.36
5.71 1.99 1.33
4.41
3.75
3.05
9.5
8.5
7.5
6
5.09 20.5
6.08 21.1
7.41 21.7
9.43 26.0
6.68
6.06
5.45
4.35
1.74
1.62
1.50
1.22
1.54
1.56
1.57
1.57
1.28
1.32
1.37
1.36
3.10 0.349
2.90 0.311
2.71 0.305
2.20 0.322
2.15
1.78
1.45
1.09
33.5
29
24
20
17.5
15.5
4.43 7.89 10.9
5.07 8.59 9.12
5.92 10.6
6.85
7.21 11.5
5.73
8.10 13.1
4.82
9.19 14.0
4.28
3.05
2.61
1.97
1.69
1.43
1.28
1.05 0.936
1.03 0.874
0.986 0.777
0.988 0.735
0.968 0.688
0.969 0.668
6.29 0.594
5.25 0.520
3.94 0.435
3.25 0.364
2.71 0.321
2.39 0.285
44.3 10.7
37.5 9.13
30.5 7.51
24.5 6.08
21.3 5.31
18.5 4.64
14
12
7.03 14.1
8.12 16.2
4.23 1.28 1.01 0.734
3.53 1.08 0.999 0.695
2.38 0.315
1.98 0.272
10.8 3.31 1.62
9.14 2.81 1.61
b
ᎏf
2tf
Torsional
Properties
2.67
2.65
2.63
2.60
2.58
2.57
2.56
2.54
1.07 0.874
0.887 0.844
0.723 0.810
0.551 0.785
2.12 16.3
2.10 13.9
2.08 11.4
2.04 9.24
2.03 8.05
2.02 7.03
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
5.04
4.28
Fy = 50
ksi
AISC_PART 01A:14th Ed_
1/20/11
7:30 AM
Page 68
1–68
DIMENSIONS AND PROPERTIES
Table 1-8 (continued)
WT-Shapes
Dimensions
Stem
Shape
Area,
A
2
f
g
Thickness,
tw
Flange
tw
ᎏ
2
Area
2
Distance
Width,
bf
Thickness,
tf
in.
in.
in.
in.
in.
in.
WT4×10.5
×9
3.08 4.14
2.63 4.07
41/8 0.250
41/8 0.230
1/4
1/8
3/8
1/4
1/8
1.04 5.27 51/4 0.400
0.936 5.25 51/4 0.330
WT4×7.5
×6.5
×5 c,f
2.22 4.06
1.92 4.00
1.48 3.95
4
4
4
0.245
0.230
0.170
1/4
1/8
1/8
3/16
1/8
0.993 4.02 4
0.919 4.00 4
0.671 3.94 4
0.315
0.255
0.205
5/16
1/4
WT3×12.5
×10
×7.5 f
3.67 3.19
2.94 3.10
2.21 3.00
31/4
0.320
31/8 0.260
3 0.230
5/16
3/16
1/4
1/8
1/4
1/8
1.02 6.08
0.806 6.02 6
0.689 5.99 6
0.455
0.365
0.260
7/16
WT3×8
×6
×4.5 f
×4.25 f
2.37
1.78
1.34
1.26
31/8 0.260
3 0.230
3 0.170
27/8 0.170
1/4
1/8
1/8
3/16
1/8
3/16
1/8
0.816
0.693
0.502
0.496
0.405
0.280
0.215
0.195
3/8
1/4
25/8
1/8
in.
c
Depth,
d
3.14
3.02
2.95
2.92
61/8
4.03
4.00
3.94
3.94
4
4
4
4
5/16
1/4
3/16
3/8
1/4
1/4
3/16
3/16
k
kdes
kdet
Workable
Gage
in.
in.
in.
0.700
0.630
7/8
13/16
23/4g
23/4g
0.615
0.555
0.505
13/16
21/4g
0.705
0.615
0.510
15/16
0.655
0.530
0.465
0.445
7/8
3/4
11/16
31/2
7/8
3/4
21/4g
3/4
11/16
11/16
WT2.5×9.5
×8
2.78 2.58
2.35 2.51
0.270
21/2 0.240
1/4
1/8
0.430
0.360
3/8
0.730
0.660
13/16
1/4
0.695 5.03 5
0.601 5.00 5
7/16
3/4
23/4
23/4
WT2×6.5
1.91 2.08
21/8 0.280
1/4
1/8
0.582 4.06 4
0.345
3/8
0.595
3/4
21/4
Shape is slender for compression with Fy = 50 ksi.
Shape exceeds compact limit for flexure with Fy = 50 ksi.
The actual size, combination and orientation of fastener components should be compared with the geometry of the
cross section to ensure compatibility.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01A:14th Ed_
1/20/11
7:31 AM
Page 69
DIMENSIONS AND PROPERTIES
1–69
Table 1-8 (continued)
WT-Shapes
Properties
Nominal
Wt.
Compact
Section
Criteria
Axis X-X
WT4-WT2
Qs
Axis Y-Y
Fy = 50
Torsional
Properties
J
Cw
in.4
in.6
I
S
r
y–
Z
yp
I
S
r
Z
lb/ft
10.5
9
d
ᎏ
tw
in.4
in.3
in.
in.
in.3
in.
in.4
in.3
in.
in.3
6.59 16.6
7.95 17.7
3.90
3.41
1.18 1.12
1.05 1.14
0.831 2.11 0.292
0.834 1.86 0.251
4.88
3.98
1.85 1.26
1.52 1.23
2.84 1.00
2.33 1.00
0.141 0.0916
0.0855 0.0562
7.5
6.5
5
6.37 16.6
7.84 17.4
9.61 23.2
3.28
2.89
2.15
1.07 1.22
0.974 1.23
0.717 1.20
0.998 1.91 0.276
1.03 1.74 0.240
0.953 1.27 0.188
1.70
1.36
1.05
0.849 0.876 1.33 1.00
0.682 0.843 1.07 1.00
0.531 0.840 0.826 0.733
0.0679 0.0382
0.0433 0.0269
0.0212 0.0114
12.5 6.68 10.0
10
8.25 11.9
7.5 11.5 13.0
2.29
1.76
1.41
0.886 0.789 0.610 1.68 0.302
0.693 0.774 0.560 1.29 0.244
0.577 0.797 0.558 1.03 0.185
8.53
6.64
4.66
2.81 1.52
2.21 1.50
1.56 1.45
4.28 1.00
3.36 1.00
2.37 1.00
0.229 0.171
0.120 0.0858
0.0504 0.0342
8
4.98 12.1
6
7.14 13.1
4.5 9.16 17.4
4.25 10.1 17.2
1.69
1.32
0.950
0.905
0.685 0.844 0.676
0.564 0.862 0.677
0.408 0.842 0.623
0.397 0.848 0.637
1.25 0.294
1.01 0.222
0.720 0.170
0.700 0.160
2.21
1.50
1.10
0.995
1.10 0.966
0.748 0.918
0.557 0.905
0.505 0.890
1.69 1.00
1.16 1.00
0.856 1.00
0.778 1.00
0.111 0.0426
0.0449 0.0178
0.0202 0.00736
0.0166 0.00620
9.5
8
5.85 9.56 1.01 0.485 0.604 0.487 0.970 0.276
6.94 10.5 0.845 0.413 0.599 0.458 0.801 0.235
4.56
3.75
1.81 1.28
1.50 1.26
2.76 1.00
2.28 1.00
0.157 0.0775
0.0958 0.0453
6.5
5.88 7.43 0.526 0.321 0.524 0.440 0.616 0.236
1.93
0.950 1.00
1.46 1.00
0.0750 0.0233
b
ᎏf
2tf
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
ksi
AISC_PART 01A:14th Ed_
1/20/11
7:31 AM
Page 70
1–70
DIMENSIONS AND PROPERTIES
Table 1-9
MT-Shapes
Dimensions
Stem
Shape
c,v
Area,
A
Depth,
d
in.2
in.
Thickness,
tw
tw
ᎏ
2
Area
Width,
bf
in.
Thickness,
tf
k
Workable
Gage
in.
in.2
in.
in.
1/16
0.228
0.211
9/16
—
1/16
33/4
31/2
1/4
1/8
0.971 3.75
0.969 3.50
3/16
9/16
1.06 3.07
0.958 3.07
0.892 3.25
31/8
31/8
31/4
0.225
0.210
0.180
1/4
9/16
3/16
9/16
3/16
1/2
9/16
MT6.25×6.2
×5.8 c,v
1.82
1.70
6.27
6.25
61/4
0.155
0.155
c
1.74
1.59
1.48
6.00
5.99
5.99
6
6
6
0.177
0.160
0.149
3/16
1/8
3/16
1/8
1/8
1/16
1/8
c
Distance
1/8
in.
61/4
MT6×5.9
×5.4 c,v
×5 c,v
Flange
in.
—
—
—
1.33
1.19
5.00
4.98
5
5
0.157
0.141
3/16
1/16
23/4
0.206
0.182
3/16
1/8
0.785 2.69
0.701 2.69
23/4
3/16
9/16
—
—
MT5×3.75 c,v 1.11
5.00
5
0.130
1/8
1/16
0.649 2.69
23/4
0.173
3/16
7/16
—
1/16
0.540 2.28
0.516 2.28
21/4
9/16
21/4
0.189
0.177
3/16
3/16
7/16
—
—
MT5×4.5
×4 c
c,v
0.959 4.00
0.911 4.00
4
4
0.135
0.129
1/8
1/8
1/16
MT3×2.2c
0.647 3.00
×1.85 c 0.545 2.96
3
3
0.114
0.0980
1/8
1/16
1/16
0.342 1.84
0.290 2.00
17/8
2
0.171
0.129
3/16
1/8
1/8
3/8
5/16
—
—
2.50
21/2 0.316
5/16
3/16
0.790 5.00
5
0.416
7/16
13/16
23/4g
0.875 1.90
17/8 0.130
1/8
1/16
0.247 3.80
33/4
0.160
3/16
1/2
—
MT4×3.25
×3.1c
MT2.5×9.45 t
MT2×3
f
2.78
Shape is slender for compression with Fy = 36 ksi.
Shape exceeds compact limit for flexure with Fy = 36 ksi.
g
The actual size, combination and orientation of fastener components should be compared with the geometry of the
cross section to ensure compatibility.
t
This shape has tapered flanges while all other MT-shapes have parallel flange surfaces.
v
Shape does not meet the h/tw limit for shear in AISC Specification Section G2.1(a) with Fy = 36 ksi.
— Indicates flange is too narrow to establish a workable gage.
c
f
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01A:14th Ed_
1/20/11
7:31 AM
Page 71
DIMENSIONS AND PROPERTIES
1–71
Table 1-9 (continued)
MT-Shapes
Properties
MT-SHAPES
Nominal
Wt.
Compact
Section
Criteria
b
ᎏf
2tf
d
ᎏ
tw
Axis X-X
I
S
r
y–
yp
Z
4
in.
3
in.
in.
in.
in.
in.
6.2
5.8
8.22 40.4 7.29
8.29 40.3 6.94
1.61
1.57
2.01
2.03
1.74
1.84
2.92
2.86
5.9
5.4
5
6.82 33.9 6.61
7.31 37.4 6.03
9.03 40.2 5.62
1.61
1.46
1.36
1.96
1.95
1.96
1.89
1.86
1.86
4.5
4
6.53 31.8 3.47
7.39 35.3 3.08
1.00 1.62
0.894 1.62
3.75 7.77 38.4 2.91
3.25 6.03 29.6 1.57
3.1 6.44 31.0 1.50
lb/ft
Qs
Axis Y-Y
3
I
S
4
r
Z
Fy = 36
J
Cw
in.6
0.372 1.00 0.536
0.808 0.756 0.432
0.746 0.839 0.341 0.0246
0.669 0.684 0.342 0.0206
0.0284
0.0268
2.89
2.63
2.45
1.13
1.05
1.08
0.543 0.354
0.506 0.330
0.517 0.318
0.561 0.575 0.484 0.0249
0.566 0.532 0.397 0.0196
0.594 0.509 0.344 0.0145
0.0337
0.0250
0.0202
1.54
1.52
1.81
1.61
0.808 0.336 0.250
0.809 0.296 0.220
0.505 0.403 0.550 0.0156
0.502 0.354 0.446 0.0112
0.0138
0.00989
0.836 1.63
1.51
1.51
0.759 0.281 0.209
0.505 0.334 0.377 0.00932 0.00792
0.558 1.29
0.533 1.29
1.18
1.18
1.01 0.472 0.188 0.165
0.967 0.497 0.176 0.154
0.444 0.264 0.634 0.00917 0.00463
0.441 0.247 0.578 0.00778 0.00403
in.
in.
in.
3
ksi
4
in.
3
Torsional
Properties
in.
2.2 5.38 26.3 0.579 0.268 0.949 0.841 0.483 0.190 0.0897 0.0973 0.374 0.155 0.778 0.00494 0.00124
1.85 7.75 30.2 0.483 0.226 0.945 0.827 0.409 0.174 0.0863 0.0863 0.400 0.136 0.609 0.00265 0.000754
9.45 6.01
7.91 1.05
3
14.6 0.208 0.133 0.493 0.341 0.241 0.112 0.732 0.385
11.9
0.528 0.617 0.512 1.03
0.276 4.35
1.74
1.26
2.66
1.00
0.926 0.588 1.00
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
0.156
0.0732
0.00919 0.00193
AISC_PART 01B:14th Ed._
1/20/11
7:33 AM
Page 72
1–72
DIMENSIONS AND PROPERTIES
Table 1-10
ST-Shapes
Dimensions
Stem
Shape
Area,
A
ST12×60.5
×53
in.2
17.8
15.6
12.3
12.3
ST12×50
×45
×40 c
14.7
13.2
11.7
12.0
12.0
12.0
12
12
12
ST10×48
×43
14.1
12.7
10.2
10.2
ST10×37.5
×33
11.0 10.0
9.70 10.0
ST9×35
10.3
×27.35 8.02
Depth,
d
Thickness,
tw
tw
2
in.
in.
121/4 0.800 13/16
121/4 0.620 5/8
7/16
in.
5/16
Flange
Area
Width,
bf
Distance
Thickness,
tf
Workable
Gage
in.2
9.80
7.60
in.
8.05
7.87
8
77/8
1.09
1.09
11/16
11/16
2
2
in.
4
4
8.94
7.50
6.00
7.25
7.13
7.00
71/4
71/8
7
0.870
0.870
0.870
7/8
13/4
13/4
13/4
4
4
4
8.12
6.70
7.20
7.06
71/4
7
0.920
0.920
15/16
13/4
13/4
4
4
15/8
15/8
31/2g
31/2g
11/2
11/2
31/2g
31/2g
13/8
13/8
31/2g
31/2g
17/16
17/16
3g
3g
13/16
13/16
3g
3g
11/8
11/8
23/4g
23/4g
in.
in.
3/4
3/8
5/8
5/16
1/2
1/4
101/8 0.800
101/8 0.660
13/16
7/16
11/16
3/8
10
10
0.635
0.505
5/8
5/16
1/4
6.35
5.05
6.39
6.26
63/8
61/4
0.795
0.795
13/16
1/2
9.00 9
9.00 9
0.711
0.461
11/16
3/8
1/4
6.40
4.15
6.25
6.00
61/4
6
0.691
0.691
11/16
7/16
0.745
0.625
0.500
k
7/8
7/8
15/16
13/16
11/16
ST7.5×25
×21.45
7.34
6.30
7.50 71/2
7.50 71/2
0.550
0.411
9/16
5/16
1/4
4.13
3.08
5.64
5.50
55/8
51/2
0.622
0.622
5/8
7/16
ST6×25
×20.4
7.33
5.96
6.00 6
6.00 6
0.687
0.462
11/16
3/8
1/4
4.12
2.77
5.48
5.25
51/2
51/4
0.659
0.659
11/16
7/16
ST6×17.5
×15.9
5.12
4.65
6.00 6
6.00 6
0.428
0.350
7/16
1/4
3/16
2.57
2.10
5.08
5.00
51/8
5
0.544
0.544
9/16
3/8
ST5×17.5
×12.7
5.14
3.72
5.00 5
5.00 5
0.594
0.311
5/8
5/16
3/16
2.97
1.56
4.94
4.66
5
45/8
0.491
0.491
1/2
5/16
ST4×11.5
×9.2
3.38
2.70
4.00 4
4.00 4
0.441
0.271
7/16
1/4
1/8
1.76
1.08
4.17
4.00
41/8
4
0.425
0.425
7/16
1/4
7/16
1
1
21/4g
21/4g
ST3×8.6
×6.25
2.53
1.83
3.00 3
3.00 3
0.465
0.232
7/16
1/4
35/8
33/8
0.359
0.359
13/16
1/8
1.40 3.57
0.696 3.33
3/8
1/4
3/8
13/16
—
—
1.46
2.50 21/2
0.214
3/16
1/8
0.535 3.00
3
0.326
5/16
3/4
—
1.40
1.13
2.00 2
2.00 2
0.326
0.193
5/16
3/16
23/4
25/8
0.293
0.293
3/4
1/8
0.652 2.80
0.386 2.66
5/16
3/16
5/16
3/4
—
—
0.349
0.170
3/8
3/16
21/2
23/8
0.260
0.260
5/8
1/8
0.524 2.51
0.255 2.33
1/4
3/16
1/4
5/8
ST2.5×5
ST2×4.75
×3.85
ST1.5×3.75
×2.85
1.10 1.50 11/2
0.830 1.50 11/2
5/8
11/16
9/16
1/2
c Shape is slender for compression with F = 36 ksi
y
g The actual size, combination and orientation of fastener components should be compared with the geometry of the cross section
to ensure compatibility.
— Indicates flange is too narrow to establish a workable gage.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
—
—
AISC_PART 01B_14th Ed._Nov. 19, 2012 14-12-04 2:33 PM Page 73
(Black plate)
DIMENSIONS AND PROPERTIES
1–73
Table 1-10 (continued)
ST-Shapes
Properties
ST-SHAPES
Compact
Nom- Section
inal Criteria
Wt. b
d
I
S
ᎏf
ᎏ
tw
lb/ft 2tf
in.4
in.3
60.5 3.69 15.4 259 30.1
53
3.61 19.8 216 24.1
yp
y–
r
Z
I
S
r
Z Fy = 36 J
Cw
ksi
in.
in. in.3 in.
in.4 in.3
in.
in.3
in.4
in.6
3.82 3.63 54.5 1.26 41.5 10.3 1.53 18.1 1.00 6.38 27.5
3.72 3.28 43.3 1.02 38.4 9.76 1.57 16.7 1.00 5.05 15.0
50
45
40
4.17 16.1 215
4.10 19.2 190
4.02 24.0 162
26.3
22.6
18.6
3.83
3.79
3.72
3.84 47.5
3.60 41.1
3.30 33.6
2.16 23.7
1.42 22.3
0.909 21.0
6.55 1.27 12.0
6.27 1.30 11.2
6.00 1.34 10.4
1.00 3.76
1.00 3.01
0.876 2.44
19.5
12.1
6.94
48
43
3.91 12.7 143
3.84 15.4 124
20.3
17.2
3.18
3.13
3.13 36.9
2.91 31.1
1.35 25.0
0.972 23.3
6.93 1.33 12.5
6.59 1.36 11.6
1.00
1.00
4.16
3.30
15.0
9.17
37.5 4.02 15.7 109 15.8
33
3.94 19.8 92.9 12.9
3.15
3.10
3.07 28.6
2.81 23.4
1.34 14.8
0.841 13.7
4.62 1.16
4.39 1.19
8.36 1.00
7.70 1.00
2.28
1.78
7.21
4.02
35
4.52 12.7
27.35 4.34 19.5
84.5 14.0
62.3 9.60
2.87
2.79
2.94 25.1
2.51 17.3
1.78 12.0
0.737 10.4
3.84 1.08
3.45 1.14
7.17 1.00
6.06 1.00
2.02
1.16
7.03
2.26
25
4.53 13.6
21.45 4.42 18.2
40.5
32.9
7.72
5.99
2.35
2.29
2.25 14.0
2.01 10.8
0.826 7.79
0.605 7.13
2.76 1.03
2.59 1.06
4.99 1.00
4.54 1.00
1.05
0.765
2.02
0.995
25
4.17 8.73 25.1
20.4 3.98 13.0 18.9
6.04
4.27
1.85
1.78
1.84 11.0 0.758 7.79
1.58 7.71 0.577 6.74
2.84 1.03
2.57 1.06
5.16 1.00
4.43 1.00
1.36
0.842
1.97
0.787
17.5 4.67 14.0
15.9 4.60 17.1
3.95
3.30
1.83
1.78
1.65
1.51
7.12 0.543 4.92
5.94 0.480 4.66
1.94 0.980 3.40 1.00
1.87 1.00 3.22 1.00
0.524
0.438
0.556
0.364
17.5 5.03 8.42 12.5 3.62
12.7 4.75 16.1
7.79 2.05
1.56
1.45
1.56
1.20
6.58 0.673 4.15
3.70 0.403 3.36
1.68 0.899 3.10 1.00
1.44 0.950 2.49 1.00
0.633
0.300
0.725
0.173
11.5 4.91 9.07
9.2 4.71 14.8
5.00 1.76
3.49 1.14
1.22
1.14
1.15 3.19 0.439 2.13
0.942 2.07 0.336 1.84
1.02 0.795 1.84 1.00
0.922 0.827 1.59 1.00
0.271
0.167
0.168
0.0642
8.6 4.97 6.45
6.25 4.64 12.9
2.12 1.02 0.915 0.915 1.85 0.394 1.14 0.642 0.673 1.17 1.00
1.26 0.547 0.831 0.692 1.01 0.271 0.901 0.541 0.702 0.930 1.00
0.181 0.0772
0.0830 0.0197
5
0.671 0.348 0.677 0.570 0.650 0.239 0.597 0.398 0.638 0.686 1.00
0.0568 0.01000
4.75 4.78 6.13 0.462 0.319 0.575 0.553 0.592 0.250 0.444 0.317 0.564 0.565 1.00
3.85 4.54 10.4 0.307 0.198 0.522 0.448 0.381 0.204 0.374 0.281 0.576 0.485 1.00
0.0590 0.00995
0.0364 0.00457
3.75 4.83 4.30 0.200 0.187 0.426 0.432 0.351 0.219 0.289 0.230 0.513 0.411 1.00
2.85 4.48 8.82 0.114 0.0970 0.370 0.329 0.196 0.171 0.223 0.192 0.518 0.328 1.00
0.0432 0.00496
0.0216 0.00189
4.60 11.7
17.2
14.8
Axis X-X
Qs
Axis Y-Y
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
Torsional
Properties
AISC_PART 01B:14th Ed._
1/20/11
7:33 AM
Page 74
1–74
DIMENSIONS AND PROPERTIES
Table 1-11
Rectangular HSS
Dimensions and Properties
Design
Wall
Thickness, t
Nominal
Wt.
Area,
A
b/t
h/t
I
S
r
Z
HSS20×12×5/8
×1/2
×3/8
×5/16
in.
0.581
0.465
0.349
0.291
lb/ft
127.37
103.30
78.52
65.87
in.2
35.0
28.3
21.5
18.1
17.7
22.8
31.4
38.2
31.4
40.0
54.3
65.7
in.4
1880
1550
1200
1010
in.3
188
155
120
101
in.
7.33
7.39
7.45
7.48
in.3
230
188
144
122
HSS20×8×5/8
×1/2
×3/8
×5/16
0.581
0.465
0.349
0.291
110.36
89.68
68.31
57.36
30.3
24.6
18.7
15.7
10.8
14.2
19.9
24.5
31.4
40.0
54.3
65.7
1440
1190
926
786
144
119
92.6
78.6
6.89
6.96
7.03
7.07
185
152
117
98.6
HSS20×4×1/2
×3/8
×5/16
×1/4
0.465
0.349
0.291
0.233
76.07
58.10
48.86
39.43
20.9
16.0
13.4
10.8
5.60
8.46
10.7
14.2
40.0
54.3
65.7
82.8
838
657
560
458
83.8
65.7
56.0
45.8
6.33
6.42
6.46
6.50
115
89.3
75.6
61.5
HSS18×6×5/8
×1/2
×3/8
×5/16
×1/4
0.581
0.465
0.349
0.291
0.233
93.34
76.07
58.10
48.86
39.43
25.7
20.9
16.0
13.4
10.8
7.33
9.90
14.2
17.6
22.8
28.0
35.7
48.6
58.9
74.3
923
770
602
513
419
103
85.6
66.9
57.0
46.5
6.00
6.07
6.15
6.18
6.22
135
112
86.4
73.1
59.4
HSS16×12×5/8
×1/2
×3/8
×5/16
0.581
0.465
0.349
0.291
110.36
89.68
68.31
57.36
30.3
24.6
18.7
15.7
17.7
22.8
31.4
38.2
24.5
31.4
42.8
52.0
1090
904
702
595
136
113
87.7
74.4
6.00
6.06
6.12
6.15
165
135
104
87.7
HSS16×8×5/8
×1/2
×3/8
×5/16
×1/4
0.581
0.465
0.349
0.291
0.233
93.34
76.07
58.10
48.86
39.43
25.7
20.9
16.0
13.4
10.8
10.8
14.2
19.9
24.5
31.3
24.5
31.4
42.8
52.0
65.7
815
679
531
451
368
102
84.9
66.3
56.4
46.1
5.64
5.70
5.77
5.80
5.83
129
106
82.1
69.4
56.4
HSS16×4×5/8
×1/2
×3/8
×5/16
×1/4
×3/16
0.581
0.465
0.349
0.291
0.233
0.174
76.33
62.46
47.90
40.35
32.63
24.73
21.0
17.2
13.2
11.1
8.96
6.76
3.88
5.60
8.46
10.7
14.2
20.0
24.5
31.4
42.8
52.0
65.7
89.0
539
455
360
308
253
193
67.3
56.9
45.0
38.5
31.6
24.2
5.06
5.15
5.23
5.27
5.31
5.35
92.9
77.3
60.2
51.1
41.7
31.7
Shape
Axis X-X
Note: For compactness criteria, refer to Table 1-12A.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1/20/11
7:33 AM
Page 75
DIMENSIONS AND PROPERTIES
1–75
Table 1-11 (continued)
Rectangular HSS
Dimensions and Properties
HSS20-HSS16
Workable Flat
Axis Y-Y
Shape
I
S
r
Z
HSS20×12×5/8
×1/2
×3/8
×5/16
in.4
851
705
547
464
in.3
142
117
91.1
77.3
in.
4.930
4.99
5.04
5.07
HSS20×8×5/8
×1/2
×3/8
×5/16
338
283
222
189
84.6
70.8
55.6
47.4
HSS20×4×1/2
×3/8
×5/16
×1/4
58.7
47.6
41.2
34.3
HSS18×6×5/8
×1/2
×3/8
×5/16
×1/4
Depth Width
Torsion
Surface
Area
J
C
in.3
162
132
102
85.8
in.
in.
in.4
173/16 93/16 1890
173/4
93/4 1540
185/16 105/16 1180
185/8 105/8
997
in.3
257
209
160
134
ft 2/ft
5.17
5.20
5.23
5.25
3.34
3.39
3.44
3.47
96.4
79.5
61.5
52.0
173/16
173/4
185/16
185/8
53/16
53/4
65/16
65/8
916
757
586
496
167
137
105
88.3
4.50
4.53
4.57
4.58
29.3
23.8
20.6
17.1
1.68
1.73
1.75
1.78
34.0
26.8
22.9
18.7
173/4
185/16
185/8
187/8
—
25/16
25/8
27/8
195
156
134
111
63.8
49.9
42.4
34.7
3.87
3.90
3.92
3.93
158
134
106
91.3
75.1
52.7
44.6
35.5
30.4
25.0
2.48
2.53
2.58
2.61
2.63
61.0
50.7
39.5
33.5
27.3
153/16
153/4
165/16
169/16
167/8
33/16
33/4
45/16
49/16
47/8
462
387
302
257
210
109
89.9
69.5
58.7
47.7
3.83
3.87
3.90
3.92
3.93
HSS16x12×5/8
×1/2
×3/8
×5/16
700
581
452
384
117
96.8
75.3
64.0
4.80
4.86
4.91
4.94
135
111
85.5
72.2
133/16 93/16 1370
133/4
93/4 1120
145/16 105/16 862
145/8 105/8
727
204
166
127
107
4.50
4.53
4.57
4.58
HSS16×8×5/8
×1/2
×3/8
×5/16
×1/4
274
230
181
155
127
68.6
57.6
45.3
38.7
31.7
3.27
3.32
3.37
3.40
3.42
79.2
65.5
50.8
43.0
35.0
133/16
133/4
145/16
145/8
147/8
53/16
53/4
65/16
65/8
67/8
681
563
436
369
300
132
108
83.4
70.4
57.0
3.83
3.87
3.90
3.92
3.93
HSS16×4×5/8
×1/2
×3/8
×5/16
×1/4
×3/16
54.1
47.0
38.3
33.2
27.7
21.5
27.0
23.5
19.1
16.6
13.8
10.8
1.60
1.65
1.71
1.73
1.76
1.78
32.5
27.4
21.7
18.5
15.2
11.7
133/16
133/4
145/16
145/8
147/8
153/16
—
—
25/16
25/8
27/8
33/16
174
150
120
103
85.2
65.5
60.5
50.7
39.7
33.8
27.6
21.1
3.17
3.20
3.23
3.25
3.27
3.28
— Indicates flat depth or width is too small to establish a workable flat.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1/20/11
7:33 AM
Page 76
1–76
DIMENSIONS AND PROPERTIES
Table 1-11 (continued)
Rectangular HSS
Dimensions and Properties
Design
Wall
Thickness, t
Nominal
Wt.
Area,
A
b/t
h/t
I
S
r
Z
HSS14×10×5/8
×1/2
×3/8
×5/16
×1/4
in.
0.581
0.465
0.349
0.291
0.233
lb/ft
93.34
76.07
58.10
48.86
39.43
in.2
25.7
20.9
16.0
13.4
10.8
14.2
18.5
25.7
31.4
39.9
21.1
27.1
37.1
45.1
57.1
in.4
687
573
447
380
310
in.3
98.2
81.8
63.9
54.3
44.3
in.
5.17
5.23
5.29
5.32
5.35
in.3
120
98.8
76.3
64.6
52.4
HSS14×6×5/8
×1/2
×3/8
×5/16
×1/4
×3/16
0.581
0.465
0.349
0.291
0.233
0.174
76.33
62.46
47.90
40.35
32.63
24.73
21.0
17.2
13.2
11.1
8.96
6.76
7.33
9.90
14.2
17.6
22.8
31.5
21.1
27.1
37.1
45.1
57.1
77.5
478
402
317
271
222
170
68.3
57.4
45.3
38.7
31.7
24.3
4.77
4.84
4.91
4.94
4.98
5.01
88.7
73.6
57.3
48.6
39.6
30.1
HSS14×4×5/8
×1/2
×3/8
×5/16
×1/4
×3/16
0.581
0.465
0.349
0.291
0.233
0.174
67.82
55.66
42.79
36.10
29.23
22.18
18.7
15.3
11.8
9.92
8.03
6.06
3.88
5.60
8.46
10.7
14.2
20.0
21.1
27.1
37.1
45.1
57.1
77.5
373
317
252
216
178
137
53.3
45.3
36.0
30.9
25.4
19.5
4.47
4.55
4.63
4.67
4.71
4.74
73.1
61.0
47.8
40.6
33.2
25.3
HSS12×10×1/2
×3/8
×5/16
×1/4
0.465
0.349
0.291
0.233
69.27
53.00
44.60
36.03
19.0
14.6
12.2
9.90
18.5
25.7
31.4
39.9
22.8
31.4
38.2
48.5
395
310
264
216
65.9
51.6
44.0
36.0
4.56
4.61
4.64
4.67
78.8
61.1
51.7
42.1
HSS12×8×5/8
×1/2
×3/8
×5/16
×1/4
×3/16
0.581
0.465
0.349
0.291
0.233
0.174
76.33
62.46
47.90
40.35
32.63
24.73
21.0
17.2
13.2
11.1
8.96
6.76
10.8
14.2
19.9
24.5
31.3
43.0
17.7
22.8
31.4
38.2
48.5
66.0
397
333
262
224
184
140
66.1
55.6
43.7
37.4
30.6
23.4
4.34
4.41
4.47
4.50
4.53
4.56
82.1
68.1
53.0
44.9
36.6
27.8
HSS12×6×5/8
×1/2
×3/8
×5/16
×1/4
×3/16
0.581
0.465
0.349
0.291
0.233
0.174
67.82
55.66
42.79
36.10
29.23
22.18
18.7
15.3
11.8
9.92
8.03
6.06
7.33
9.90
14.2
17.6
22.8
31.5
17.7
22.8
31.4
38.2
48.5
66.0
321
271
215
184
151
116
53.4
45.2
35.9
30.7
25.2
19.4
4.14
4.21
4.28
4.31
4.34
4.38
68.8
57.4
44.8
38.1
31.1
23.7
Shape
Axis X-X
Note: For compactness criteria, refer to Table 1-12A.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1/20/11
7:33 AM
Page 77
DIMENSIONS AND PROPERTIES
1–77
Table 1-11 (continued)
Rectangular HSS
Dimensions and Properties
HSS14-HSS12
Workable Flat
Axis Y-Y
Shape
Depth Width
I
S
r
Z
HSS14×10×5/8
×1/2
×3/8
×5/16
×1/4
in.4
407
341
267
227
186
in.3
81.5
68.1
53.4
45.5
37.2
in.
3.98
4.04
4.09
4.12
4.14
in.3
95.1
78.5
60.7
51.4
41.8
in.
113/16
113/4
125/16
129/16
127/8
HSS14×6×5/8
×1/2
×3/8
×5/16
×1/4
×3/16
124
105
84.1
72.3
59.6
45.9
41.2
35.1
28.0
24.1
19.9
15.3
2.43
2.48
2.53
2.55
2.58
2.61
48.4
40.4
31.6
26.9
22.0
16.7
HSS14×4×5/8
×1/2
×3/8
×5/16
×1/4
×3/16
47.2
41.2
33.6
29.2
24.4
19.0
23.6
20.6
16.8
14.6
12.2
9.48
1.59
1.64
1.69
1.72
1.74
1.77
HSS12×10×1/2
×3/8
×5/16
×1/4
298
234
200
164
59.7
46.9
40.0
32.7
HSS12×8×5/8
×1/2
×3/8
×5/16
×1/4
×3/16
210
178
140
120
98.8
75.7
HSS12×6×5/8
×1/2
×3/8
×5/16
×1/4
×3/16
107
91.1
72.9
62.8
51.9
40.0
Torsion
Surface
Area
J
C
in.
73/16
73/4
85/16
89/16
87/8
in.4
832
685
528
446
362
in.3
146
120
91.8
77.4
62.6
ft 2/ft
3.83
3.87
3.90
3.92
3.93
113/16
113/4
125/16
129/16
127/8
133/16
33/16
33/4
45/16
49/16
47/8
53/16
334
279
219
186
152
116
83.7
69.3
53.7
45.5
36.9
28.0
3.17
3.20
3.23
3.25
3.27
3.28
28.5
24.1
19.1
16.4
13.5
10.3
111/4
113/4
121/4
125/8
127/8
131/8
—
—
21/4
25/8
27/8
31/8
148
127
102
87.7
72.4
55.8
52.6
44.1
34.6
29.5
24.1
18.4
2.83
2.87
2.90
2.92
2.93
2.95
3.96
4.01
4.04
4.07
69.6
54.0
45.7
37.2
93/4
105/16
109/16
107/8
73/4
85/16
89/16
87/8
545
421
356
289
102
78.3
66.1
53.5
3.53
3.57
3.58
3.60
52.5
44.4
35.1
30.1
24.7
18.9
3.16
3.21
3.27
3.29
3.32
3.35
61.9
51.5
40.1
34.1
27.8
21.1
93/16
93/4
105/16
109/16
107/8
111/8
53/16
53/4
65/16
69/16
67/8
71/8
454
377
293
248
202
153
97.7
80.4
62.1
52.4
42.5
32.2
3.17
3.20
3.23
3.25
3.27
3.28
35.5
30.4
24.3
20.9
17.3
13.3
2.39
2.44
2.49
2.52
2.54
2.57
42.1
35.2
27.7
23.6
19.3
14.7
93/16
93/4
105/16
109/16
107/8
113/16
33/16
33/4
45/16
49/16
47/8
53/16
271
227
178
152
124
94.6
71.1
59.0
45.8
38.8
31.6
24.0
2.83
2.87
2.90
2.92
2.93
2.95
— Indicates flat depth or width is too small to establish a workable flat.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1/20/11
7:33 AM
Page 78
1–78
DIMENSIONS AND PROPERTIES
Table 1-11 (continued)
Rectangular HSS
Dimensions and Properties
Design
Wall
Thickness, t
Nominal
Wt.
Area,
A
b/t
h/t
I
S
r
Z
HSS12×4×5/8
×1/2
×3/8
×5/16
×1/4
×3/16
in.
0.581
0.465
0.349
0.291
0.233
0.174
lb/ft
59.32
48.85
37.69
31.84
25.82
19.63
in.2
16.4
13.5
10.4
8.76
7.10
5.37
3.88
5.60
8.46
10.7
14.2
20.0
17.7
22.8
31.4
38.2
48.5
66.0
in.4
245
210
168
144
119
91.8
in.3
40.8
34.9
28.0
24.1
19.9
15.3
in.
3.87
3.95
4.02
4.06
4.10
4.13
in.3
55.5
46.7
36.7
31.3
25.6
19.6
HSS12×31/2×3/8
×5/16
0.349
0.291
36.41
30.78
10.0
8.46
7.03
9.03
31.4
38.2
156
134
26.0
22.4
3.94
3.98
34.7
29.6
HSS12×3×5/16
×1/4
×3/16
0.291
0.233
0.174
29.72
24.12
18.35
8.17
6.63
5.02
7.31
9.88
14.2
38.2
48.5
66.0
124
103
79.6
20.7
17.2
13.3
3.90
3.94
3.98
27.9
22.9
17.5
HSS12×2×5/16
×1/4
×3/16
0.291
0.233
0.174
27.59
22.42
17.08
7.59
6.17
4.67
3.87
5.58
8.49
38.2
48.5
66.0
104
86.9
67.4
17.4
14.5
11.2
3.71
3.75
3.80
24.5
20.1
15.5
HSS10×8×5/8
×1/2
×3/8
×5/16
×1/4
×3/16
0.581
0.465
0.349
0.291
0.233
0.174
67.82
55.66
42.79
36.10
29.23
22.18
18.7
15.3
11.8
9.92
8.03
6.06
10.8
14.2
19.9
24.5
31.3
43.0
14.2
18.5
25.7
31.4
39.9
54.5
253
214
169
145
119
91.4
50.5
42.7
33.9
29.0
23.8
18.3
3.68
3.73
3.79
3.82
3.85
3.88
62.2
51.9
40.5
34.4
28.1
21.4
HSS10×6×5/8
×1/2
×3/8
×5/16
×1/4
×3/16
0.581
0.465
0.349
0.291
0.233
0.174
59.32
48.85
37.69
31.84
25.82
19.63
16.4
13.5
10.4
8.76
7.10
5.37
7.33
9.90
14.2
17.6
22.8
31.5
14.2
18.5
25.7
31.4
39.9
54.5
201
171
137
118
96.9
74.6
40.2
34.3
27.4
23.5
19.4
14.9
3.50
3.57
3.63
3.66
3.69
3.73
51.3
43.0
33.8
28.8
23.6
18.0
HSS10×5×3/8
×5/16
×1/4
×3/16
0.349
0.291
0.233
0.174
35.13
29.72
24.12
18.35
9.67
8.17
6.63
5.02
11.3
14.2
18.5
25.7
25.7
31.4
39.9
54.5
120
104
85.8
66.2
24.1
20.8
17.2
13.2
3.53
3.56
3.60
3.63
30.4
26.0
21.3
16.3
Shape
Axis X-X
Note: For compactness criteria, refer to Table 1-12A.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1/20/11
7:33 AM
Page 79
DIMENSIONS AND PROPERTIES
1–79
Table 1-11 (continued)
Rectangular HSS
Dimensions and Properties
HSS12-HSS10
Axis Y-Y
Shape
Torsion
Workable Flat
Depth Width
I
S
r
Z
HSS12×4×5/8
×1/2
×3/8
×5/16
×1/4
×3/16
in.4
40.4
35.3
28.9
25.2
21.0
16.4
in.3
20.2
17.7
14.5
12.6
10.5
8.20
in.
1.57
1.62
1.67
1.70
1.72
1.75
in.3
24.5
20.9
16.6
14.2
11.7
9.00
in.
93/16
93/4
105/16
105/8
107/8
113/16
HSS12×31/2×3/8
×5/16
21.3
18.6
12.2
10.6
1.46
1.48
14.0
12.1
HSS12×3×5/16
×1/4
×3/16
13.1
11.1
8.72
8.73
7.38
5.81
1.27
1.29
1.32
HSS12×2×5/16
×1/4
×3/16
5.10
4.41
3.55
5.10
4.41
3.55
HSS10×8×5/8
×1/2
×3/8
×5/16
×1/4
×3/16
178
151
120
103
84.7
65.1
HSS10×6×5/8
×1/2
×3/8
×5/16
×1/4
×3/16
HSS10×5×3/8
×5/16
×1/4
×3/16
Surface
Area
J
C
in.
—
—
25/16
25/8
27/8
33/16
in.4
122
105
84.1
72.4
59.8
46.1
in.3
44.6
37.5
29.5
25.2
20.6
15.7
ft 2/ft
2.50
2.53
2.57
2.58
2.60
2.62
105/16
105/8
—
—
64.7
56.0
25.5
21.8
2.48
2.50
10.0
8.28
6.40
105/8
107/8
113/16
—
—
23/16
41.3
34.5
26.8
18.4
15.1
11.6
2.42
2.43
2.45
0.820
0.845
0.872
6.05
5.08
3.97
105/8
107/8
113/16
—
—
—
17.6
15.1
12.0
11.6
9.64
7.49
2.25
2.27
2.28
44.5
37.8
30.0
25.7
21.2
16.3
3.09
3.14
3.19
3.22
3.25
3.28
53.3
44.5
34.8
29.6
24.2
18.4
73/16
73/4
85/16
85/8
87/8
93/16
53/16
53/4
65/16
65/8
67/8
73/16
346
288
224
190
155
118
80.4
66.4
51.4
43.5
35.3
26.7
2.83
2.87
2.90
2.92
2.93
2.95
89.4
76.8
61.8
53.3
44.1
34.1
29.8
25.6
20.6
17.8
14.7
11.4
2.34
2.39
2.44
2.47
2.49
2.52
35.8
30.1
23.7
20.2
16.6
12.7
73/16
73/4
85/16
85/8
87/8
93/16
33/16
33/4
45/16
45/8
47/8
53/16
209
176
139
118
96.7
73.8
58.6
48.7
37.9
32.2
26.2
19.9
2.50
2.53
2.57
2.58
2.60
2.62
40.6
35.2
29.3
22.7
16.2
14.1
11.7
9.09
2.05
2.07
2.10
2.13
18.7
16.0
13.2
10.1
85/16
85/8
87/8
93/16
35/16
35/8
37/8
43/16
100
86.0
70.7
54.1
31.2
26.5
21.6
16.5
2.40
2.42
2.43
2.45
— Indicates flat depth or width is too small to establish a workable flat.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1/20/11
7:33 AM
Page 80
1–80
DIMENSIONS AND PROPERTIES
Table 1-11 (continued)
Rectangular HSS
Dimensions and Properties
Design
Wall
Thickness, t
Nominal
Wt.
Area,
A
b/t
h/t
I
S
r
Z
HSS10×4×5/8
×1/2
×3/8
×5/16
×1/4
×3/16
×1/8
in.
0.581
0.465
0.349
0.291
0.233
0.174
0.116
lb/ft
50.81
42.05
32.58
27.59
22.42
17.08
11.56
in.2
14.0
11.6
8.97
7.59
6.17
4.67
3.16
3.88
5.60
8.46
10.7
14.2
20.0
31.5
14.2
18.5
25.7
31.4
39.9
54.5
83.2
in.4
149
129
104
90.1
74.7
57.8
39.8
in.3
29.9
25.8
20.8
18.0
14.9
11.6
7.97
in.
3.26
3.34
3.41
3.44
3.48
3.52
3.55
in.3
40.3
34.1
27.0
23.1
19.0
14.6
10.0
HSS10×31/2×1/2
×3/8
×5/16
×1/4
×3/16
×1/8
0.465
0.349
0.291
0.233
0.174
0.116
40.34
31.31
26.53
21.57
16.44
11.13
11.1
8.62
7.30
5.93
4.50
3.04
4.53
7.03
9.03
12.0
17.1
27.2
18.5
25.7
31.4
39.9
54.5
83.2
118
96.1
83.2
69.1
53.6
37.0
23.7
19.2
16.6
13.8
10.7
7.40
3.26
3.34
3.38
3.41
3.45
3.49
31.9
25.3
21.7
17.9
13.7
9.37
HSS10×3×3/8
×5/16
×1/4
×3/16
×1/8
0.349
0.291
0.233
0.174
0.116
30.03
25.46
20.72
15.80
10.71
8.27
7.01
5.70
4.32
2.93
5.60
7.31
9.88
14.2
22.9
25.7
31.4
39.9
54.5
83.2
88.0
76.3
63.6
49.4
34.2
17.6
15.3
12.7
9.87
6.83
3.26
3.30
3.34
3.38
3.42
23.7
20.3
16.7
12.8
8.80
HSS10×2×3/8
×5/16
×1/4
×3/16
×1/8
0.349
0.291
0.233
0.174
0.116
27.48
23.34
19.02
14.53
9.86
7.58
6.43
5.24
3.98
2.70
2.73
3.87
5.58
8.49
14.2
25.7
31.4
39.9
54.5
83.2
71.7
62.6
52.5
41.0
28.5
14.3
12.5
10.5
8.19
5.70
3.08
3.12
3.17
3.21
3.25
20.3
17.5
14.4
11.1
7.65
HSS9×7×5/8
×1/2
×3/8
×5/16
×1/4
×3/16
0.581
0.465
0.349
0.291
0.233
0.174
59.32
48.85
37.69
31.84
25.82
19.63
16.4
13.5
10.4
8.76
7.10
5.37
9.05
12.1
17.1
21.1
27.0
37.2
12.5
16.4
22.8
27.9
35.6
48.7
174
149
119
102
84.1
64.7
38.7
33.0
26.4
22.6
18.7
14.4
3.26
3.32
3.38
3.41
3.44
3.47
48.3
40.5
31.8
27.1
22.2
16.9
Shape
Axis X-X
Note: For compactness criteria, refer to Table 1-12A.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1/20/11
7:33 AM
Page 81
DIMENSIONS AND PROPERTIES
1–81
Table 1-11 (continued)
Rectangular HSS
Dimensions and Properties
HSS10-HSS9
Axis Y-Y
Shape
Torsion
Workable Flat
Surface
Area
Depth Width
J
C
in.3
20.6
17.6
14.0
12.1
10.0
7.66
5.26
in.
73/16
73/4
85/16
85/8
87/8
93/16
97/16
in.
—
—
25/16
25/8
27/8
33/16
37/16
in.4
95.7
82.6
66.5
57.3
47.4
36.5
25.1
in.3
36.7
31.0
24.4
20.9
17.1
13.1
8.90
ft 2/ft
2.17
2.20
2.23
2.25
2.27
2.28
2.30
1.39
1.44
1.46
1.49
1.51
1.54
14.7
11.8
10.2
8.45
6.52
4.48
73/4
85/16
85/8
87/8
93/16
97/16
—
—
—
—
211/16
215/16
63.2
51.5
44.6
37.0
28.6
19.8
26.5
21.1
18.0
14.8
11.4
7.75
2.12
2.15
2.17
2.18
2.20
2.22
8.28
7.30
6.19
4.89
3.44
1.22
1.25
1.28
1.30
1.33
9.73
8.42
6.99
5.41
3.74
85/16
85/8
87/8
93/16
97/16
—
—
—
23/16
27/16
37.8
33.0
27.6
21.5
14.9
17.7
15.2
12.5
9.64
6.61
2.07
2.08
2.10
2.12
2.13
4.70
4.24
3.67
2.97
2.14
4.70
4.24
3.67
2.97
2.14
0.787
0.812
0.838
0.864
0.890
5.76
5.06
4.26
3.34
2.33
85/16
85/8
87/8
93/16
97/16
—
—
—
—
—
15.9
14.2
12.2
9.74
6.90
11.0
9.56
7.99
6.22
4.31
1.90
1.92
1.93
1.95
1.97
117
100
80.4
69.2
57.2
44.1
33.5
28.7
23.0
19.8
16.3
12.6
2.68
2.73
2.78
2.81
2.84
2.87
40.5
34.0
26.7
22.8
18.7
14.3
63/16
63/4
75/16
75/8
77/8
83/16
43/16
43/4
55/16
55/8
57/8
63/16
235
197
154
131
107
81.7
62.0
51.5
40.0
33.9
27.6
20.9
2.50
2.53
2.57
2.58
2.60
2.62
I
S
r
Z
HSS10×4×5/8
×1/2
×3/8
×5/16
×1/4
×3/16
×1/8
in.4
33.5
29.5
24.3
21.2
17.7
13.9
9.65
in.3
16.8
14.7
12.1
10.6
8.87
6.93
4.83
in.
1.54
1.59
1.64
1.67
1.70
1.72
1.75
HSS10×31/2×1/2
×3/8
×5/16
×1/4
×3/16
×1/8
21.4
17.8
15.6
13.1
10.3
7.22
12.2
10.2
8.92
7.51
5.89
4.12
HSS10×3×3/8
×5/16
×1/4
×3/16
×1/8
12.4
11.0
9.28
7.33
5.16
HSS10×2×3/8
×5/16
×1/4
×3/16
×1/8
HSS9×7×5/8
×1/2
×3/8
×5/16
×1/4
×3/16
— Indicates flat depth or width is too small to establish a workable flat.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1/20/11
7:33 AM
Page 82
1–82
DIMENSIONS AND PROPERTIES
Table 1-11 (continued)
Rectangular HSS
Dimensions and Properties
Design
Wall
Thickness, t
Nominal
Wt.
Area,
A
b/t
h/t
I
S
r
Z
HSS9×5×5/8
×1/2
×3/8
×5/16
×1/4
×3/16
in.
0.581
0.465
0.349
0.291
0.233
0.174
lb/ft
50.81
42.05
32.58
27.59
22.42
17.08
in.2
14.0
11.6
8.97
7.59
6.17
4.67
5.61
7.75
11.3
14.2
18.5
25.7
12.5
16.4
22.8
27.9
35.6
48.7
in.4
133
115
92.5
79.8
66.1
51.1
in.3
29.6
25.5
20.5
17.7
14.7
11.4
in.
3.08
3.14
3.21
3.24
3.27
3.31
in.3
38.5
32.5
25.7
22.0
18.1
13.8
HSS9×3×1/2
×3/8
×5/16
×1/4
×3/16
0.465
0.349
0.291
0.233
0.174
35.24
27.48
23.34
19.02
14.53
9.74
7.58
6.43
5.24
3.98
3.45
5.60
7.31
9.88
14.2
16.4
22.8
27.9
35.6
48.7
80.8
66.3
57.7
48.2
37.6
18.0
14.7
12.8
10.7
8.35
2.88
2.96
3.00
3.04
3.07
24.6
19.7
16.9
14.0
10.8
HSS8×6×5/8
×1/2
×3/8
×5/16
×1/4
×3/16
0.581
0.465
0.349
0.291
0.233
0.174
50.81
42.05
32.58
27.59
22.42
17.08
14.0
11.6
8.97
7.59
6.17
4.67
7.33
9.90
14.2
17.6
22.8
31.5
10.8
14.2
19.9
24.5
31.3
43.0
114
98.2
79.1
68.3
56.6
43.7
28.5
24.6
19.8
17.1
14.2
10.9
2.85
2.91
2.97
3.00
3.03
3.06
36.1
30.5
24.1
20.6
16.9
13.0
HSS8×4×5/8
×1/2
×3/8
×5/16
×1/4
×3/16
×1/8
0.581
0.465
0.349
0.291
0.233
0.174
0.116
42.30
35.24
27.48
23.34
19.02
14.53
9.86
11.7
9.74
7.58
6.43
5.24
3.98
2.70
3.88
5.60
8.46
10.7
14.2
20.0
31.5
10.8
14.2
19.9
24.5
31.3
43.0
66.0
82.0
71.8
58.7
51.0
42.5
33.1
22.9
20.5
17.9
14.7
12.8
10.6
8.27
5.73
2.64
2.71
2.78
2.82
2.85
2.88
2.92
27.4
23.5
18.8
16.1
13.3
10.2
7.02
HSS8×3×1/2
×3/8
×5/16
×1/4
×3/16
×1/8
0.465
0.349
0.291
0.233
0.174
0.116
31.84
24.93
21.21
17.32
13.25
9.01
8.81
6.88
5.85
4.77
3.63
2.46
3.45
5.60
7.31
9.88
14.2
22.9
14.2
19.9
24.5
31.3
43.0
66.0
58.6
48.5
42.4
35.5
27.8
19.3
14.6
12.1
10.6
8.88
6.94
4.83
2.58
2.65
2.69
2.73
2.77
2.80
20.0
16.1
13.9
11.5
8.87
6.11
Shape
Axis X-X
Note: For compactness criteria, refer to Table 1-12A.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1/20/11
7:33 AM
Page 83
DIMENSIONS AND PROPERTIES
1–83
Table 1-11 (continued)
Rectangular HSS
Dimensions and Properties
HSS9-HSS8
Axis Y-Y
Shape
Torsion
Workable Flat
Depth Width
I
S
r
Z
HSS9×5×5/8
×1/2
×3/8
×5/16
×1/4
×3/16
in.4
52.0
45.2
36.8
32.0
26.6
20.7
in.3
20.8
18.1
14.7
12.8
10.6
8.28
in.
1.92
1.97
2.03
2.05
2.08
2.10
in.3
25.3
21.5
17.1
14.6
12.0
9.25
in.
63/16
63/4
75/16
75/8
77/8
83/16
HSS9×3×1/2
×3/8
×5/16
×1/4
×3/16
13.2
11.2
9.88
8.38
6.64
8.81
7.45
6.59
5.59
4.42
1.17
1.21
1.24
1.27
1.29
10.8
8.80
7.63
6.35
4.92
HSS8×6×5/8
×1/2
×3/8
×5/16
×1/4
×3/16
72.3
62.5
50.6
43.8
36.4
28.2
24.1
20.8
16.9
14.6
12.1
9.39
2.27
2.32
2.38
2.40
2.43
2.46
HSS8×4×5/8
×1/2
×3/8
×5/16
×1/4
×3/16
×1/8
26.6
23.6
19.6
17.2
14.4
11.3
7.90
13.3
11.8
9.80
8.58
7.21
5.65
3.95
HSS8×3×1/2
×3/8
×5/16
×1/4
×3/16
×1/8
11.7
10.0
8.81
7.49
5.94
4.20
7.81
6.63
5.87
4.99
3.96
2.80
Surface
Area
J
C
in.
23/16
23/4
35/16
35/8
37/8
43/16
in.4
128
109
86.9
74.4
61.2
46.9
in.3
42.5
35.6
27.9
23.8
19.4
14.8
ft 2/ft
2.17
2.20
2.23
2.25
2.27
2.28
63/4
75/16
75/8
77/8
83/16
—
—
—
—
23/16
40.0
33.1
28.9
24.2
18.9
19.7
15.8
13.6
11.3
8.66
1.87
1.90
1.92
1.93
1.95
29.5
24.9
19.8
16.9
13.9
10.7
53/16
53/4
65/16
65/8
67/8
73/16
33/16
33/4
45/16
45/8
47/8
53/16
150
127
100
85.8
70.3
53.7
46.0
38.4
30.0
25.5
20.8
15.8
2.17
2.20
2.23
2.25
2.27
2.28
1.51
1.56
1.61
1.63
1.66
1.69
1.71
16.6
14.3
11.5
9.91
8.20
6.33
4.36
53/16
53/4
65/16
65/8
67/8
73/16
77/16
—
—
25/16
25/8
27/8
33/16
37/16
70.3
61.1
49.3
42.6
35.3
27.2
18.7
28.7
24.4
19.3
16.5
13.6
10.4
7.10
1.83
1.87
1.90
1.92
1.93
1.95
1.97
1.15
1.20
1.23
1.25
1.28
1.31
9.64
7.88
6.84
5.70
4.43
3.07
53/4
65/16
65/8
67/8
73/16
77/16
—
—
—
—
23/16
27/16
34.3
28.5
24.9
20.8
16.2
11.3
17.4
14.0
12.1
10.0
7.68
5.27
1.70
1.73
1.75
1.77
1.78
1.80
— Indicates flat depth or width is too small to establish a workable flat.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1/20/11
7:33 AM
Page 84
1–84
DIMENSIONS AND PROPERTIES
Table 1-11 (continued)
Rectangular HSS
Dimensions and Properties
Design
Wall
Thickness, t
Nominal
Wt.
Area,
A
b/t
h/t
I
S
r
Z
HSS8×2×3/8
×5/16
×1/4
×3/16
×1/8
in.
0.349
0.291
0.233
0.174
0.116
lb/ft
22.37
19.08
15.62
11.97
8.16
in.2
6.18
5.26
4.30
3.28
2.23
2.73
3.87
5.58
8.49
14.2
19.9
24.5
31.3
43.0
66.0
in.4
38.2
33.7
28.5
22.4
15.7
in.3
9.56
8.43
7.12
5.61
3.93
in.
2.49
2.53
2.57
2.61
2.65
in.3
13.4
11.6
9.68
7.51
5.19
HSS7×5×1/2
×3/8
×5/16
×1/4
×3/16
×1/8
0.465
0.349
0.291
0.233
0.174
0.116
35.24
27.48
23.34
19.02
14.53
9.86
9.74
7.58
6.43
5.24
3.98
2.70
7.75
11.3
14.2
18.5
25.7
40.1
12.1
17.1
21.1
27.0
37.2
57.3
60.6
49.5
43.0
35.9
27.9
19.3
17.3
14.1
12.3
10.2
7.96
5.52
2.50
2.56
2.59
2.62
2.65
2.68
21.9
17.5
15.0
12.4
9.52
6.53
HSS7×4×1/2
×3/8
×5/16
×1/4
×3/16
×1/8
0.465
0.349
0.291
0.233
0.174
0.116
31.84
24.93
21.21
17.32
13.25
9.01
8.81
6.88
5.85
4.77
3.63
2.46
5.60
8.46
10.7
14.2
20.0
31.5
12.1
17.1
21.1
27.0
37.2
57.3
50.7
41.8
36.5
30.5
23.8
16.6
14.5
11.9
10.4
8.72
6.81
4.73
2.40
2.46
2.50
2.53
2.56
2.59
18.8
15.1
13.1
10.8
8.33
5.73
HSS7×3×1/2
×3/8
×5/16
×1/4
×3/16
×1/8
0.465
0.349
0.291
0.233
0.174
0.116
28.43
22.37
19.08
15.62
11.97
8.16
7.88
6.18
5.26
4.30
3.28
2.23
3.45
5.60
7.31
9.88
14.2
22.9
12.1
17.1
21.1
27.0
37.2
57.3
40.7
34.1
29.9
25.2
19.8
13.8
11.6
9.73
8.54
7.19
5.65
3.95
2.27
2.35
2.38
2.42
2.45
2.49
15.8
12.8
11.1
9.22
7.14
4.93
HSS7×2×1/4
×3/16
×1/8
0.233
0.174
0.116
13.91
10.70
7.31
3.84
2.93
2.00
5.58
8.49
14.2
27.0
37.2
57.3
19.8
15.7
11.1
5.67
4.49
3.16
2.27
2.31
2.35
7.64
5.95
4.13
HSS6×5×1/2
×3/8
×5/16
×1/4
×3/16
×1/8
0.465
0.349
0.291
0.233
0.174
0.116
31.84
24.93
21.21
17.32
13.25
9.01
8.81
6.88
5.85
4.77
3.63
2.46
7.75
11.3
14.2
18.5
25.7
40.1
9.90
14.2
17.6
22.8
31.5
48.7
41.1
33.9
29.6
24.7
19.3
13.4
13.7
11.3
9.85
8.25
6.44
4.48
2.16
2.22
2.25
2.28
2.31
2.34
17.2
13.8
11.9
9.87
7.62
5.24
Shape
Axis X-X
Note: For compactness criteria, refer to Table 1-12A.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1/20/11
7:33 AM
Page 85
DIMENSIONS AND PROPERTIES
1–85
Table 1-11 (continued)
Rectangular HSS
Dimensions and Properties
HSS8-HSS6
Axis Y-Y
Shape
Torsion
Workable Flat
Surface
Area
I
S
r
Z
Depth Width
J
C
HSS8×2×3/8
×5/16
×1/4
×3/16
×1/8
in.4
3.73
3.38
2.94
2.39
1.72
in.3
3.73
3.38
2.94
2.39
1.72
in.
0.777
0.802
0.827
0.853
0.879
in.3
4.61
4.06
3.43
2.70
1.90
in.
65/16
65/8
67/8
73/16
77/16
in.
—
—
—
—
—
in.4
12.1
10.9
9.36
7.48
5.30
in.3
8.65
7.57
6.35
4.95
3.44
ft 2/ft
1.57
1.58
1.60
1.62
1.63
HSS7×5×1/2
×3/8
×5/16
×1/4
×3/16
×1/8
35.6
29.3
25.5
21.3
16.6
11.6
14.2
11.7
10.2
8.53
6.65
4.63
1.91
1.97
1.99
2.02
2.05
2.07
17.3
13.8
11.9
9.83
7.57
5.20
43/4
55/16
55/8
57/8
63/16
67/16
23/4
35/16
35/8
37/8
43/16
47/16
75.8
60.6
52.1
42.9
32.9
22.5
27.2
21.4
18.3
15.0
11.4
7.79
1.87
1.90
1.92
1.93
1.95
1.97
HSS7×4×1/2
×3/8
×5/16
×1/4
×3/16
×1/8
20.7
17.3
15.2
12.8
10.0
7.03
10.4
8.63
7.58
6.38
5.02
3.51
1.53
1.58
1.61
1.64
1.66
1.69
12.6
10.2
8.83
7.33
5.67
3.91
43/4
55/16
55/8
57/8
61/8
67/16
—
25/16
25/8
27/8
31/8
37/16
50.5
41.0
35.4
29.3
22.7
15.6
21.1
16.8
14.4
11.8
9.07
6.20
1.70
1.73
1.75
1.77
1.78
1.80
HSS7×3×1/2
×3/8
×5/16
×1/4
×3/16
×1/8
10.2
8.71
7.74
6.60
5.24
3.71
6.80
5.81
5.16
4.40
3.50
2.48
1.14
1.19
1.21
1.24
1.26
1.29
8.46
6.95
6.05
5.06
3.94
2.73
43/4
55/16
55/8
57/8
63/16
67/16
—
—
—
—
23/16
27/16
28.6
23.9
20.9
17.5
13.7
9.48
15.0
12.1
10.5
8.68
6.69
4.60
1.53
1.57
1.58
1.60
1.62
1.63
HSS7×2×1/4
×3/16
×1/8
2.58
2.10
1.52
2.58
2.10
1.52
0.819
0.845
0.871
3.02
2.39
1.68
57/8
63/16
67/16
—
—
—
7.95
6.35
4.51
5.52
4.32
3.00
1.43
1.45
1.47
HSS6×5×1/2
×3/8
×5/16
×1/4
×3/16
×1/8
30.8
25.5
22.3
18.7
14.6
10.2
12.3
10.2
8.91
7.47
5.84
4.07
1.87
1.92
1.95
1.98
2.01
2.03
15.2
12.2
10.5
8.72
6.73
4.63
33/4
45/16
45/8
47/8
53/16
57/16
23/4
35/16
35/8
37/8
43/16
47/16
59.8
48.1
41.4
34.2
26.3
18.0
23.0
18.2
15.6
12.8
9.76
6.66
1.70
1.73
1.75
1.77
1.78
1.80
— Indicates flat depth or width is too small to establish a workable flat.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1/20/11
7:33 AM
Page 86
1–86
DIMENSIONS AND PROPERTIES
Table 1-11 (continued)
Rectangular HSS
Dimensions and Properties
Design
Wall
Thickness, t
Nominal
Wt.
Area,
A
b/t
h/t
I
S
r
Z
HSS6×4×1/2
×3/8
×5/16
×1/4
×3/16
×1/8
in.
0.465
0.349
0.291
0.233
0.174
0.116
lb/ft
28.43
22.37
19.08
15.62
11.97
8.16
in.2
7.88
6.18
5.26
4.30
3.28
2.23
5.60
8.46
10.7
14.2
20.0
31.5
9.90
14.2
17.6
22.8
31.5
48.7
in.4
34.0
28.3
24.8
20.9
16.4
11.4
in.3
11.3
9.43
8.27
6.96
5.46
3.81
in.
2.08
2.14
2.17
2.20
2.23
2.26
in.3
14.6
11.9
10.3
8.53
6.60
4.56
HSS6×3×1/2
×3/8
×5/16
×1/4
×3/16
×1/8
0.465
0.349
0.291
0.233
0.174
0.116
25.03
19.82
16.96
13.91
10.70
7.31
6.95
5.48
4.68
3.84
2.93
2.00
3.45
5.60
7.31
9.88
14.2
22.9
9.90
14.2
17.6
22.8
31.5
48.7
26.8
22.7
20.1
17.0
13.4
9.43
8.95
7.57
6.69
5.66
4.47
3.14
1.97
2.04
2.07
2.10
2.14
2.17
12.1
9.90
8.61
7.19
5.59
3.87
HSS6×2×3/8
×5/16
×1/4
×3/16
×1/8
0.349
0.291
0.233
0.174
0.116
17.27
14.83
12.21
9.42
6.46
4.78
4.10
3.37
2.58
1.77
2.73
3.87
5.58
8.49
14.2
14.2
17.6
22.8
31.5
48.7
17.1
15.3
13.1
10.5
7.42
5.71
5.11
4.37
3.49
2.47
1.89
1.93
1.97
2.01
2.05
7.93
6.95
5.84
4.58
3.19
HSS5×4×1/2
×3/8
×5/16
×1/4
×3/16
×1/8
0.465
0.349
0.291
0.233
0.174
0.116
25.03
19.82
16.96
13.91
10.70
7.31
6.95
5.48
4.68
3.84
2.93
2.00
5.60
8.46
10.7
14.2
20.0
31.5
7.75
11.3
14.2
18.5
25.7
40.1
21.2
17.9
15.8
13.4
10.6
7.42
8.49
7.17
6.32
5.35
4.22
2.97
1.75
1.81
1.84
1.87
1.90
1.93
10.9
8.96
7.79
6.49
5.05
3.50
HSS5×3×1/2
×3/8
×5/16
×1/4
×3/16
×1/8
0.465
0.349
0.291
0.233
0.174
0.116
21.63
17.27
14.83
12.21
9.42
6.46
6.02
4.78
4.10
3.37
2.58
1.77
3.45
5.60
7.31
9.88
14.2
22.9
7.75
11.3
14.2
18.5
25.7
40.1
16.4
14.1
12.6
10.7
8.53
6.03
6.57
5.65
5.03
4.29
3.41
2.41
1.65
1.72
1.75
1.78
1.82
1.85
8.83
7.34
6.42
5.38
4.21
2.93
Shape
Axis X-X
Note: For compactness criteria, refer to Table 1-12A.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1/20/11
7:33 AM
Page 87
DIMENSIONS AND PROPERTIES
1–87
Table 1-11 (continued)
Rectangular HSS
Dimensions and Properties
HSS6-HSS5
Workable Flat
Axis Y-Y
Shape
I
S
r
Z
HSS6×4×1/2
×3/8
×5/16
×1/4
×3/16
×1/8
in.4
17.8
14.9
13.2
11.1
8.76
6.15
in.3
8.89
7.47
6.58
5.56
4.38
3.08
in.
1.50
1.55
1.58
1.61
1.63
1.66
HSS6×3×1/2
×3/8
×5/16
×1/4
×3/16
×1/8
8.69
7.48
6.67
5.70
4.55
3.23
5.79
4.99
4.45
3.80
3.03
2.15
HSS6×2×3/8
×5/16
×1/4
×3/16
×1/8
2.77
2.52
2.21
1.80
1.31
HSS5×4×1/2
×3/8
×5/16
×1/4
×3/16
×1/8
HSS5×3×1/2
×3/8
×5/16
×1/4
×3/16
×1/8
Torsion
Surface
Area
Depth Width
J
C
in.3
11.0
8.94
7.75
6.45
5.00
3.46
in.
33/4
45/16
45/8
47/8
53/16
57/16
in.
—
25/16
25/8
27/8
33/16
37/16
in.4
40.3
32.8
28.4
23.6
18.2
12.6
in.3
17.8
14.2
12.2
10.1
7.74
5.30
ft 2/ft
1.53
1.57
1.58
1.60
1.62
1.63
1.12
1.17
1.19
1.22
1.25
1.27
7.28
6.03
5.27
4.41
3.45
2.40
33/4
45/16
45/8
47/8
53/16
57/16
—
—
—
—
23/16
27/16
23.1
19.3
16.9
14.2
11.1
7.73
12.7
10.3
8.91
7.39
5.71
3.93
1.37
1.40
1.42
1.43
1.45
1.47
2.77
2.52
2.21
1.80
1.31
0.760
0.785
0.810
0.836
0.861
3.46
3.07
2.61
2.07
1.46
45/16
45/8
47/8
53/16
57/16
—
—
—
—
—
8.42
7.60
6.55
5.24
3.72
6.35
5.58
4.70
3.68
2.57
1.23
1.25
1.27
1.28
1.30
14.9
12.6
11.1
9.46
7.48
5.27
7.43
6.30
5.57
4.73
3.74
2.64
1.46
1.52
1.54
1.57
1.60
1.62
9.35
7.67
6.67
5.57
4.34
3.01
23/4
35/16
35/8
37/8
43/16
47/16
—
25/16
25/8
27/8
33/16
37/16
30.3
24.9
21.7
18.0
14.0
9.66
14.5
11.7
10.1
8.32
6.41
4.39
1.37
1.40
1.42
1.43
1.45
1.47
7.18
6.25
5.60
4.81
3.85
2.75
4.78
4.16
3.73
3.21
2.57
1.83
1.09
1.14
1.17
1.19
1.22
1.25
6.10
5.10
4.48
3.77
2.96
2.07
23/4
35/16
35/8
37/8
43/16
47/16
—
—
—
—
23/16
27/16
17.6
14.9
13.1
11.0
8.64
6.02
10.3
8.44
7.33
6.10
4.73
3.26
1.20
1.23
1.25
1.27
1.28
1.30
— Indicates flat depth or width is too small to establish a workable flat.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1/20/11
7:33 AM
Page 88
1–88
DIMENSIONS AND PROPERTIES
Table 1-11 (continued)
Rectangular HSS
Dimensions and Properties
Design
Wall
Thickness, t
Nominal
Wt.
Area,
A
b/t
h/t
I
S
r
Z
HSS5×21/2×1/4
×3/16
×1/8
in.
0.233
0.174
0.116
lb/ft
11.36
8.78
6.03
in.2
3.14
2.41
1.65
7.73
11.4
18.6
18.5
25.7
40.1
in.4
9.40
7.51
5.34
in.3
3.76
3.01
2.14
in.
1.73
1.77
1.80
in.3
4.83
3.79
2.65
HSS5×2×3/8
×5/16
×1/4
×3/16
×1/8
0.349
0.291
0.233
0.174
0.116
14.72
12.70
10.51
8.15
5.61
4.09
3.52
2.91
2.24
1.54
2.73
3.87
5.58
8.49
14.2
11.3
14.2
18.5
25.7
40.1
10.4
9.35
8.08
6.50
4.65
4.14
3.74
3.23
2.60
1.86
1.59
1.63
1.67
1.70
1.74
5.71
5.05
4.27
3.37
2.37
HSS4×3×3/8
×5/16
×1/4
×3/16
×1/8
0.349
0.291
0.233
0.174
0.116
14.72
12.70
10.51
8.15
5.61
4.09
3.52
2.91
2.24
1.54
5.60
7.31
9.88
14.2
22.9
8.46
10.7
14.2
20.0
31.5
7.93
7.14
6.15
4.93
3.52
3.97
3.57
3.07
2.47
1.76
1.39
1.42
1.45
1.49
1.52
5.12
4.51
3.81
3.00
2.11
HSS4×21/2×3/8
×5/16
×1/4
×3/16
×1/8
0.349
0.291
0.233
0.174
0.116
13.44
11.64
9.66
7.51
5.18
3.74
3.23
2.67
2.06
1.42
4.16
5.59
7.73
11.4
18.6
8.46
10.7
14.2
20.0
31.5
6.77
6.13
5.32
4.30
3.09
3.38
3.07
2.66
2.15
1.54
1.35
1.38
1.41
1.44
1.47
4.48
3.97
3.38
2.67
1.88
HSS4×2×3/8
×5/16
×1/4
×3/16
×1/8
0.349
0.291
0.233
0.174
0.116
12.17
10.58
8.81
6.87
4.75
3.39
2.94
2.44
1.89
1.30
2.73
3.87
5.58
8.49
14.2
8.46
10.7
14.2
20.0
31.5
5.60
5.13
4.49
3.66
2.65
2.80
2.56
2.25
1.83
1.32
1.29
1.32
1.36
1.39
1.43
3.84
3.43
2.94
2.34
1.66
HSS31/2×21/2×3/8
×5/16
×1/4
×3/16
×1/8
0.349
0.291
0.233
0.174
0.116
12.17
10.58
8.81
6.87
4.75
3.39
2.94
2.44
1.89
1.30
4.16
5.59
7.73
11.4
18.6
7.03
9.03
12.0
17.1
27.2
4.75
4.34
3.79
3.09
2.23
2.72
2.48
2.17
1.76
1.28
1.18
1.22
1.25
1.28
1.31
3.59
3.20
2.74
2.18
1.54
HSS31/2×2×1/4
×3/16
×1/8
0.233
0.174
0.116
7.96
6.23
4.33
2.21
1.71
1.19
5.58
8.49
14.2
12.0
17.1
27.2
3.17
2.61
1.90
1.81
1.49
1.09
1.20
1.23
1.27
2.36
1.89
1.34
Shape
Axis X-X
Note: For compactness criteria, refer to Table 1-12A.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1/20/11
7:33 AM
Page 89
DIMENSIONS AND PROPERTIES
1–89
Table 1-11 (continued)
Rectangular HSS
Dimensions and Properties
HSS5-HSS31/2
Workable Flat
Axis Y-Y
Shape
Torsion
Surface
Area
I
S
r
Z
Depth Width
J
C
HSS5×21/2×1/4
×3/16
×1/8
in.4
3.13
2.53
1.82
in.3
2.50
2.03
1.46
in.
0.999
1.02
1.05
in.3
2.95
2.33
1.64
in.
37/8
43/16
47/16
in.
—
—
—
in.4
7.93
6.26
4.40
in.3
4.99
3.89
2.70
ft 2/ft
1.18
1.20
1.22
HSS5×2×3/8
×5/16
×1/4
×3/16
×1/8
2.28
2.10
1.84
1.51
1.10
2.28
2.10
1.84
1.51
1.10
0.748
0.772
0.797
0.823
0.848
2.88
2.57
2.20
1.75
1.24
35/16
35/8
37/8
43/16
47/16
—
—
—
—
—
6.61
5.99
5.17
4.15
2.95
5.20
4.59
3.88
3.05
2.13
1.07
1.08
1.10
1.12
1.13
HSS4×3×3/8
×5/16
×1/4
×3/16
×1/8
5.01
4.52
3.91
3.16
2.27
3.34
3.02
2.61
2.10
1.51
1.11
1.13
1.16
1.19
1.21
4.18
3.69
3.12
2.46
1.73
25/16
25/8
27/8
33/16
37/16
—
—
—
—
—
10.6
9.41
7.96
6.26
4.38
6.59
5.75
4.81
3.74
2.59
1.07
1.08
1.10
1.12
1.13
HSS4×21/2×3/8
×5/16
×1/4
×3/16
×1/8
3.17
2.89
2.53
2.06
1.49
2.54
2.32
2.02
1.65
1.19
0.922
0.947
0.973
0.999
1.03
3.20
2.85
2.43
1.93
1.36
25/16
25/8
27/8
31/8
37/16
—
—
—
—
—
7.57
6.77
5.78
4.59
3.23
5.32
4.67
3.93
3.08
2.14
0.983
1.00
1.02
1.03
1.05
HSS4×2×3/8
×5/16
×1/4
×3/16
×1/8
1.80
1.67
1.48
1.22
0.898
1.80
1.67
1.48
1.22
0.898
0.729
0.754
0.779
0.804
0.830
2.31
2.08
1.79
1.43
1.02
25/16
25/8
27/8
33/16
37/16
—
—
—
—
—
4.83
4.40
3.82
3.08
2.20
4.04
3.59
3.05
2.41
1.69
0.900
0.917
0.933
0.950
0.967
HSS31/2×21/2×3/8
×5/16
×1/4
×3/16
×1/8
2.77
2.54
2.23
1.82
1.33
2.21
2.03
1.78
1.46
1.06
0.904
0.930
0.956
0.983
1.01
2.82
2.52
2.16
1.72
1.22
—
21/8
23/8
211/16
215/16
—
—
—
—
—
6.16
5.53
4.75
3.78
2.67
4.57
4.03
3.40
2.67
1.87
0.900
0.917
0.933
0.950
0.967
HSS31/2×2×1/4
×3/16
×1/8
1.30
1.08
0.795
1.30
1.08
0.795
0.766
0.792
0.818
1.58
1.27
0.912
23/8
211/16
215/16
—
—
—
3.16
2.55
1.83
2.64
2.09
1.47
0.850
0.867
0.883
—Indicates flat depth or width is too small to establish a workable flat.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1/20/11
7:33 AM
Page 90
1–90
DIMENSIONS AND PROPERTIES
Table 1-11 (continued)
Rectangular HSS
Dimensions and Properties
Design
Wall
Thickness, t
Nominal
Wt.
Area,
A
b/t
h/t
I
S
r
Z
HSS31/2×11/2×1/4
×3/16
×1/8
in.
0.233
0.174
0.116
lb/ft
7.11
5.59
3.90
in.2
1.97
1.54
1.07
3.44
5.62
9.93
12.0
17.1
27.2
in.4
2.55
2.12
1.57
in.3
1.46
1.21
0.896
in.
1.14
1.17
1.21
in.3
1.98
1.60
1.15
HSS3×21/2×5/16
×1/4
×3/16
×1/8
0.291
0.233
0.174
0.116
9.51
7.96
6.23
4.33
2.64
2.21
1.71
1.19
5.59
7.73
11.4
18.6
7.31
9.88
14.2
22.9
2.92
2.57
2.11
1.54
1.94
1.72
1.41
1.03
1.05
1.08
1.11
1.14
2.51
2.16
1.73
1.23
HSS3×2×5/16
×1/4
×3/16
×1/8
0.291
0.233
0.174
0.116
8.45
7.11
5.59
3.90
2.35
1.97
1.54
1.07
3.87
5.58
8.49
14.2
7.31
9.88
14.2
22.9
2.38
2.13
1.77
1.30
1.59
1.42
1.18
0.867
1.01
1.04
1.07
1.10
2.11
1.83
1.48
1.06
HSS3×11/2×1/4
×3/16
×1/8
0.233
0.174
0.116
6.26
4.96
3.48
1.74
1.37
0.956
3.44
5.62
9.93
9.88
14.2
22.9
1.68
1.42
1.06
1.12
0.945
0.706
0.982
1.02
1.05
1.51
1.24
0.895
HSS3×1×3/16
×1/8
0.174
0.116
4.32
3.05
1.19
0.840
2.75
5.62
14.2
22.9
1.07
0.817
0.713
0.545
0.947
0.987
0.989
0.728
HSS21/2×2×1/4
×3/16
×1/8
0.233
0.174
0.116
6.26
4.96
3.48
1.74
1.37
0.956
5.58
8.49
14.2
7.73
11.4
18.6
1.33
1.12
0.833
1.06
0.894
0.667
0.874
0.904
0.934
1.37
1.12
0.809
HSS21/2×11/2×1/4
×3/16
×1/8
0.233
0.174
0.116
5.41
4.32
3.05
1.51
1.19
0.840
3.44
5.62
9.93
7.73
11.4
18.6
1.03
0.882
0.668
0.822
0.705
0.535
0.826
0.860
0.892
1.11
0.915
0.671
HSS21/2×1×3/16
×1/8
0.174
0.116
3.68
2.63
1.02
0.724
2.75
5.62
11.4
18.6
0.646
0.503
0.517
0.403
0.796
0.834
0.713
0.532
HSS21/4×2×3/16
×1/8
0.174
0.116
4.64
3.27
1.28
0.898
8.49
14.2
9.93
16.4
0.859
0.646
0.764
0.574
0.819
0.848
0.952
0.693
HSS2×11/2×3/16
×1/8
0.174
0.116
3.68
2.63
1.02
0.724
5.62
9.93
8.49
14.2
0.495
0.383
0.495
0.383
0.697
0.728
0.639
0.475
HSS2×1×3/16
×1/8
0.174
0.116
3.04
2.20
0.845
0.608
2.75
5.62
8.49
14.2
0.350
0.280
0.350
0.280
0.643
0.679
0.480
0.366
Shape
Axis X-X
Note: For compactness criteria, refer to Table 1-12A.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1/20/11
7:33 AM
Page 91
DIMENSIONS AND PROPERTIES
1–91
Table 1-11 (continued)
Rectangular HSS
Dimensions and Properties
HSS31/2 -HSS2
Workable Flat
Axis Y-Y
Shape
Torsion
Surface
Area
I
S
r
Z
Depth Width
J
C
HSS31/2×11/2×1/4
×3/16
×1/8
in.4
0.638
0.544
0.411
in.3
0.851
0.725
0.548
in.
0.569
0.594
0.619
in.3
1.06
0.867
0.630
in.
23/8
211/16
215/16
in.
—
—
—
in.4
1.79
1.49
1.09
in.3
1.88
1.51
1.08
ft 2/ft
0.767
0.784
0.800
HSS3×21/2×5/16
×1/4
×3/16
×1/8
2.18
1.93
1.59
1.16
1.74
1.54
1.27
0.931
0.908
0.935
0.963
0.990
2.20
1.90
1.52
1.09
—
—
23/16
27/16
—
—
—
—
4.34
3.74
3.00
2.13
3.39
2.87
2.27
1.59
0.833
0.850
0.867
0.883
HSS3×2×5/16
×1/4
×3/16
×1/8
1.24
1.11
0.932
0.692
1.24
1.11
0.932
0.692
0.725
0.751
0.778
0.804
1.58
1.38
1.12
0.803
—
—
23/16
27/16
—
—
—
—
2.87
2.52
2.05
1.47
2.60
2.23
1.78
1.25
0.750
0.767
0.784
0.800
HSS3×11/2×1/4
×3/16
×1/8
0.543
0.467
0.355
0.725
0.622
0.474
0.559
0.584
0.610
0.911
0.752
0.550
17/8
23/16
27/16
—
—
—
1.44
1.21
0.886
1.58
1.28
0.920
0.683
0.700
0.717
HSS3×1×3/16
×1/8
0.173
0.138
0.345
0.276
0.380
0.405
0.432
0.325
23/16
27/16
—
—
0.526
0.408
0.792
0.585
0.617
0.633
HSS21/2×2×1/4
×3/16
×1/8
0.930
0.786
0.589
0.930
0.786
0.589
0.731
0.758
0.785
1.17
0.956
0.694
—
—
—
—
—
—
1.90
1.55
1.12
1.82
1.46
1.04
0.683
0.700
0.717
HSS21/2×11/2×1/4
×3/16
×1/8
0.449
0.390
0.300
0.599
0.520
0.399
0.546
0.572
0.597
0.764
0.636
0.469
—
—
—
—
—
—
1.10
0.929
0.687
1.29
1.05
0.759
0.600
0.617
0.633
HSS21/2×1×3/16
×1/8
0.143
0.115
0.285
0.230
0.374
0.399
0.360
0.274
—
—
—
—
0.412
0.322
0.648
0.483
0.534
0.550
HSS21/4×2×3/16
×1/8
0.713
0.538
0.713
0.538
0.747
0.774
0.877
0.639
—
—
—
—
1.32
0.957
1.30
0.927
0.659
0.675
HSS2×11/2×3/16
×1/8
0.313
0.244
0.417
0.325
0.554
0.581
0.521
0.389
—
—
—
—
0.664
0.496
0.822
0.599
0.534
0.550
HSS2×1×3/16
×1/8
0.112
0.0922
0.225
0.184
0.365
0.390
0.288
0.223
—
—
—
—
0.301
0.238
0.505
0.380
0.450
0.467
— Indicates flat depth or width is too small to establish a workable flat.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1/20/11
7:33 AM
Page 92
1–92
DIMENSIONS AND PROPERTIES
Table 1-12
Square HSS
Dimensions and Properties
HSS16-HSS8
Shape
Design
Wall Nom- Area,
Thick- inal
A
ness, Wt.
t
Workable
Flat
Torsion
J
C
Surface
Area
in.3
200
164
126
106
in.
in.4
133/16 2170
133/4 1770
145/16 1350
145/8 1140
in.3
276
224
171
144
ft 2/ft
5.17
5.20
5.23
5.25
128
106
82.5
69.9
5.44 151
5.49 124
5.55 95.4
5.58 80.5
113/16 1430
113/4 1170
125/16 900
125/8 759
208
170
130
109
4.50
4.53
4.57
4.58
548
457
357
304
248
189
91.4
76.2
59.5
50.7
41.4
31.5
4.62 109
4.68 89.6
4.73 69.2
4.76 58.6
4.79 47.6
4.82 36.0
93/16
93/4
105/16
105/8
107/8
113/16
885
728
561
474
384
290
151
123
94.6
79.7
64.5
48.6
3.83
3.87
3.90
3.92
3.93
3.95
14.2
18.5
25.7
31.4
39.9
54.5
304
256
202
172
141
108
60.8
51.2
40.4
34.5
28.3
21.6
3.80
3.86
3.92
3.94
3.97
4.00
73.2
60.7
47.2
40.1
32.7
24.8
73/16
73/4
85/16
85/8
87/8
93/16
498
412
320
271
220
167
102
84.2
64.8
54.8
44.4
33.6
3.17
3.20
3.23
3.25
3.27
3.28
67.82 18.7 12.5
55.66 15.3 16.4
42.79 11.8 22.8
36.10 9.92 27.9
29.23 8.03 35.6
22.18 6.06 48.7
14.96 4.09 74.6
12.5
16.4
22.8
27.9
35.6
48.7
74.6
216
183
145
124
102
78.2
53.5
47.9
40.6
32.2
27.6
22.7
17.4
11.9
3.40
3.45
3.51
3.54
3.56
3.59
3.62
58.1
48.4
37.8
32.1
26.2
20.0
13.6
63/16
63/4
75/16
75/8
77/8
83/16
87/16
356
296
231
196
159
121
82.0
81.6
67.4
52.1
44.0
35.8
27.1
18.3
2.83
2.87
2.90
2.92
2.93
2.95
2.97
59.32 16.4 10.8
48.85 13.5 14.2
37.69 10.4 19.9
31.84 8.76 24.5
25.82 7.10 31.3
19.63 5.37 43.0
13.26 3.62 66.0
10.8
14.2
19.9
24.5
31.3
43.0
66.0
146
125
100
85.6
70.7
54.4
37.4
36.5 2.99
31.2 3.04
24.9 3.10
21.4 3.13
17.7 3.15
13.6 3.18
9.34 3.21
44.7
37.5
29.4
25.1
20.5
15.7
10.7
53/16
53/4
65/16
65/8
67/8
73/16
77/16
244
204
160
136
111
84.5
57.3
63.2
52.4
40.7
34.5
28.1
21.3
14.4
2.50
2.53
2.57
2.58
2.60
2.62
2.63
I
S
r
b/t
h/t
in.
lb/ft in.2
HSS16×16×5/8 0.581 127.37 35.0
×1/2 0.465 103.30 28.3
×3/8 0.349 78.52 21.5
×5/16 0.291 65.87 18.1
24.5
31.4
42.8
52.0
in.4
in.3
24.5 1370 171
31.4 1130 141
42.8 873 109
52.0 739 92.3
in.
6.25
6.31
6.37
6.39
HSS14×14×5/8 0.581 110.36 30.3
×1/2 0.465 89.68 24.6
×3/8 0.349 68.31 18.7
×5/16 0.291 57.36 15.7
21.1
27.1
37.1
45.1
21.1
27.1
37.1
45.1
897
743
577
490
HSS12×12×5/8 0.581
×1/2 0.465
×3/8 0.349
×5/16 0.291
×1/4 0.233
×3/16 0.174
93.34 25.7 17.7
76.07 20.9 22.8
58.10 16.0 31.4
48.86 13.4 38.2
39.43 10.8 48.5
29.84 8.15 66.0
17.7
22.8
31.4
38.2
48.5
66.0
HSS10×10×5/8 0.581
×1/2 0.465
×3/8 0.349
×5/16 0.291
×1/4 0.233
×3/16 0.174
76.33 21.0 14.2
62.46 17.2 18.5
47.90 13.2 25.7
40.35 11.1 31.4
32.63 8.96 39.9
24.73 6.76 54.5
HSS9×9×5/8 0.581
×1/2 0.465
×3/8 0.349
×5/16 0.291
×1/4 0.233
×3/16 0.174
×1/8 0.116
HSS8×8×5/8 0.581
×1/2 0.465
×3/8 0.349
×5/16 0.291
×1/4 0.233
×3/16 0.174
×1/8 0.116
Z
Note: For compactness criteria, refer to Table 1-12A.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1/20/11
7:33 AM
Page 93
DIMENSIONS AND PROPERTIES
1–93
Table 1-12 (continued)
Square HSS
Dimensions and Properties
Shape
Design
Wall Nom- Area,
Thick- inal
A
ness, Wt.
t
b/t
h/t
I
S
r
Z
HSS7-HSS41/2
Torsion
Workable
Flat
J
C
Surface
Area
in.
HSS7×7×5/8 0.581
×1/2 0.465
×3/8 0.349
×5/16 0.291
×1/4 0.233
×3/16 0.174
×1/8 0.116
lb/ft in.2
50.81 14.0 9.05 9.05
42.05 11.6 12.1 12.1
32.58 8.97 17.1 17.1
27.59 7.59 21.1 21.1
22.42 6.17 27.0 27.0
17.08 4.67 37.2 37.2
11.56 3.16 57.3 57.3
in.4
93.4
80.5
65.0
56.1
46.5
36.0
24.8
in.3
in.
26.7 2.58
23.0 2.63
18.6 2.69
16.0 2.72
13.3 2.75
10.3 2.77
7.09 2.80
in.3
33.1
27.9
22.1
18.9
15.5
11.9
8.13
in.
43/16
43/4
55/16
55/8
57/8
63/16
67/16
in.4
158
133
105
89.7
73.5
56.1
38.2
in.3
47.1
39.3
30.7
26.1
21.3
16.2
11.0
ft 2/ft
2.17
2.20
2.23
2.25
2.27
2.28
2.30
HSS6×6×5/8 0.581
×1/2 0.465
×3/8 0.349
×5/16 0.291
×1/4 0.233
×3/16 0.174
×1/8 0.116
42.30 11.7 7.33 7.33
35.24 9.74 9.90 9.90
27.48 7.58 14.2 14.2
23.34 6.43 17.6 17.6
19.02 5.24 22.8 22.8
14.53 3.98 31.5 31.5
9.86 2.70 48.7 48.7
55.2
48.3
39.5
34.3
28.6
22.3
15.5
18.4 2.17
16.1 2.23
13.2 2.28
11.4 2.31
9.54 2.34
7.42 2.37
5.15 2.39
23.2
19.8
15.8
13.6
11.2
8.63
5.92
33/16
33/4
45/16
45/8
47/8
53/16
57/16
94.9
81.1
64.6
55.4
45.6
35.0
23.9
33.4
28.1
22.1
18.9
15.4
11.8
8.03
1.83
1.87
1.90
1.92
1.93
1.95
1.97
HSS51/2×51/2×3/8 0.349
×5/16 0.291
×1/4 0.233
×3/16 0.174
×1/8 0.116
24.93
21.21
17.32
13.25
9.01
6.88 12.8
5.85 15.9
4.77 20.6
3.63 28.6
2.46 44.4
29.7
25.9
21.7
17.0
11.8
10.8 2.08
9.43 2.11
7.90 2.13
6.17 2.16
4.30 2.19
13.1
11.3
9.32
7.19
4.95
313/16
41/8
43/8
411/16
415/16
49.0
42.2
34.8
26.7
18.3
18.4
15.7
12.9
9.85
6.72
1.73
1.75
1.77
1.78
1.80
HSS5×5×1/2 0.465
×3/8 0.349
×5/16 0.291
×1/4 0.233
×3/16 0.174
×1/8 0.116
28.43
22.37
19.08
15.62
11.97
8.16
7.88 7.75 7.75
6.18 11.3 11.3
5.26 14.2 14.2
4.30 18.5 18.5
3.28 25.7 25.7
2.23 40.1 40.1
26.0 10.4 1.82
21.7
8.68 1.87
19.0
7.62 1.90
16.0
6.41 1.93
12.6
5.03 1.96
8.80 3.52 1.99
13.1
10.6
9.16
7.61
5.89
4.07
23/4
35/16
35/8
37/8
43/16
47/16
44.6
36.1
31.2
25.8
19.9
13.7
18.7
14.9
12.8
10.5
8.08
5.53
1.53
1.57
1.58
1.60
1.62
1.63
HSS41/2×41/2×1/2 0.465
×3/8 0.349
×5/16 0.291
×1/4 0.233
×3/16 0.174
×1/8 0.116
25.03
19.82
16.96
13.91
10.70
7.31
6.95 6.68 6.68
5.48 9.89 9.89
4.68 12.5 12.5
3.84 16.3 16.3
2.93 22.9 22.9
2.00 35.8 35.8
18.1
15.3
13.5
11.4
9.02
6.35
10.2
8.36
7.27
6.06
4.71
3.27
21/4
213/16
31/8
33/8
311/16
315/16
31.3 14.8
25.7 11.9
22.3 10.2
18.5
8.44
14.4
6.49
9.92 4.45
1.37
1.40
1.42
1.43
1.45
1.47
12.8
15.9
20.6
28.6
44.4
8.03 1.61
6.79 1.67
6.00 1.70
5.08 1.73
4.01 1.75
2.82 1.78
Note: For compactness criteria, refer to Table 1-12A.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1/20/11
7:34 AM
Page 94
1–94
DIMENSIONS AND PROPERTIES
Table 1-12 (continued)
Square HSS
Dimensions and Properties
HSS4-HSS2
Shape
Design
Wall Nom- Area,
Thick- inal
A
ness, Wt.
t
in.
HSS4×4×1/2 0.465
×3/8 0.349
×5/16 0.291
×1/4 0.233
×3/16 0.174
×1/8 0.116
lb/ft in.2
21.63 6.02
17.27 4.78
14.83 4.10
12.21 3.37
9.42 2.58
6.46 1.77
b/t
h/t
I
in.4
5.60 5.60 11.9
8.46 8.46 10.3
10.7 10.7 9.14
14.2 14.2 7.80
20.0 20.0 6.21
31.5 31.5 4.40
S
r
Z
Workable
Flat
in.3
5.97
5.13
4.57
3.90
3.10
2.20
in.
1.41
1.47
1.49
1.52
1.55
1.58
in.3
7.70
6.39
5.59
4.69
3.67
2.56
in.
—
25/16
25/8
27/8
33/16
37/16
Torsion
C
Surface
Area
in.4
in.3
21.0 11.2
17.5
9.14
15.3
7.91
12.8
6.56
10.0
5.07
6.91 3.49
ft 2/ft
1.20
1.23
1.25
1.27
1.28
1.30
J
HSS31/2×31/2×3/8 0.349 14.72 4.09 7.03 7.03
×5/16 0.291 12.70 3.52 9.03 9.03
×1/4 0.233 10.51 2.91 12.0 12.0
×3/16 0.174 8.15 2.24 17.1 17.1
×1/8 0.116 5.61 1.54 27.2 27.2
6.49
5.84
5.04
4.05
2.90
3.71
3.34
2.88
2.31
1.66
1.26
1.29
1.32
1.35
1.37
4.69
4.14
3.50
2.76
1.93
— 11.2
21/8
9.89
23/8
8.35
211/16 6.56
215/16 4.58
6.77
5.90
4.92
3.83
2.65
1.07
1.08
1.10
1.12
1.13
HSS3×3×3/8 0.349 12.17 3.39 5.60 5.60
×5/16 0.291 10.58 2.94 7.31 7.31
×1/4 0.233 8.81 2.44 9.88 9.88
×3/16 0.174 6.87 1.89 14.2 14.2
×1/8 0.116 4.75 1.30 22.9 22.9
3.78
3.45
3.02
2.46
1.78
2.52
2.30
2.01
1.64
1.19
1.06
1.08
1.11
1.14
1.17
3.25
2.90
2.48
1.97
1.40
—
—
—
23/16
27/16
6.64
5.94
5.08
4.03
2.84
4.74
4.18
3.52
2.76
1.92
0.900
0.917
0.933
0.950
0.967
1.82
1.63
1.35
0.998
1.46 0.880
1.30 0.908
1.08 0.937
0.799 0.965
HSS21/2×21/2×5/16 0.291
×1/4 0.233
×3/16 0.174
×1/8 0.116
8.45 2.35 5.59 5.59
7.11 1.97 7.73 7.73
5.59 1.54 11.4 11.4
3.90 1.07 18.6 18.6
1.88
1.63
1.32
0.947
—
—
—
—
3.20
2.79
2.25
1.61
2.74
2.35
1.86
1.31
0.750
0.767
0.784
0.800
HSS21/4×21/4×1/4 0.233
×3/16 0.174
×1/8 0.116
6.26 1.74 6.66 6.66 1.13 1.01 0.806 1.28
4.96 1.37 9.93 9.93 0.953 0.847 0.835 1.04
3.48 0.956 16.4 16.4 0.712 0.633 0.863 0.755
—
—
—
1.96
1.60
1.15
1.85
1.48
1.05
0.683
0.700
0.717
HSS2×2×1/4 0.233
×3/16 0.174
×1/8 0.116
5.41 1.51 5.58 5.58 0.747 0.747 0.704 0.964
4.32 1.19 8.49 8.49 0.641 0.641 0.733 0.797
3.05 0.840 14.2 14.2 0.486 0.486 0.761 0.584
—
—
—
1.31 1.41 0.600
1.09 1.14 0.617
0.796 0.817 0.633
Note: For compactness criteria, refer to Table 1-12A.
— Indicates flat depth or width is too small to establish a workable flat.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1/20/11
7:34 AM
Page 95
DIMENSIONS AND PROPERTIES
1–95
Table 1-12A
Rectangular and
Square HSS
Compactness Criteria
Compactness Criteria for Rectangular and Square HSS
Nominal
Wall
Thickness, in.
5/8
1/2
3/8
5/16
1/4
3/16
1/8
Compression
Shear
Flexure
nonslender
up to
compact
up to
compact
up to
Cv = 1.0
up to
Flange Width, in.
Flange Width, in.
Web Height, in.
Web Height, in.
20
16
12
10
8
6
4
18
14
10
9
7
5
31/2
20
20
20
18
14
10
7
20
20
20
18
14
10
7
Note: Compactness criteria given for Fy = 46 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1/20/11
7:34 AM
Page 96
1–96
DIMENSIONS AND PROPERTIES
Table 1-13
Round HSS
Dimensions and Properties
HSS20-HSS10
Design
Wall
Thickness, t
Nominal
Wt.
Area,
A
D/t
HSS20×0.500
×0.375f
in.
0.465
0.349
lb/ft
in.2
104.00 28.5
78.67 21.5
43.0
57.3
in.4
1360
1040
in.3
136
104
in.
6.91
6.95
HSS18×0.500
×0.375f
0.465
0.349
93.54 25.6
70.66 19.4
38.7
51.6
985
754
109
83.8
HSS16×0.625
×0.500
×0.438
×0.375
×0.312f
×0.250f
0.581
0.465
0.407
0.349
0.291
0.233
103.00
82.85
72.87
62.64
52.32
42.09
28.1
22.7
19.9
17.2
14.4
11.5
27.5
34.4
39.3
45.8
55.0
68.7
838
685
606
526
443
359
HSS14×0.625
×0.500
×0.375
×0.312
×0.250f
0.581
0.465
0.349
0.291
0.233
89.36
72.16
54.62
45.65
36.75
24.5
19.8
15.0
12.5
10.1
24.1
30.1
40.1
48.1
60.1
HSS12.750×0.500
×0.375
×0.250f
0.465
0.349
0.233
65.48 17.9
49.61 13.6
33.41 9.16
HSS10.750×0.500
×0.375
×0.250
0.465
0.349
0.233
HSS10×0.625
×0.500
×0.375
×0.312
×0.250
×0.188f
0.581
0.465
0.349
0.291
0.233
0.174
Shape
Torsion
I
S
r
Z
J
C
in.3
177
135
in.4
2720
2080
in.3
272
208
6.20
6.24
143
109
1970
1510
219
168
105
85.7
75.8
65.7
55.4
44.8
5.46
5.49
5.51
5.53
5.55
5.58
138
112
99.0
85.5
71.8
57.9
1680
1370
1210
1050
886
717
209
171
152
131
111
89.7
552
453
349
295
239
78.9
64.8
49.8
42.1
34.1
4.75
4.79
4.83
4.85
4.87
105
85.2
65.1
54.7
44.2
1100
907
698
589
478
158
130
100
84.2
68.2
27.4
36.5
54.7
339
262
180
53.2
41.0
28.2
4.35
4.39
4.43
70.2
53.7
36.5
678
523
359
106
82.1
56.3
54.79 15.0
41.59 11.4
28.06 7.70
23.1
30.8
46.1
199
154
106
37.0
28.7
19.8
3.64
3.68
3.72
49.2
37.8
25.8
398
309
213
74.1
57.4
39.6
62.64 17.2
50.78 13.9
38.58 10.6
32.31 8.88
26.06 7.15
19.72 5.37
17.2
21.5
28.7
34.4
42.9
57.5
191
159
123
105
85.3
64.8
38.3
31.7
24.7
20.9
17.1
13.0
3.34
3.38
3.41
3.43
3.45
3.47
51.6
42.3
32.5
27.4
22.2
16.8
383
317
247
209
171
130
76.6
63.5
49.3
41.9
34.1
25.9
f Shape exceeds compact limit for flexure with F = 42 ksi.
y
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1/20/11
7:34 AM
Page 97
DIMENSIONS AND PROPERTIES
1–97
Table 1-13 (continued)
Round HSS
Dimensions and Properties
Design
Wall
Thickness, t
Nominal
Wt.
Area,
A
D/t
HSS9.625×0.500
×0.375
×0.312
×0.250
×0.188f
in.
0.465
0.349
0.291
0.233
0.174
lb/ft
in.2
48.77 13.4
37.08 10.2
31.06 8.53
25.06 6.87
18.97 5.17
20.7
27.6
33.1
41.3
55.3
in.4
141
110
93.0
75.9
57.7
in.3
29.2
22.8
19.3
15.8
12.0
in.
3.24
3.28
3.30
3.32
3.34
HSS8.625×0.625
×0.500
×0.375
×0.322
×0.250
×0.188f
0.581
0.465
0.349
0.300
0.233
0.174
53.45 14.7
43.43 11.9
33.07 9.07
28.58 7.85
22.38 6.14
16.96 4.62
14.8
18.5
24.7
28.8
37.0
49.6
119
100
77.8
68.1
54.1
41.3
27.7
23.1
18.0
15.8
12.5
9.57
HSS7.625×0.375
×0.328
0.349
0.305
29.06
25.59
7.98
7.01
21.8
25.0
52.9
47.1
HSS7.500×0.500
×0.375
×0.312
×0.250
×0.188
0.465
0.349
0.291
0.233
0.174
37.42 10.3
28.56 7.84
23.97 6.59
19.38 5.32
14.70 4.00
16.1
21.5
25.8
32.2
43.1
HSS7×0.500
×0.375
×0.312
×0.250
×0.188
×0.125f
0.465
0.349
0.291
0.233
0.174
0.116
34.74
26.56
22.31
18.04
13.69
9.19
9.55
7.29
6.13
4.95
3.73
2.51
HSS6.875×0.500
×0.375
×0.312
×0.250
×0.188
0.465
0.349
0.291
0.233
0.174
34.07
26.06
21.89
17.71
13.44
9.36
7.16
6.02
4.86
3.66
Shape
HSS9.625HSS6.875
Torsion
I
S
r
Z
J
C
in.3
39.0
30.0
25.4
20.6
15.5
in.4
281
219
186
152
115
in.3
58.5
45.5
38.7
31.5
24.0
2.85
2.89
2.93
2.95
2.97
2.99
37.7
31.0
23.9
20.8
16.4
12.4
239
199
156
136
108
82.5
55.4
46.2
36.1
31.6
25.1
19.1
13.9
12.3
2.58
2.59
18.5
16.4
106
94.1
27.8
24.7
63.9
50.2
42.9
35.2
26.9
17.0
13.4
11.4
9.37
7.17
2.49
2.53
2.55
2.57
2.59
23.0
17.9
15.1
12.3
9.34
128
100
85.8
70.3
53.8
34.1
26.8
22.9
18.7
14.3
15.1
20.1
24.1
30.0
40.2
60.3
51.2
40.4
34.6
28.4
21.7
14.9
14.6
11.6
9.88
8.11
6.21
4.25
2.32
2.35
2.37
2.39
2.41
2.43
19.9
15.5
13.1
10.7
8.11
5.50
102
80.9
69.1
56.8
43.5
29.7
29.3
23.1
19.8
16.2
12.4
8.49
14.8
19.7
23.6
29.5
39.5
48.3
38.2
32.7
26.8
20.6
14.1
11.1
9.51
7.81
5.99
2.27
2.31
2.33
2.35
2.37
19.1
14.9
12.6
10.3
7.81
96.7
76.4
65.4
53.7
41.1
28.1
22.2
19.0
15.6
12.0
f Shape exceeds compact limit for flexure with F = 42 ksi.
y
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1/20/11
7:34 AM
Page 98
1–98
DIMENSIONS AND PROPERTIES
Table 1-13 (continued)
Round HSS
Dimensions and Properties
HSS6.625HSS5
Design
Wall
Thickness, t
Nominal
Wt.
Area,
A
D/t
HSS6.625×0.500
×0.432
×0.375
×0.312
×0.280
×0.250
×0.188
×0.125f
in.
0.465
0.402
0.349
0.291
0.260
0.233
0.174
0.116
lb/ft
32.74
28.60
25.06
21.06
18.99
17.04
12.94
8.69
in.2
9.00
7.86
6.88
5.79
5.20
4.68
3.53
2.37
14.2
16.5
19.0
22.8
25.5
28.4
38.1
57.1
in.4
42.9
38.2
34.0
29.1
26.4
23.9
18.4
12.6
in.3
13.0
11.5
10.3
8.79
7.96
7.22
5.54
3.79
in.
2.18
2.20
2.22
2.24
2.25
2.26
2.28
2.30
HSS6×0.500
×0.375
×0.312
×0.280
×0.250
×0.188
×0.125f
0.465
0.349
0.291
0.260
0.233
0.174
0.116
29.40
22.55
18.97
17.12
15.37
11.68
7.85
8.09
6.20
5.22
4.69
4.22
3.18
2.14
12.9
17.2
20.6
23.1
25.8
34.5
51.7
31.2
24.8
21.3
19.3
17.6
13.5
9.28
10.4
8.28
7.11
6.45
5.86
4.51
3.09
HSS5.563×0.500
×0.375
×0.258
×0.188
×0.134
0.465
0.349
0.240
0.174
0.124
27.06
20.80
14.63
10.80
7.78
7.45
5.72
4.01
2.95
2.12
12.0
15.9
23.2
32.0
44.9
24.4
19.5
14.2
10.7
7.84
HSS5.500×0.500
×0.375
×0.258
0.465
0.349
0.240
26.73
20.55
14.46
7.36
5.65
3.97
11.8
15.8
22.9
HSS5×0.500
×0.375
×0.312
×0.258
×0.250
×0.188
×0.125
0.465
0.349
0.291
0.240
0.233
0.174
0.116
24.05
18.54
15.64
13.08
12.69
9.67
6.51
6.62
5.10
4.30
3.59
3.49
2.64
1.78
10.8
14.3
17.2
20.8
21.5
28.7
43.1
Shape
Torsion
I
S
r
Z
J
C
in.3
17.7
15.6
13.8
11.7
10.5
9.52
7.24
4.92
in.4
85.9
76.4
68.0
58.2
52.7
47.9
36.7
25.1
in.3
25.9
23.1
20.5
17.6
15.9
14.4
11.1
7.59
1.96
2.00
2.02
2.03
2.04
2.06
2.08
14.3
11.2
9.49
8.57
7.75
5.91
4.02
62.4
49.7
42.6
38.7
35.2
27.0
18.6
20.8
16.6
14.2
12.9
11.7
9.02
6.19
8.77
7.02
5.12
3.85
2.82
1.81
1.85
1.88
1.91
1.92
12.1
9.50
6.80
5.05
3.67
48.8
39.0
28.5
21.4
15.7
17.5
14.0
10.2
7.70
5.64
23.5
18.8
13.7
8.55
6.84
5.00
1.79
1.83
1.86
11.8
9.27
6.64
47.0
37.6
27.5
17.1
13.7
10.0
17.2
13.9
12.0
10.2
9.94
7.69
5.31
6.88
5.55
4.79
4.08
3.97
3.08
2.12
1.61
1.65
1.67
1.69
1.69
1.71
1.73
9.60
7.56
6.46
5.44
5.30
4.05
2.77
34.4
27.7
24.0
20.4
19.9
15.4
10.6
13.8
11.1
9.58
8.15
7.95
6.15
4.25
f Shape exceeds compact limit for flexure with F = 42 ksi.
y
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1/20/11
7:34 AM
Page 99
DIMENSIONS AND PROPERTIES
1–99
Table 1-13 (continued)
Round HSS
Dimensions and Properties
Design
Wall
Thickness, t
Nominal
Wt.
Area,
A
D/t
HSS4.500×0.375
×0.337
×0.237
×0.188
×0.125
in.
0.349
0.313
0.220
0.174
0.116
lb/ft
16.54
15.00
10.80
8.67
5.85
in.2
4.55
4.12
2.96
2.36
1.60
12.9
14.4
20.5
25.9
38.8
in.4
9.87
9.07
6.79
5.54
3.84
in.3
4.39
4.03
3.02
2.46
1.71
in.
1.47
1.48
1.52
1.53
1.55
HSS4×0.313
×0.250
×0.237
×0.226
×0.220
×0.188
×0.125
0.291
0.233
0.220
0.210
0.205
0.174
0.116
12.34
10.00
9.53
9.12
8.89
7.66
5.18
3.39
2.76
2.61
2.50
2.44
2.09
1.42
13.7
17.2
18.2
19.0
19.5
23.0
34.5
5.87
4.91
4.68
4.50
4.41
3.83
2.67
2.93
2.45
2.34
2.25
2.21
1.92
1.34
HSS3.500×0.313
×0.300
×0.250
×0.216
×0.203
×0.188
×0.125
0.291
0.279
0.233
0.201
0.189
0.174
0.116
10.66
10.26
8.69
7.58
7.15
6.66
4.51
2.93
2.82
2.39
2.08
1.97
1.82
1.23
12.0
12.5
15.0
17.4
18.5
20.1
30.2
3.81
3.69
3.21
2.84
2.70
2.52
1.77
HSS3×0.250
×0.216
×0.203
×0.188
×0.152
×0.134
×0.125
0.233
0.201
0.189
0.174
0.141
0.124
0.116
7.35
6.43
6.07
5.65
4.63
4.11
3.84
2.03
1.77
1.67
1.54
1.27
1.12
1.05
12.9
14.9
15.9
17.2
21.3
24.2
25.9
HSS2.875×0.250
×0.203
×0.188
×0.125
0.233
0.189
0.174
0.116
7.02
5.80
5.40
3.67
1.93
1.59
1.48
1.01
HSS2.500×0.250
×0.188
×0.125
0.233
0.174
0.116
6.01
4.65
3.17
1.66
1.27
0.869
Shape
HSS4.500HSS2.500
Torsion
I
S
r
Z
J
C
in.3
6.03
5.50
4.03
3.26
2.23
in.4
19.7
18.1
13.6
11.1
7.68
in.3
8.78
8.06
6.04
4.93
3.41
1.32
1.33
1.34
1.34
1.34
1.35
1.37
4.01
3.31
3.15
3.02
2.96
2.55
1.75
11.7
9.82
9.36
9.01
8.83
7.67
5.34
5.87
4.91
4.68
4.50
4.41
3.83
2.67
2.18
2.11
1.83
1.63
1.54
1.44
1.01
1.14
1.14
1.16
1.17
1.17
1.18
1.20
3.00
2.90
2.49
2.19
2.07
1.93
1.33
7.61
7.38
6.41
5.69
5.41
5.04
3.53
4.35
4.22
3.66
3.25
3.09
2.88
2.02
1.95
1.74
1.66
1.55
1.30
1.16
1.09
1.30
1.16
1.10
1.03
0.865
0.774
0.730
0.982
0.992
0.996
1.00
1.01
1.02
1.02
1.79
1.58
1.50
1.39
1.15
1.03
0.965
3.90
3.48
3.31
3.10
2.59
2.32
2.19
2.60
2.32
2.21
2.06
1.73
1.55
1.46
12.3
15.2
16.5
24.8
1.70
1.45
1.35
0.958
1.18
1.01
0.941
0.667
0.938
0.952
0.957
0.976
1.63
1.37
1.27
0.884
3.40
2.89
2.70
1.92
2.37
2.01
1.88
1.33
10.7
14.4
21.6
1.08
0.865
0.619
0.862
0.692
0.495
0.806
0.825
0.844
1.20
0.943
0.660
2.15
1.73
1.24
1.72
1.38
0.990
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1/20/11
7:34 AM
Page 100
1–100
DIMENSIONS AND PROPERTIES
Table 1-13 (continued)
Round HSS
Dimensions and Properties
HSS2.375HSS1.660
Design
Wall
Thickness, t
Nominal
Wt.
Area,
A
D/t
HSS2.375×0.250
×0.218
×0.188
×0.154
×0.125
in.
0.233
0.203
0.174
0.143
0.116
lb/ft
5.68
5.03
4.40
3.66
3.01
in.2
1.57
1.39
1.20
1.00
0.823
10.2
11.7
13.6
16.6
20.5
in.4
0.910
0.824
0.733
0.627
0.527
in.3
0.766
0.694
0.617
0.528
0.443
in.
0.762
0.771
0.781
0.791
0.800
HSS1.900×0.188
×0.145
×0.120
0.174
0.135
0.111
3.44
2.72
2.28
0.943
0.749
0.624
10.9
14.1
17.1
0.355
0.293
0.251
0.374
0.309
0.264
HSS1.660×0.140
0.130
2.27
0.625
12.8
0.184
0.222
Shape
Torsion
I
S
r
Z
J
C
in.3
1.07
0.960
0.845
0.713
0.592
in.4
1.82
1.65
1.47
1.25
1.05
in.3
1.53
1.39
1.23
1.06
0.887
0.613
0.626
0.634
0.520
0.421
0.356
0.710
0.586
0.501
0.747
0.617
0.527
0.543
0.305
0.368
0.444
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1/20/11
7:34 AM
Page 101
DIMENSIONS AND PROPERTIES
1–101
Table 1-14
Pipe
Dimensions and Properties
PIPE
Shape
Nom- Dimensions Nominal Design
Wall
Wall
inal Outside Inside
Area
DiaDia- Thick- ThickWt. meter meter ness ness
lb/ft
in.
in.
in.
in.
in.2
D/t
I
S
r
J
Z
in.4
in.3
in.
in.4
in.3
Standard Weight (Std.)
Pipe 12 Std.
Pipe 10 Std.
Pipe 8 Std.
Pipe 6 Std.
Pipe 5 Std.
Pipe 4 Std.
Pipe 31/ 2 Std.
Pipe 3 Std.
Pipe 21/ 2 Std.
Pipe 2 Std.
Pipe 11/ 2 Std.
Pipe 11/4 Std.
Pipe 1 Std.
Pipe 3/4 Std.
Pipe 1/ 2 Std.
49.6
12.8
40.5
10.8
28.6
8.63
19.0
6.63
14.6
5.56
10.8
4.50
9.12
4.00
7.58
3.50
5.80
2.88
3.66
2.38
2.72
1.90
2.27
1.66
1.68
1.32
1.13
1.05
0.850 0.840
12.0
10.0
7.98
6.07
5.05
4.03
3.55
3.07
2.47
2.07
1.61
1.38
1.05
0.824
0.622
0.375
0.365
0.322
0.280
0.258
0.237
0.226
0.216
0.203
0.154
0.145
0.140
0.133
0.113
0.109
0.349 13.7
36.5 262
41.0
4.39 523
53.7
0.340 11.5
31.6 151
28.1
3.68 302
36.9
0.300 7.85 28.8 68.1
15.8
2.95 136
20.8
0.261 5.20 25.4 26.5
7.99
2.25
52.9
10.6
0.241 4.01 23.1 14.3
5.14
1.88
28.6
6.83
0.221 2.96 20.4
6.82
3.03
1.51
13.6
4.05
0.211 2.50 19.0
4.52
2.26
1.34
9.04
3.03
0.201 2.07 17.4
2.85
1.63
1.17
5.69
2.19
0.189 1.61 15.2
1.45
1.01
0.952
2.89
1.37
0.143 1.02 16.6
0.627
0.528 0.791
1.25
0.713
0.135 0.749 14.1
0.293
0.309 0.626
0.586
0.421
0.130 0.625 12.8
0.184
0.222 0.543
0.368
0.305
0.124 0.469 10.6
0.0830 0.126 0.423
0.166
0.177
0.105 0.312 10.0
0.0350 0.0671 0.336
0.0700 0.0942
0.101 0.234 8.32 0.0160 0.0388 0.264
0.0320 0.0555
Extra Strong (x-Strong)
Pipe 12 x-Strong
Pipe 10 x-Strong
Pipe 8 x-Strong
Pipe 6 x-Strong
Pipe 5 x-Strong
Pipe 4 x-Strong
Pipe 31/ 2 x-Strong
Pipe 3 x-Strong
Pipe 21/ 2 x-Strong
Pipe 2 x-Strong
Pipe 11/ 2 x-Strong
Pipe 11/4 x-Strong
Pipe 1 x-Strong
Pipe 3/4 x-Strong
Pipe 1/ 2 x-Strong
65.5
54.8
43.4
28.6
20.8
15.0
12.5
10.3
7.67
5.03
3.63
3.00
2.17
1.48
1.09
12.8
10.8
8.63
6.63
5.56
4.50
4.00
3.50
2.88
2.38
1.90
1.66
1.32
1.05
0.840
11.8
9.75
7.63
5.76
4.81
3.83
3.36
2.90
2.32
1.94
1.50
1.28
0.957
0.742
0.546
Pipe 8 xx-Strong
Pipe 6 xx-Strong
Pipe 5 xx-Strong
Pipe 4 xx-Strong
Pipe 3 xx-Strong
Pipe 21/ 2 xx-Strong
Pipe 2 xx-Strong
72.5
53.2
38.6
27.6
18.6
13.7
9.04
8.63
6.63
5.56
4.50
3.50
2.88
2.38
6.88
4.90
4.06
3.15
2.30
1.77
1.50
0.500
0.500
0.500
0.432
0.375
0.337
0.318
0.300
0.276
0.218
0.200
0.191
0.179
0.154
0.147
0.465 17.5
27.4 339
53.2
4.35 678
70.2
0.465 15.1
23.1 199
37.0
3.64 398
49.2
0.465 11.9
18.5 100
23.1
2.89 199
31.0
0.403 7.83 16.4 38.3
11.6
2.20
76.6
15.6
0.349 5.73 15.9 19.5
7.02
1.85
39.0
9.50
0.315 4.14 14.3
9.12
4.05
1.48
18.2
5.53
0.296 3.43 13.5
5.94
2.97
1.31
11.9
4.07
0.280 2.83 12.5
3.70
2.11
1.14
7.40
2.91
0.257 2.10 11.2
1.83
1.27
0.930
3.66
1.77
0.204 1.40 11.7
0.827
0.696 0.771
1.65
0.964
0.186 1.00 10.2
0.372
0.392 0.610
0.744
0.549
0.178 0.837 9.33 0.231
0.278 0.528
0.462
0.393
0.166 0.602 7.92 0.101
0.154 0.410
0.202
0.221
0.143 0.407 7.34 0.0430 0.0818 0.325
0.0860 0.119
0.137 0.303 6.13 0.0190 0.0462 0.253
0.0380 0.0686
Double-Extra Strong (xx-Strong)
0.875
0.864
0.750
0.674
0.600
0.552
0.436
0.816 20.0
0.805 14.7
0.699 10.7
0.628 7.66
0.559 5.17
0.514 3.83
0.406 2.51
10.6 154
8.23 63.5
7.96 32.2
7.17 14.7
6.26 5.79
5.59 2.78
5.85 1.27
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
35.8
19.2
11.6
6.53
3.31
1.94
1.07
2.78 308
2.08 127
1.74
64.4
1.39
29.4
1.06
11.6
0.854
5.56
0.711
2.54
49.9
27.4
16.7
9.50
4.89
2.91
1.60
AISC_PART 01B:14th Ed._
1/20/11
7:34 AM
Page 102
1–102
DIMENSIONS AND PROPERTIES
Table 1-15
Double Angles
Properties
SLBB
LLBB
Shape
Area
LLBB
Separation, s, in.
SLBB
Qs
LLBB
Qs
Axis Y-Y
Radius of Gyration
SLBB
Separation, s, in.
Angles Angles
in
SepaContact rated
rx
Angles Angles
in
SepaContact rated
rx
in.2
0
3/8
3/4
0
3/8
3/4
2L8×8×11/8
×1
×7/8
×3/4
×5/8
×9/16
×1/2
33.6
30.2
26.6
23.0
19.4
17.5
15.7
3.41
3.39
3.36
3.34
3.32
3.31
3.30
3.54
3.52
3.50
3.47
3.45
3.44
3.43
3.68
3.66
3.63
3.61
3.58
3.57
3.56
3.41
3.39
3.36
3.34
3.32
3.31
3.30
3.54
3.52
3.50
3.47
3.45
3.44
3.43
3.68
3.66
3.63
3.61
3.58
3.57
3.56
1.00 1.00 2.41
1.00 1.00 2.43
1.00 1.00 2.45
1.00 1.00 2.46
1.00 0.997 2.48
1.00 0.959 2.49
0.998 0.912 2.49
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 0.997
1.00 0.959
0.998 0.912
2.41
2.43
2.45
2.46
2.48
2.49
2.49
2L8×6×1
×7/8
×3/4
×5/8
×9/16
×1/2
×7/16
26.2
23.0
20.0
16.8
15.2
13.6
12.0
2.39
2.37
2.35
2.33
2.32
2.31
2.30
2.52
2.50
2.47
2.45
2.44
2.43
2.42
2.66
2.63
2.61
2.59
2.58
2.56
2.55
3.63
3.61
3.59
3.57
3.55
3.54
3.53
3.77
3.75
3.72
3.70
3.69
3.68
3.66
3.91
3.89
3.86
3.84
3.83
3.81
3.80
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00 2.49
1.00 2.50
1.00 2.52
0.997 2.54
0.959 2.55
0.912 2.55
0.850 2.56
1.00 1.00
1.00 1.00
1.00 1.00
1.00 0.997
1.00 0.959
0.998 0.912
0.938 0.850
1.72
1.74
1.75
1.77
1.78
1.79
1.80
2L8×4×1
×7/8
×3/4
×5/8
×9/16
×1/2
×7/16
22.2
19.6
17.0
14.3
13.0
11.6
10.2
1.46
1.44
1.42
1.39
1.38
1.38
1.37
1.60
1.57
1.55
1.52
1.51
1.50
1.49
1.75
1.72
1.69
1.66
1.65
1.63
1.62
3.94
3.91
3.89
3.86
3.85
3.83
3.82
4.08
4.06
4.03
4.00
3.99
3.97
3.96
4.23
4.21
4.18
4.15
4.13
4.12
4.10
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00 2.51
1.00 2.53
1.00 2.55
0.997 2.56
0.959 2.57
0.912 2.58
0.850 2.59
1.00 1.00
1.00 1.00
1.00 1.00
1.00 0.997
1.00 0.959
0.998 0.912
0.938 0.850
1.03
1.04
1.05
1.06
1.07
1.08
1.09
2L7×4×3/4
×5/8
×1/2
×7/16
×3/8
15.5
13.0
10.5
9.26
8.00
1.48
1.45
1.44
1.43
1.42
1.61
1.58
1.56
1.55
1.54
1.75
1.73
1.70
1.68
1.67
3.34
3.31
3.29
3.28
3.26
3.48
3.46
3.43
3.42
3.40
3.63
3.60
3.57
3.56
3.54
1.00
1.00
1.00
1.00
1.00
1.00 2.21
1.00 2.23
0.965 2.25
0.912 2.26
0.840 2.27
1.00 1.00
1.00 1.00
1.00 0.965
0.998 0.912
0.928 0.840
1.08
1.10
1.11
1.12
1.12
2L6×6×1
×7/8
×3/4
×5/8
×9/16
×1/2
×7/16
×3/8
×5/16
22.0
19.5
16.9
14.3
12.9
11.5
10.2
8.76
7.34
2.58
2.56
2.54
2.52
2.51
2.50
2.49
2.48
2.47
2.72
2.70
2.67
2.65
2.64
2.63
2.62
2.60
2.59
2.86
2.84
2.81
2.79
2.78
2.76
2.75
2.74
2.72
2.58
2.56
2.54
2.52
2.51
2.50
2.49
2.48
2.47
2.72
2.70
2.67
2.65
2.64
2.63
2.62
2.60
2.59
2.86
2.84
2.81
2.79
2.78
2.76
2.75
2.74
2.72
1.00 1.00 1.79
1.00 1.00 1.81
1.00 1.00 1.82
1.00 1.00 1.84
1.00 1.00 1.85
1.00 1.00 1.86
1.00 0.973 1.86
0.998 0.912 1.87
0.914 0.826 1.88
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 0.973
0.998 0.912
0.914 0.826
1.79
1.81
1.82
1.84
1.85
1.86
1.86
1.87
1.88
Note: For compactness criteria, refer to Table 1-7B.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
in.
in.
AISC_PART 01B:14th Ed._
1/20/11
7:34 AM
Page 103
DIMENSIONS AND PROPERTIES
1–103
Table 1-15 (continued)
Double Angles
Properties
2L8-2L6
Flexural-Torsional Properties
Long Legs Vertical
Short Legs Vertical
Back to Back of Angles, in.
Back to Back of Angles, in.
Shape
3/8
0
r–o
H
r–o
3/4
H
r–o
3/8
0
H
r–o
H
r–o
Single Angle
Properties
Area,
A
3/4
H
r–o
H
rz
in.2
in.
2L8×8×11/8 4.56
×1 4.56
×7/8 4.56
×3/4 4.56
×5/8 4.56
×9/16 4.56
×1/2 4.56
0.837 4.66
0.834 4.66
0.831 4.66
0.829 4.66
0.826 4.66
0.825 4.65
0.824 4.65
0.844 4.77
0.841 4.77
0.838 4.76
0.836 4.76
0.833 4.76
0.832 4.75
0.831 4.75
0.851 4.56
0.848 4.56
0.845 4.56
0.843 4.56
0.840 4.56
0.839 4.56
0.837 4.56
0.837 4.66
0.834 4.66
0.831 4.66
0.829 4.66
0.826 4.66
0.825 4.65
0.824 4.65
0.844 4.77
0.841 4.77
0.838 4.76
0.836 4.76
0.833 4.76
0.832 4.75
0.831 4.75
0.851 16.8
0.848 15.1
0.845 13.3
0.843 11.5
0.840 9.69
0.839 8.77
0.837 7.84
1.56
1.56
1.57
1.57
1.58
1.58
1.59
2L8×6×1
×7/8
×3/4
×5/8
×9/16
×1/2
×7/16
4.06
4.07
4.07
4.08
4.09
4.09
4.09
0.721 4.14
0.718 4.14
0.714 4.15
0.712 4.16
0.710 4.16
0.709 4.16
0.708 4.16
0.732 4.23
0.728 4.23
0.725 4.23
0.722 4.24
0.720 4.24
0.719 4.24
0.718 4.24
0.742 4.18
0.739 4.17
0.735 4.17
0.732 4.16
0.731 4.15
0.729 4.15
0.728 4.15
0.924 4.30
0.922 4.29
0.919 4.28
0.917 4.27
0.916 4.27
0.915 4.26
0.913 4.26
0.929 4.43
0.926 4.42
0.924 4.40
0.921 4.39
0.920 4.39
0.919 4.38
0.918 4.38
0.933 13.1
0.930 11.5
0.928 9.99
0.926 8.41
0.924 7.61
0.923 6.80
0.922 5.99
1.28
1.28
1.29
1.29
1.30
1.30
1.31
2L8×4×1
×7/8
×3/4
×5/8
×9/16
×1/2
×7/16
3.86
3.87
3.88
3.89
3.90
3.90
3.91
0.568 3.91
0.566 3.92
0.564 3.93
0.562 3.94
0.562 3.94
0.561 3.95
0.561 3.95
0.580 3.97
0.577 3.98
0.575 3.99
0.573 3.99
0.572 4.00
0.571 4.00
0.571 4.00
0.594 4.11
0.590 4.09
0.587 4.07
0.585 4.05
0.584 4.04
0.583 4.03
0.582 4.02
0.983 4.25
0.981 4.22
0.980 4.20
0.979 4.18
0.978 4.17
0.978 4.16
0.977 4.15
0.984 4.39
0.982 4.37
0.981 4.35
0.980 4.32
0.980 4.31
0.979 4.30
0.978 4.29
0.985 11.1
0.984 9.79
0.983 8.49
0.981 7.16
0.981 6.49
0.980 5.80
0.980 5.11
0.844
0.846
0.850
0.856
0.859
0.863
0.867
2L7×4×3/4
×5/8
×1/2
×7/16
×3/8
3.41
3.42
3.43
3.43
3.44
0.611 3.47
0.608 3.47
0.606 3.48
0.605 3.49
0.605 3.49
0.624 3.53
0.621 3.54
0.618 3.55
0.617 3.55
0.616 3.55
0.639 3.57
0.635 3.55
0.632 3.53
0.630 3.53
0.629 3.52
0.969 3.70
0.967 3.68
0.965 3.66
0.964 3.66
0.963 3.65
0.971 3.84
0.969 3.82
0.968 3.80
0.967 3.79
0.966 3.78
0.973 7.74
0.971 6.50
0.970 5.26
0.969 4.63
0.968 4.00
0.855
0.860
0.866
0.869
0.873
2L6×6×1
×7/8
×3/4
×5/8
×9/16
×1/2
×7/16
×3/8
×5/16
3.42
3.42
3.42
3.42
3.42
3.42
3.42
3.42
3.42
0.843 3.53
0.839 3.53
0.835 3.52
0.831 3.52
0.829 3.52
0.827 3.52
0.826 3.52
0.824 3.51
0.823 3.51
0.852 3.64
0.848 3.63
0.844 3.63
0.840 3.62
0.838 3.62
0.836 3.62
0.835 3.62
0.833 3.61
0.832 3.61
0.861 3.42
0.857 3.42
0.853 3.42
0.849 3.42
0.847 3.42
0.846 3.42
0.844 3.42
0.842 3.42
0.841 3.42
0.843 3.53
0.839 3.53
0.835 3.52
0.831 3.52
0.829 3.52
0.827 3.52
0.826 3.52
0.824 3.51
0.823 3.51
0.852 3.64
0.848 3.63
0.844 3.63
0.840 3.62
0.838 3.62
0.836 3.62
0.835 3.62
0.833 3.61
0.832 3.61
0.861 11.0
0.857 9.75
0.853 8.46
0.849 7.13
0.847 6.45
0.846 5.77
0.844 5.08
0.842 4.38
0.841 3.67
1.17
1.17
1.17
1.17
1.18
1.18
1.18
1.19
1.19
Note: For compactness criteria, refer to Table 1-7B.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1/20/11
7:34 AM
Page 104
1–104
DIMENSIONS AND PROPERTIES
Table 1-15 (continued)
Double Angles
Properties
SLBB
LLBB
Shape
Area
LLBB
Separation, s, in.
SLBB
Qs
LLBB
Qs
Axis Y-Y
Radius of Gyration
SLBB
Separation, s, in.
Angles Angles
in
SepaContact rated
rx
Angles Angles
in
SepaContact rated
rx
in.2
0
3/8
3/4
0
3/8
3/4
2L6×4×7/8
×3/4
×5/8
×9/16
×1/2
×7/16
×3/8
×5/16
16.0
13.9
11.7
10.6
9.50
8.36
7.22
6.06
1.57
1.55
1.53
1.52
1.51
1.50
1.49
1.48
1.71
1.68
1.66
1.65
1.64
1.62
1.61
1.60
1.86
1.83
1.80
1.79
1.77
1.76
1.75
1.74
2.82
2.80
2.77
2.76
2.75
2.74
2.73
2.72
2.96
2.94
2.91
2.90
2.89
2.88
2.86
2.85
3.11
3.08
3.06
3.04
3.03
3.02
3.00
2.99
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00 1.86
1.00 1.88
1.00 1.89
1.00 1.90
1.00 1.91
0.973 1.92
0.912 1.93
0.826 1.94
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 0.973
0.998 0.912
0.914 0.826
2L6×31/2×1/2
×3/8
×5/16
9.00
6.88
5.78
1.27
1.26
1.25
1.40
1.38
1.37
1.54
1.52
1.50
2.82
2.80
2.78
2.96
2.94
2.92
3.11 1.00
3.08 1.00
3.06 1.00
1.00 1.92
0.912 1.93
0.826 1.94
1.00 1.00 0.968
0.998 0.912 0.984
0.914 0.826 0.991
2L5×5×7/8
×3/4
×5/8
×1/2
×7/16
×3/8
×5/16
16.0
14.0
11.8
9.58
8.44
7.30
6.14
2.16
2.13
2.11
2.09
2.08
2.07
2.06
2.30
2.27
2.25
2.22
2.21
2.20
2.19
2.44
2.41
2.39
2.36
2.35
2.34
2.32
2.16
2.13
2.11
2.09
2.08
2.07
2.06
2.30
2.27
2.25
2.22
2.21
2.20
2.19
2.44
2.41
2.39
2.36
2.35
2.34
2.32
1.00 1.00 1.49
1.00 1.00 1.50
1.00 1.00 1.52
1.00 1.00 1.53
1.00 1.00 1.54
1.00 0.983 1.55
0.998 0.912 1.56
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 0.983
0.998 0.912
1.49
1.50
1.52
1.53
1.54
1.55
1.56
2L5×31/2×3/4
×5/8
×1/2
×3/8
×5/16
×1/4
11.7
9.86
8.00
6.10
5.12
4.14
1.39
1.37
1.35
1.33
1.32
1.31
1.53
1.50
1.48
1.46
1.44
1.43
1.68
1.65
1.62
1.59
1.58
1.57
2.33
2.30
2.28
2.26
2.25
2.23
2.47
2.45
2.42
2.39
2.38
2.37
2.62
2.59
2.57
2.54
2.52
2.51
1.00
1.00
1.00
1.00
1.00
1.00
1.00 1.55
1.00 1.56
1.00 1.58
0.983 1.59
0.912 1.60
0.804 1.61
1.00 1.00
1.00 1.00
1.00 1.00
1.00 0.983
0.998 0.912
0.894 0.804
0.974
0.987
1.00
1.02
1.02
1.03
2L5×3×1/2
×7/16
×3/8
×5/16
×1/4
7.50
6.62
5.72
4.82
3.88
1.11
1.10
1.09
1.08
1.07
1.24
1.23
1.22
1.21
1.19
1.39
1.38
1.36
1.35
1.33
2.35
2.34
2.33
2.32
2.30
2.50
2.48
2.47
2.46
2.44
2.64
2.63
2.62
2.60
2.58
1.00
1.00
1.00
1.00
1.00
1.00 1.58
1.00 1.59
0.983 1.60
0.912 1.61
0.804 1.62
1.00 1.00
1.00 1.00
1.00 0.983
0.998 0.912
0.894 0.804
0.824
0.831
0.838
0.846
0.853
Note: For compactness criteria, refer to Table 1-7B.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
in.
in.
1.10
1.12
1.13
1.14
1.14
1.15
1.16
1.17
AISC_PART 01B:14th Ed._
1/20/11
7:34 AM
Page 105
DIMENSIONS AND PROPERTIES
1–105
Table 1-15 (continued)
Double Angles
Properties
Flexural-Torsional Properties
Long Legs Vertical
Short Legs Vertical
Back to Back of Angles, in.
Back to Back of Angles, in.
Shape
3/8
0
r–o
2L6×4×7/8
×3/4
×5/8
×9/16
×1/2
×7/16
×3/8
×5/16
2L6-2L5
2.96
2.97
2.98
2.98
2.99
2.99
2.99
3.00
H
r–o
0.678 3.04
0.673 3.04
0.669 3.05
0.667 3.05
0.665 3.05
0.663 3.06
0.662 3.06
0.661 3.06
3/4
H
r–o
0.694 3.12
0.688 3.12
0.684 3.13
0.682 3.13
0.679 3.13
0.678 3.13
0.676 3.13
0.674 3.13
3/8
0
H
r–o
0.710 3.10
0.705 3.09
0.700 3.08
0.697 3.07
0.695 3.07
0.693 3.06
0.691 3.06
0.689 3.05
H
r–o
0.952 3.23
0.949 3.22
0.946 3.21
0.945 3.20
0.943 3.19
0.942 3.19
0.940 3.18
0.939 3.17
Single Angle
Properties
Area,
A
3/4
H
r–o
0.956 3.37
0.953 3.35
0.950 3.34
0.949 3.33
0.948 3.32
0.946 3.31
0.945 3.31
0.944 3.30
rz
in.2
in.
0.959 8.00
0.957 6.94
0.954 5.86
0.953 5.31
0.952 4.75
0.950 4.18
0.949 3.61
0.948 3.03
0.854
0.856
0.859
0.861
0.864
0.867
0.870
0.874
H
2L6x31/2×1/2 2.94 0.615 2.99 0.630 3.06 0.646 3.04 0.964 3.17 0.967 3.31 0.969 4.50 0.756
×3/8 2.95 0.613 3.00 0.627 3.07 0.642 3.02 0.962 3.15 0.965 3.29 0.967 3.44 0.763
×5/16 2.95 0.612 3.00 0.625 3.07 0.641 3.02 0.960 3.14 0.964 3.28 0.966 2.89 0.767
2L5×5×7/8
×3/4
×5/8
×1/2
×7/16
×3/8
×5/16
2.85
2.85
2.85
2.85
2.85
2.84
2.84
0.845 2.96
0.840 2.95
0.835 2.95
0.830 2.94
0.828 2.94
0.826 2.94
0.825 2.94
0.856 3.07
0.851 3.06
0.846 3.06
0.842 3.05
0.839 3.05
0.838 3.04
0.836 3.04
0.866 2.85
0.861 2.85
0.857 2.85
0.852 2.85
0.850 2.85
0.848 2.84
0.847 2.84
0.845 2.96
0.840 2.95
0.835 2.95
0.830 2.94
0.828 2.94
0.826 2.94
0.825 2.94
0.856 3.07
0.851 3.06
0.846 3.06
0.842 3.05
0.839 3.05
0.838 3.04
0.836 3.04
0.866 8.00
0.861 6.98
0.857 5.90
0.852 4.79
0.850 4.22
0.848 3.65
0.847 3.07
0.971
0.972
0.975
0.980
0.983
0.986
0.990
2L5x31/2×3/4
×5/8
×1/2
×3/8
×5/16
×1/4
2.49
2.49
2.50
2.51
2.51
2.52
0.699 2.57
0.693 2.57
0.688 2.58
0.683 2.58
0.682 2.58
0.680 2.58
0.717 2.66
0.711 2.66
0.705 2.66
0.700 2.66
0.698 2.66
0.696 2.66
0.736 2.60
0.730 2.59
0.724 2.58
0.718 2.56
0.716 2.56
0.714 2.55
0.943 2.73
0.940 2.71
0.936 2.70
0.933 2.69
0.931 2.68
0.929 2.67
0.949 2.86
0.945 2.85
0.942 2.83
0.938 2.81
0.937 2.81
0.935 2.80
0.953 5.85
0.950 4.93
0.947 4.00
0.944 3.05
0.942 2.56
0.941 2.07
0.744
0.746
0.750
0.755
0.758
0.761
2L5×3×1/2
×7/16
×3/8
×5/16
×1/4
2.44
2.45
2.45
2.46
2.46
0.628 2.51
0.626 2.51
0.624 2.51
0.623 2.52
0.622 2.52
0.646 2.58
0.644 2.58
0.642 2.59
0.640 2.59
0.638 2.59
0.667 2.54
0.664 2.54
0.661 2.53
0.659 2.52
0.657 2.51
0.962 2.68
0.961 2.67
0.959 2.66
0.958 2.65
0.957 2.64
0.966 2.81
0.964 2.80
0.963 2.79
0.962 2.78
0.961 2.77
0.969 3.75
0.968 3.31
0.967 2.86
0.965 2.41
0.964 1.94
0.642
0.644
0.646
0.649
0.652
Note: For compactness criteria, refer to Table 1-7B.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1/20/11
7:34 AM
Page 106
1–106
DIMENSIONS AND PROPERTIES
Table 1-15 (continued)
Double Angles
Properties
SLBB
LLBB
Shape
Area
LLBB
Separation, s, in.
SLBB
Qs
LLBB
Qs
Axis Y-Y
Radius of Gyration
SLBB
Separation, s, in.
Angles Angles
in
SepaContact rated
rx
Angles Angles
in
SepaContact rated
rx
in.2
0
3/8
3/4
0
3/8
3/4
2L4×4×3/4
×5/8
×1/2
×7/16
×3/8
×5/16
×1/4
10.9
9.22
7.50
6.60
5.72
4.80
3.86
1.73
1.71
1.69
1.68
1.67
1.66
1.65
1.88
1.85
1.83
1.81
1.80
1.79
1.78
2.03
2.00
1.97
1.96
1.94
1.93
1.91
1.73
1.71
1.69
1.68
1.67
1.66
1.65
1.88
1.85
1.83
1.81
1.80
1.79
1.78
2.03
2.00
1.97
1.96
1.94
1.93
1.91
1.00 1.00 1.18
1.00 1.00 1.20
1.00 1.00 1.21
1.00 1.00 1.22
1.00 1.00 1.23
1.00 0.997 1.24
0.998 0.912 1.25
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 0.997
0.998 0.912
1.18
1.20
1.21
1.22
1.23
1.24
1.25
2L4×31/2×1/2
×3/8
×5/16
×1/4
7.00
5.36
4.50
3.64
1.44
1.42
1.40
1.39
1.57
1.55
1.53
1.52
1.72
1.69
1.68
1.66
1.75
1.73
1.72
1.70
1.89
1.86
1.85
1.83
2.03
2.00
1.99
1.97
1.00
1.00
1.00
1.00
1.00 1.23
1.00 1.25
0.997 1.25
0.912 1.26
1.00 1.00
1.00 1.00
1.00 0.997
0.998 0.912
1.04
1.05
1.06
1.07
2L4×3×5/8
×1/2
×3/8
×5/16
×1/4
7.98
6.50
4.98
4.18
3.38
1.21
1.19
1.17
1.16
1.15
1.35
1.32
1.30
1.29
1.27
1.50
1.47
1.44
1.43
1.41
1.84
1.81
1.79
1.78
1.76
1.98
1.95
1.93
1.91
1.90
2.13
2.10
2.07
2.06
2.04
1.00
1.00
1.00
1.00
1.00
1.00 1.23
1.00 1.24
1.00 1.26
0.997 1.27
0.912 1.27
1.00 1.00
1.00 1.00
1.00 1.00
1.00 0.997
0.998 0.912
0.845
0.858
0.873
0.880
0.887
2L31/2×31/2×1/2
×7/16
×3/8
×5/16
×1/4
6.50
5.78
5.00
4.20
3.40
1.49
1.48
1.47
1.46
1.44
1.63
1.61
1.60
1.59
1.57
1.77
1.76
1.74
1.73
1.72
1.49
1.48
1.47
1.46
1.44
1.63
1.61
1.60
1.59
1.57
1.77
1.76
1.74
1.73
1.72
1.00
1.00
1.00
1.00
1.00
1.00 1.05
1.00 1.06
1.00 1.07
1.00 1.08
0.965 1.09
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.965
1.05
1.06
1.07
1.08
1.09
2L31/2×3×1/2
×7/16
×3/8
×5/16
×1/4
6.04
5.34
4.64
3.90
3.16
1.23
1.22
1.21
1.20
1.19
1.37
1.36
1.35
1.33
1.32
1.52
1.51
1.49
1.48
1.46
1.55
1.54
1.52
1.51
1.50
1.69
1.67
1.66
1.65
1.63
1.84
1.82
1.81
1.79
1.78
1.00
1.00
1.00
1.00
1.00
1.00 1.07
1.00 1.08
1.00 1.09
1.00 1.09
0.965 1.10
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.965
0.877
0.885
0.892
0.900
0.908
2L31/2×21/2×1/2
×3/8
×5/16
×1/4
5.54
4.24
3.58
2.90
0.992 1.13
0.970 1.11
0.960 1.09
0.950 1.08
1.28
1.25
1.24
1.22
1.62
1.59
1.58
1.57
1.76
1.73
1.72
1.70
1.91
1.88
1.87
1.85
1.00
1.00
1.00
1.00
1.00 1.08
1.00 1.10
1.00 1.11
0.965 1.12
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.965
0.701
0.716
0.723
0.731
Note: For compactness criteria, refer to Table 1-7B.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
in.
in.
AISC_PART 01B:14th Ed._
1/20/11
7:34 AM
Page 107
DIMENSIONS AND PROPERTIES
1–107
Table 1-15 (continued)
Double Angles
2L4-2L31/2
Properties
Flexural-Torsional Properties
Long Legs Vertical
Short Legs Vertical
Back to Back of Angles, in.
Back to Back of Angles, in.
Shape
3/8
0
r–o
H
r–o
3/4
H
r–o
3/8
0
H
r–o
H
r–o
Single Angle
Properties
Area,
A
3/4
H
r–o
H
rz
in.2
in.
2L4×4×3/4
×5/8
×1/2
×7/16
×3/8
×5/16
×1/4
2.28
2.28
2.28
2.28
2.28
2.28
2.28
0.847 2.39
0.841 2.39
0.834 2.38
0.832 2.38
0.829 2.38
0.826 2.37
0.824 2.37
0.861 2.51
0.854 2.50
0.848 2.49
0.846 2.49
0.843 2.49
0.840 2.48
0.838 2.48
0.874 2.28
0.868 2.28
0.862 2.28
0.859 2.28
0.856 2.28
0.854 2.28
0.851 2.28
0.847 2.39
0.841 2.39
0.834 2.38
0.832 2.38
0.829 2.38
0.826 2.37
0.824 2.37
0.861 2.51
0.854 2.50
0.848 2.49
0.846 2.49
0.843 2.49
0.840 2.48
0.838 2.48
0.874 5.44
0.868 4.61
0.862 3.75
0.859 3.30
0.856 2.86
0.854 2.40
0.851 1.93
0.774
0.774
0.776
0.777
0.779
0.781
0.783
2L4×31/2×1/2
×3/8
×5/16
×1/4
2.14
2.14
2.14
2.14
0.784 2.23
0.778 2.23
0.775 2.23
0.773 2.22
0.802 2.33
0.795 2.33
0.792 2.33
0.790 2.32
0.819 2.16
0.813 2.16
0.810 2.16
0.807 2.15
0.882 2.28
0.876 2.27
0.874 2.26
0.871 2.26
0.893 2.40
0.888 2.39
0.885 2.38
0.883 2.37
0.904 3.50
0.899 2.68
0.896 2.25
0.894 1.82
0.716
0.719
0.721
0.723
2L4×3×5/8
×1/2
×3/8
×5/16
×1/4
2.02
2.02
2.03
2.03
2.03
0.728 2.11
0.721 2.11
0.715 2.11
0.712 2.11
0.710 2.11
0.750 2.21
0.743 2.20
0.736 2.20
0.733 2.20
0.730 2.20
0.773 2.10
0.765 2.09
0.757 2.08
0.754 2.07
0.751 2.06
0.930 2.22
0.925 2.21
0.920 2.20
0.918 2.19
0.915 2.18
0.938 2.36
0.933 2.34
0.928 2.32
0.926 2.32
0.924 2.31
0.945 3.99
0.940 3.25
0.936 2.49
0.934 2.09
0.932 1.69
0.631
0.633
0.636
0.638
0.639
2L31/2×31/2×1/2
×7/16
×3/8
×5/16
×1/4
1.99
1.99
1.99
1.99
1.99
0.838 2.10
0.835 2.09
0.832 2.09
0.829 2.09
0.826 2.08
0.854 2.21
0.851 2.21
0.848 2.20
0.845 2.20
0.842 2.19
0.869 1.99
0.866 1.99
0.863 1.99
0.860 1.99
0.857 1.99
0.838 2.10
0.835 2.09
0.832 2.09
0.829 2.09
0.826 2.08
0.854 2.21
0.851 2.21
0.848 2.20
0.845 2.20
0.842 2.19
0.869 3.25
0.866 2.89
0.863 2.50
0.860 2.10
0.857 1.70
0.679
0.681
0.683
0.685
0.688
2L31/2×3×1/2
×7/16
×3/8
×5/16
×1/4
1.85
1.85
1.85
1.85
1.85
0.780 1.94
0.776 1.94
0.773 1.94
0.770 1.94
0.767 1.94
0.801 2.05
0.797 2.05
0.794 2.05
0.790 2.04
0.787 2.04
0.822 1.88
0.818 1.88
0.814 1.88
0.811 1.87
0.807 1.87
0.892 2.00
0.889 1.99
0.885 1.99
0.883 1.98
0.880 1.98
0.904 2.13
0.901 2.12
0.898 2.11
0.895 2.11
0.893 2.10
0.915 3.02
0.912 2.67
0.910 2.32
0.907 1.95
0.905 1.58
0.618
0.620
0.622
0.624
0.628
2L31/2×21/2×1/2
×3/8
×5/16
×1/4
1.75
1.75
1.76
1.76
0.706 1.83
0.698 1.83
0.695 1.83
0.693 1.83
0.732 1.93
0.724 1.93
0.720 1.92
0.717 1.92
0.759 1.82
0.750 1.81
0.746 1.80
0.742 1.80
0.938 1.95
0.933 1.93
0.930 1.92
0.928 1.92
0.946 2.08
0.941 2.07
0.939 2.06
0.937 2.05
0.953 2.77
0.949 2.12
0.947 1.79
0.944 1.45
0.532
0.535
0.538
0.541
Note: For compactness criteria, refer to Table 1-7B.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1/20/11
7:34 AM
Page 108
1–108
DIMENSIONS AND PROPERTIES
Table 1-15 (continued)
Double Angles
Properties
SLBB
LLBB
Shape
Area
LLBB
Separation, s, in.
SLBB
Qs
LLBB
Qs
Axis Y-Y
Radius of Gyration
SLBB
Separation, s, in.
Angles Angles
in
SepaContact rated
rx
Angles Angles
in
SepaContact rated
rx
in.2
0
3/8
3/4
0
3/8
3/4
2L3×3×1/2
×7/16
×3/8
×5/16
×1/4
×3/16
5.52
4.86
4.22
3.56
2.88
2.18
1.29
1.28
1.27
1.26
1.25
1.24
1.43
1.42
1.41
1.39
1.38
1.37
1.58
1.57
1.55
1.54
1.52
1.51
1.29
1.28
1.27
1.26
1.25
1.24
1.43
1.42
1.41
1.39
1.38
1.37
1.58
1.57
1.55
1.54
1.52
1.51
1.00 1.00 0.895
1.00 1.00 0.903
1.00 1.00 0.910
1.00 1.00 0.918
1.00 1.00 0.926
0.998 0.912 0.933
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
0.998 0.912
0.895
0.903
0.910
0.918
0.926
0.933
2L3×21/2×1/2
×7/16
×3/8
×5/16
×1/4
×3/16
5.00
4.44
3.86
3.26
2.64
2.00
1.04 1.18
1.02 1.16
1.01 1.15
1.00 1.14
0.991 1.12
0.980 1.11
1.33
1.32
1.30
1.29
1.27
1.25
1.35
1.34
1.32
1.31
1.30
1.29
1.49
1.48
1.46
1.45
1.44
1.42
1.64
1.63
1.61
1.60
1.58
1.57
1.00
1.00
1.00
1.00
1.00
1.00
1.00 0.910
1.00 0.917
1.00 0.924
1.00 0.932
1.00 0.940
0.912 0.947
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
0.998 0.912
0.718
0.724
0.731
0.739
0.746
0.753
2L3×2×1/2
×3/8
×5/16
×1/4
×3/16
4.52
3.50
2.96
2.40
1.83
0.795 0.940 1.10
0.771 0.911 1.07
0.760 0.897 1.05
0.749 0.883 1.03
0.739 0.869 1.02
1.42
1.39
1.38
1.37
1.35
1.56
1.54
1.52
1.51
1.49
1.72
1.69
1.67
1.66
1.64
1.00
1.00
1.00
1.00
1.00
1.00 0.922
1.00 0.937
1.00 0.945
1.00 0.953
0.912 0.961
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
0.998 0.912
0.543
0.555
0.562
0.569
0.577
2L21/2×21/2×1/2
×3/8
×5/16
×1/4
×3/16
4.52
3.46
2.92
2.38
1.80
1.09
1.07
1.05
1.04
1.03
1.39
1.36
1.34
1.33
1.31
1.09
1.07
1.05
1.04
1.03
1.23
1.21
1.19
1.18
1.17
1.39
1.36
1.34
1.33
1.31
1.00
1.00
1.00
1.00
1.00
1.00 0.735
1.00 0.749
1.00 0.756
1.00 0.764
0.983 0.771
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.983
0.735
0.749
0.756
0.764
0.771
2L21/2×2×3/8
×5/16
×1/4
×3/16
3.10
2.64
2.14
1.64
0.815 0.957 1.11
0.804 0.943 1.10
0.794 0.930 1.08
0.784 0.916 1.07
1.13
1.12
1.10
1.09
1.27
1.26
1.24
1.23
1.42
1.41
1.39
1.38
1.00
1.00
1.00
1.00
1.00 0.766
1.00 0.774
1.00 0.782
0.983 0.790
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.983
0.574
0.581
0.589
0.597
2L21/2×11/2×1/4
×3/16
1.89
1.45
0.554 0.694 0.852 1.17
0.543 0.679 0.834 1.16
1.32
1.30
1.47 1.00
1.45 1.00
2L2×2×3/8
×5/16
×1/4
×3/16
×1/8
1.23
1.21
1.19
1.18
1.17
2.74 0.865 1.01 1.17
2.32 0.853 0.996 1.15
1.89 0.842 0.982 1.14
1.44 0.831 0.967 1.12
0.982 0.818 0.951 1.10
0.865 1.01
0.853 0.996
0.842 0.982
0.831 0.967
0.818 0.951
1.17
1.15
1.14
1.12
1.10
in.
1.00 0.792 1.00
0.983 0.801 1.00
1.00 1.00 0.591
1.00 1.00 0.598
1.00 1.00 0.605
1.00 1.00 0.612
0.998 0.912 0.620
Note: For compactness criteria, refer to Table 1-7B.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
in.
1.00 0.411
0.983 0.418
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
0.998 0.912
0.591
0.598
0.605
0.612
0.620
AISC_PART 01B:14th Ed._
1/20/11
7:34 AM
Page 109
DIMENSIONS AND PROPERTIES
1–109
Table 1-15 (continued)
Double Angles
Properties
2L3-2L2
Flexural-Torsional Properties
Long Legs Vertical
Short Legs Vertical
Back to Back of Angles, in.
Back to Back of Angles, in.
Shape
3/8
0
r–o
H
r–o
3/4
H
r–o
3/8
0
H
r–o
H
r–o
Single Angle
Properties
Area,
A
3/4
H
r–o
H
rz
in.2
in.
2L3×3×1/2
×7/16
×3/8
×5/16
×1/4
×3/16
1.71
1.71
1.71
1.71
1.71
1.71
0.842 1.82
0.838 1.82
0.834 1.81
0.830 1.81
0.827 1.81
0.823 1.80
0.861 1.94
0.857 1.94
0.853 1.93
0.849 1.93
0.845 1.92
0.842 1.91
0.878 1.71
0.874 1.71
0.870 1.71
0.866 1.71
0.863 1.71
0.859 1.71
0.842 1.82
0.838 1.82
0.834 1.81
0.830 1.81
0.827 1.81
0.823 1.80
0.861 1.94
0.857 1.94
0.853 1.93
0.849 1.93
0.845 1.92
0.842 1.91
0.878 2.76
0.874 2.43
0.870 2.11
0.866 1.78
0.863 1.44
0.859 1.09
0.580
0.580
0.581
0.583
0.585
0.586
2L3×21/2×1/2
×7/16
×3/8
×5/16
×1/4
×3/16
1.57
1.57
1.57
1.57
1.57
1.57
0.774 1.66
0.769 1.66
0.764 1.66
0.760 1.66
0.756 1.66
0.753 1.65
0.800 1.78
0.795 1.77
0.790 1.77
0.785 1.76
0.781 1.76
0.778 1.75
0.824 1.61
0.819 1.60
0.815 1.60
0.810 1.59
0.806 1.59
0.802 1.58
0.905 1.73
0.901 1.72
0.897 1.72
0.893 1.71
0.890 1.70
0.887 1.70
0.918 1.86
0.914 1.85
0.911 1.85
0.907 1.84
0.904 1.83
0.901 1.82
0.929 2.50
0.926 2.22
0.923 1.93
0.920 1.63
0.917 1.32
0.914 1.00
0.516
0.516
0.517
0.518
0.520
0.521
2L3×2×1/2
×3/8
×5/16
×1/4
×3/16
1.47
1.48
1.48
1.48
1.49
0.684 1.55
0.675 1.55
0.671 1.56
0.668 1.56
0.666 1.55
0.717 1.66
0.707 1.65
0.702 1.65
0.698 1.65
0.695 1.64
0.751 1.55
0.739 1.54
0.734 1.53
0.730 1.52
0.726 1.52
0.955 1.69
0.949 1.67
0.946 1.66
0.944 1.65
0.941 1.64
0.962 1.83
0.957 1.81
0.954 1.80
0.952 1.79
0.950 1.78
0.968 2.26 0.425
0.963 1.75 0.426
0.961 1.48 0.428
0.959 1.20 0.431
0.957 0.917 0.435
2L21/2×21/2×1/2
×3/8
×5/16
×1/4
×3/16
1.43
1.42
1.42
1.42
1.42
0.850 1.54
0.839 1.53
0.834 1.53
0.829 1.52
0.825 1.52
0.871 1.67
0.861 1.65
0.856 1.65
0.852 1.64
0.847 1.63
0.890 1.43
0.881 1.42
0.876 1.42
0.872 1.42
0.868 1.42
0.850 1.54
0.839 1.53
0.834 1.53
0.829 1.52
0.825 1.52
0.871 1.67
0.861 1.65
0.856 1.65
0.852 1.64
0.847 1.63
0.890 2.26 0.481
0.881 1.73 0.481
0.876 1.46 0.481
0.872 1.19 0.482
0.868 0.901 0.482
2L21/2×2×3/8
×5/16
×1/4
×3/16
1.29
1.29
1.29
1.29
0.754 1.38
0.748 1.38
0.744 1.38
0.740 1.38
0.786 1.49
0.781 1.49
0.775 1.49
0.771 1.48
0.817 1.32
0.812 1.32
0.806 1.32
0.801 1.31
0.913 1.45
0.909 1.44
0.904 1.43
0.901 1.43
0.927 1.59
0.923 1.58
0.920 1.57
0.916 1.56
0.939 1.55 0.419
0.936 1.32 0.420
0.933 1.07 0.423
0.929 0.818 0.426
2L21/2×11/2×1/4 1.22 0.630 1.29 0.669 1.38 0.712 1.27 0.962 1.40 0.969 1.55 0.975 0.947 0.321
×3/16 1.22 0.627 1.29 0.665 1.38 0.706 1.26 0.959 1.39 0.967 1.53 0.973 0.724 0.324
2L2×2×3/8
×5/16
×1/4
×3/16
×1/8
1.14
1.14
1.13
1.13
1.13
0.847 1.25
0.841 1.25
0.835 1.24
0.830 1.24
0.826 1.23
0.874 1.38
0.868 1.37
0.862 1.37
0.857 1.36
0.853 1.35
0.897 1.14
0.891 1.14
0.886 1.13
0.882 1.13
0.877 1.13
0.847 1.25
0.841 1.25
0.835 1.24
0.830 1.24
0.826 1.23
0.874 1.38
0.868 1.37
0.862 1.37
0.857 1.36
0.853 1.35
Note: For compactness criteria, refer to Table 1-7B.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
0.897 1.37 0.386
0.891 1.16 0.386
0.886 0.944 0.387
0.882 0.722 0.389
0.877 0.491 0.391
AISC_PART 01B:14th Ed._
1/20/11
7:34 AM
Page 110
1–110
DIMENSIONS AND PROPERTIES
Table 1-16
2C-Shapes
Properties
2C-SHAPES
Shape
Axis Y-Y
Separation, s, in.
Area,
A
in.2
3/8
0
I
in.4
S
in.3
Axis
X-X
r
in.
Z
in.3
I
in.4
S
in.3
3/4
r
in.
Z
in.3
I
in.4
S
in.3
rx
Z
in.3
in.
1.46 34.5
1.45 27.2
1.47 23.3
5.24
5.43
5.61
4.29
4.43
4.61
2C15×50
×40
×33.9
29.4 40.7
23.6 32.6
20.0 28.5
11.0 1.18 23.5
9.25 1.18 18.4
8.38 1.20 15.8
2C12×30
×25
×20.7
17.6 18.2
14.7 15.6
12.2 13.6
5.75 1.02 11.9 23.3
5.11 1.03 9.89 19.8
4.64 1.06 8.49 17.2
6.94 1.15 15.2 29.6
6.12 1.16 12.6 25.0
5.51 1.19 10.8 21.7
8.36 1.30 18.5
7.32 1.31 15.4
6.55 1.34 13.0
2C10×30
×25
×20
×15.3
17.6 15.3
14.7 12.3
11.7 9.91
8.96 8.14
5.04
4.25
3.62
3.13
6.27
5.27
4.44
3.80
7.73 1.22 18.0 3.43
6.48 1.20 14.6 3.52
5.43 1.20 11.5 3.67
4.59 1.23 9.04 3.88
2C9×20
×15
×13.4
11.7 8.80
8.80 6.86
7.88 6.34
3.32 0.866 6.84 11.8 4.15 1.00
2.76 0.882 5.17 9.10 3.41 1.02
2.61 0.897 4.74 8.39 3.20 1.03
0.931 11.4
0.914 9.06
0.918 7.11
0.953 5.68
50.5 12.9 1.31 29.0 62.4 15.3
40.2 10.9 1.31 22.8 49.6 12.7
35.1 9.78 1.33 19.5 43.1 11.4
r
in.
20.2
16.2
13.0
10.6
1.07 14.7 26.3
1.05 11.8 21.1
1.05 9.32 16.9
1.09 7.36 13.7
9.05 15.6
6.82 12.0
6.21 11.0
5.15 1.15 11.2 3.22
4.19 1.17 8.48 3.40
3.92 1.18 7.69 3.48
2C8×18.75 11.0 7.46
×13.75 8.06 5.51
×11.5
6.74 4.82
2.95 0.823 6.23 10.2 3.75 0.962 8.29 13.7 4.71 1.11 10.4 2.82
2.35 0.826 4.48 7.47 2.95 0.962 5.99 10.0 3.68 1.11 7.51 2.99
2.13 0.846 3.86 6.50 2.66 0.982 5.12 8.66 3.29 1.13 6.38 3.11
2C7×14.75
×12.25
×9.8
8.66 5.18
7.18 4.30
5.74 3.59
2.25 0.773 4.61
1.96 0.773 3.78
1.72 0.791 3.11
7.21 2.90 0.912 6.23 9.85 3.68 1.07
5.97 2.51 0.911 5.13 8.14 3.17 1.06
4.95 2.17 0.929 4.18 6.72 2.73 1.08
7.85 2.51
6.48 2.59
5.26 2.72
2C6×13
×10.5
×8.2
7.64 4.11
6.14 3.26
4.78 2.63
1.91 0.734 3.92
1.60 0.728 3.08
1.37 0.741 2.45
5.85 2.50 0.876 5.35 8.13 3.21 1.03
4.63 2.08 0.867 4.24 6.43 2.67 1.02
3.72 1.76 0.881 3.34 5.14 2.24 1.04
6.77 2.13
5.39 2.22
4.24 2.34
2C5×9
×6.7
5.28 2.45
3.94 1.86
1.30 0.682 2.52
1.06 0.688 1.91
3.59 1.73 0.824 3.51 5.09 2.25 0.982 4.50 1.84
2.71 1.40 0.831 2.65 3.84 1.81 0.989 3.83 1.95
2C4×7.25
×6.25
×5.4
×4.5
4.26
3.54
3.16
2.76
1.75
1.36
1.29
1.25
1.02 0.641
0.824 0.620
0.812 0.637
0.789 0.673
1.96
1.54
1.44
1.36
2.63
2.06
1.94
1.86
1.38
1.12
1.10
1.05
0.786
0.763
0.783
0.820
2.75
2.20
2.04
1.88
3.81
3.01
2.82
2.66
1.82 0.946
1.49 0.922
1.44 0.943
1.36 0.981
3.55 1.47
2.87 1.50
2.63 1.56
2.40 1.63
2C3×6
×5
×4.1
×3.5
3.52
2.94
2.40
2.18
1.33 0.833 0.614
1.05 0.699 0.597
0.842 0.597 0.591
0.766 0.558 0.593
1.60
1.29
1.05
0.966
2.06
1.63
1.32
1.20
1.15 0.764
0.969 0.746
0.827 0.741
0.772 0.743
2.26
1.84
1.50
1.37
3.03
2.43
1.97
1.80
1.54 0.927
1.30 0.909
1.10 0.905
1.03 0.908
2.92 1.09
2.39 1.12
1.95 1.18
1.78 1.20
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1/20/11
7:34 AM
Page 111
DIMENSIONS AND PROPERTIES
1–111
Table 1-17
2MC-Shapes
Properties
2MC18-2MC7
Axis Y-Y
Separation, s, in.
Area,
A
Shape
Axis
X-X
3/8
0
3/4
rx
in.2
I
in.4
S
in.3
r
in.
Z
in.3
I
in.4
S
in.3
r
in.
Z
in.3
I
in.4
S
in.3
r
in.
Z
in.3
in.
2MC18×58 34.2
×51.9 30.6
×45.8 27.0
×42.7 25.2
60.6
55.0
50.1
47.8
14.4
13.4
12.5
12.1
1.33
1.34
1.36
1.38
29.5
26.3
23.4
22.1
72.8
65.9
59.8
57.0
16.6
15.4
14.3
13.8
1.46
1.47
1.49
1.51
35.9
32.0
28.4
26.8
87.5
79.0
71.4
67.9
19.1
17.6
16.3
15.7
1.60
1.61
1.63
1.64
42.3
37.7
33.5
31.6
6.29
6.41
6.55
6.64
2MC13×50 29.4
×40 23.4
×35 20.6
×31.8 18.7
60.7
49.1
44.3
41.5
13.8
11.7
10.9
10.4
1.44
1.45
1.47
1.49
28.6
22.7
20.2
18.7
72.5
58.4
52.6
49.2
15.8
13.4
12.3
11.7
1.57
1.58
1.60
1.62
34.1
27.2
24.1
22.2
86.3
69.4
62.3
58.2
18.0
15.2
14.0
13.3
1.71
1.72
1.74
1.76
39.7
31.6
27.9
25.7
4.62
4.82
4.95
5.05
2MC12×50
×45
×40
×35
×31
67.2
59.9
53.7
48.0
44.0
16.2
14.9
13.8
12.7
12.0
1.51
1.51
1.51
1.53
1.55
30.9
27.5
24.5
21.6
19.7
79.8
71.1
63.7
56.8
52.1
18.5
16.9
15.6
14.4
13.5
1.65
1.64
1.65
1.66
1.69
36.4
32.4
29.0
25.5
23.1
94.5
84.1
75.3
67.1
61.4
20.9
19.2
17.7
16.2
15.2
1.79
1.79
1.79
1.81
1.83
41.9
37.4
33.4
29.4
26.5
4.28
4.36
4.46
4.59
4.71
29.4
26.4
23.6
20.6
18.2
2MC12×14.3
8.36 3.19
1.50 0.618 3.15
4.66
2.02 0.747 4.72 6.73 2.70
0.897
6.29 4.27
c
6.20 1.21
0.804 0.441 1.67
2.05
1.21 0.575 2.83 3.33 1.78
0.733
3.99 4.22
2MC10×41.1 24.2 60.0
×33.6 19.7 49.5
×28.5 16.7 43.5
13.9
12.1
11.0
1.58 26.4
1.58 21.5
1.61 18.7
70.7
58.2
51.1
15.7
13.6
12.3
1.71 30.9 83.1 17.7
1.72 25.2 68.3 15.3
1.75 21.9 59.8 13.8
1.85
1.86
1.89
35.5
28.9
25.0
3.61
3.75
3.89
2MC10×25
×22
14.7 27.8
12.9 25.4
8.18 1.38 14.0
7.67 1.40 12.8
33.6
30.7
9.36 1.51 16.8 40.4 10.7
8.76 1.54 15.2 36.8 10.0
1.66
1.69
19.5
17.6
3.87
3.99
2MC10×8.4c
×6.5c
4.92 1.05 0.700 0.462 1.40 1.75 1.03 0.596 2.32 2.79 1.49 0.753
3.90 0.414 0.354 0.326 0.757 0.835 0.615 0.463 1.49 1.53 0.990 0.626
2MC12×10.6
3.24 3.61
2.22 3.43
2MC9×25.4 14.9 29.2
×23.9 14.0 27.8
8.34 1.40 14.5
8.05 1.41 13.8
35.2
33.4
9.53 1.53 17.3 42.2 10.9
9.19 1.54 16.4 40.1 10.5
1.68
1.69
20.1
19.0
3.43
3.48
2MC8×22.8 13.4 27.7
×21.4 12.6 26.3
7.91 1.44 13.5
7.63 1.45 12.8
33.2
31.6
9.01 1.58 16.0 39.7 10.2
8.68 1.59 15.2 37.7 9.86
1.72
1.73
18.6
17.5
3.09
3.13
2MC8×20 11.7 17.1
×18.7 11.0 16.2
5.66 1.21
5.45 1.21
6.61 1.34 12.1 26.2
6.35 1.35 11.4 24.8
7.70
7.39
1.49
1.50
14.3
13.5
3.04
3.09
2MC8×8.5
5.00 2.16
1.15 0.658 2.14
3.14
1.52 0.793 3.08 4.47 1.99
0.946
4.02 3.05
2MC7×22.7 13.3 29.0
×19.1 11.2 25.1
8.06 1.47 13.9
7.27 1.50 12.1
34.7
30.0
9.16 1.61 16.4 41.3 10.4
8.25 1.64 14.2 35.7 9.34
1.76
1.78
18.9
16.3
9.88 21.2
9.34 20.1
c Shape is slender for compression with F = 36 ksi.
y
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
2.67
2.77
AISC_PART 01B:14th Ed._
1/20/11
7:34 AM
Page 112
1–112
DIMENSIONS AND PROPERTIES
Table 1-17 (continued)
2MC-Shapes
Properties
2MC6-2MC3
Shape
Axis Y-Y
Separation, s, in.
Area,
A
in.2
3/8
0
I
in.4
S
in.3
Axis
X-X
r
in.
Z
in.3
I
in.4
S
in.3
3/4
r
in.
Z
in.3
rx
I
in.4
S
in.3
r
in.
Z
in.3
in.
2MC6×18 10.6 25.0
×15.3 8.98 19.7
7.13 1.54 11.8 29.8
5.63 1.48 9.43 23.6
8.07 1.68 13.8 35.3
6.39 1.62 11.1 28.1
9.11
7.24
1.83
1.77
15.8
12.8
2.37
2.38
2MC6×16.3 9.58 15.8
×15.1 8.88 14.8
5.26 1.28
5.02 1.29
8.88 19.4
8.35 18.2
6.10 1.42 10.7 23.8
5.82 1.43 10.0 22.3
7.05
6.71
1.58
1.58
12.5
11.7
2.33
2.37
2MC6×12
7.06 7.21
2.89 1.01
4.97
9.32
3.47 1.15
4.15
1.30
7.62 2.30
2MC6×7
×6.5
4.18 2.25
3.90 2.15
1.20 0.734 2.09
1.16 0.744 2.00
3.19
3.04
1.55 0.873 2.88 4.41 1.96
1.49 0.883 2.73 4.20 1.89
1.03
1.04
3.66 2.34
3.46 2.38
2MC4×13.8 8.06 10.1
4.03 1.12
2MC3×7.1
1.62 0.862 2.76
4.22 3.13
6.84 12.9
4.31
6.29 11.9
4.81 1.27
8.35 16.3
5.68
1.42
9.87 1.48
2.03 1.01
3.55 5.79 2.50
1.17
4.34 1.14
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1/20/11
7:34 AM
Page 113
DIMENSIONS AND PROPERTIES
1–113
Table 1-18
Weights of Raised-Pattern
Floor Plates
Gauge No.
Wt.,
lb/ft 2
18
16
14
13
12
2.40
3.00
3.75
4.50
5.25
Nominal
Thickness,
in.
1/8
3/16
1/4
5/16
3/8
7/16
Wt.,
lb/ft 2
Nominal
Thickness,
in.
6.16
8.71
11.3
13.8
16.4
18.9
Note: Thickness is measured near the edge of the plate, exclusive of raised pattern.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
1/2
9/16
5/8
3/4
7/8
1
Wt.,
lb/ft 2
21.5
24.0
26.6
31.7
36.8
41.9
AISC_PART 01B:14th Ed._
1/20/11
7:34 AM
Page 114
1–114
DIMENSIONS AND PROPERTIES
Table 1-19
W-Shapes with
Cap Channels
Properties
Axis X-X
W-Shape
Channel
Total
Wt.
Total
Area
I
I
S1 = ᎏ
y
I
S2 = ᎏ
y
1
r
2
lb/ft
in.2
in.4
in.3
in.3
in.
W36×150
MC18×42.7
C15×33.9
193
184
56.8
54.2
12000
11500
553
546
831
764
14.6
14.6
W33×141
MC18×42.7
C15×33.9
184
175
54.1
51.5
10000
9580
490
484
750
689
13.6
13.6
W33×118
MC18×42.7
C15×33.9
161
152
47.2
44.6
8280
7900
400
395
656
596
13.2
13.3
W30×116
MC18×42.7
C15×33.9
159
150
46.8
44.1
6900
6590
365
360
598
544
12.1
12.2
W30×99
MC18×42.7
C15×33.9
142
133
41.6
39.0
5830
5550
304
300
533
481
11.8
11.9
W27×94
C15×33.9
128
37.6
4530
268
435
11.0
W27×84
C15×33.9
118
34.7
4050
237
403
10.8
W24×84
C15×33.9
C12×20.7
118
105
34.7
30.8
3340
3030
217
211
367
302
9.82
9.92
W24×68
C15×33.9
C12×20.7
102
88.7
30.0
26.1
2710
2440
173
168
321
258
9.51
9.67
W21×68
C15×33.9
C12×20.7
102
88.7
30.0
26.1
2180
1970
156
152
287
232
8.52
8.67
W21×62
C15×33.9
C12×20.7
95.9
82.7
28.2
24.3
2000
1800
142
138
272
218
8.41
8.59
W18×50
C15×33.9
C12×20.7
83.9
70.7
24.6
20.7
1250
1120
100
97.3
211
166
7.12
7.35
W16×36
C15×33.9
C12×20.7
69.9
56.7
20.5
16.6
748
670
64.5
62.8
160
123
6.04
6.34
W14×30
C12×20.7
C10×15.3
50.7
45.3
14.9
13.3
447
420
46.7
46.0
98.1
84.5
5.47
5.61
W12×26
C12×20.7
C10×15.3
46.7
41.3
13.7
12.1
318
299
36.8
36.3
82.1
70.5
4.81
4.96
Note: Compactness criteria not addressed in this table.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1/20/11
7:34 AM
Page 115
DIMENSIONS AND PROPERTIES
1–115
Table 1-19 (continued)
W-Shapes with
Cap Channels
Properties
Axis X-X
W-Shape
Channel
Axis Y-Y
y1
y2
Z
yp
I
S
r
Z
in.
in.
in.3
in.
in.4
in.3
in.
in.3
W36×150
MC18×42.7
C15×33.9
21.8
21.1
14.5
15.1
738
716
28.0
25.9
824
584
91.5
77.9
3.81
3.28
146
122
W33×141
MC18×42.7
C15×33.9
20.4
19.8
13.3
13.9
652
635
27.0
24.9
800
561
88.9
74.8
3.85
3.30
142
118
W33×118
MC18×42.7
C15×33.9
20.7
20.0
12.6
13.3
544
529
27.8
25.5
741
502
82.3
66.9
3.96
3.35
126
102
W30×116
MC18×42.7
C15×33.9
18.9
18.3
11.5
12.1
492
480
26.1
23.8
718
479
79.8
63.8
3.92
3.29
124
100
W30×99
MC18×42.7
C15×33.9
19.2
18.5
10.9
11.5
412
408
26.4
24.4
682
442
75.8
59.0
4.05
3.37
114
89.4
W27×94
C15×33.9
16.9
10.4
357
23.6
439
58.5
3.41
89.6
W27×84
C15×33.9
17.1
10.0
316
23.9
420
56.0
3.48
83.9
W24×84
C15×33.9
C12×20.7
15.4
14.3
9.10
10.0
286
275
21.6
18.5
409
223
54.5
37.2
3.43
2.69
83.4
58.2
W24×68
C15×33.9
C12×20.7
15.7
14.5
8.46
9.49
232
224
21.7
19.2
385
199
51.3
33.2
3.58
2.76
75.3
50.1
W21×68
C15×33.9
C12×20.7
13.9
12.9
7.59
8.49
207
200
19.3
17.6
379
194
50.6
32.3
3.56
2.72
75.1
50.0
W21×62
C15×33.9
C12×20.7
14.1
13.0
7.33
8.26
189
183
19.4
18.1
372
186
49.6
31.1
3.63
2.77
72.5
47.3
W18×50
C15×33.9
C12×20.7
12.5
11.5
5.92
6.76
133
127
16.9
16.1
354
169
47.3
28.2
3.79
2.85
67.3
42.2
W16×36
C15×33.9
C12×20.7
11.6
10.7
4.67
5.47
86.8
83.2
15.2
14.6
339
153
45.2
25.6
4.06
3.04
61.6
36.4
W14×30
C12×20.7
C10×15.3
9.57
9.11
4.55
4.97
62.0
60.3
12.9
12.6
149
86.8
24.8
17.4
3.16
2.55
34.6
24.9
W12×26
C12×20.7
C10×15.3
8.63
8.22
3.87
4.24
48.2
47.0
11.6
11.3
146
84.5
24.4
16.9
3.27
2.64
33.7
24.1
Note: Compactness criteria not addressed in this table.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1/20/11
7:34 AM
Page 116
1–116
DIMENSIONS AND PROPERTIES
Table 1-20
S-Shapes with
Cap Channels
Properties
Axis X-X
S-Shape
Channel
Total
Wt.
Total
Area
I
I
S1 = ᎏ
y
I
S2 = ᎏ
y
1
r
2
lb/ft
in.2
in.4
in.3
in.3
in.
S24×80
C12×20.7
C10×15.3
101
95.3
29.5
27.9
2750
2610
191
188
278
252
9.66
9.67
S20×66
C12×20.7
C10×15.3
86.7
81.3
25.5
23.9
1620
1530
132
129
202
181
7.97
8.00
S15×42.9
C10×15.3
C8×11.5
58.2
54.4
17.1
16.0
615
583
65.7
64.7
105
93.9
6.00
6.04
S12×31.8
C10×15.3
C8×11.5
47.1
43.3
13.8
12.7
314
297
40.2
39.6
71.2
63.0
4.77
4.84
S10×25.4
C10×15.3
C8×11.5
40.7
36.9
11.9
10.8
185
175
27.5
27.1
52.7
46.3
3.94
4.02
Note: Compactness criteria not addressed in this table.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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DIMENSIONS AND PROPERTIES
1–117
Table 1-20 (continued)
S-Shapes with
Cap Channels
Properties
Axis X-X
S-Shape
Channel
Axis Y-Y
y1
y2
Z
yp
I
S
r
Z
in.
in.
in.3
in.
in.4
in.3
in.
in.3
S24×80
C12×20.7
C10×15.3
14.4
13.9
9.90
10.4
256
246
18.1
16.5
171
109
28.5
21.8
2.41
1.98
46.4
36.8
S20×66
C12×20.7
C10×15.3
12.3
11.8
7.99
8.44
180
173
16.0
14.4
156
94.7
26.1
18.9
2.48
1.99
41.0
31.3
S15×42.9
C10×15.3
C8×11.5
9.37
9.01
5.87
6.21
87.6
86.5
12.8
11.6
81.5
46.8
16.3
11.7
2.18
1.71
25.0
18.7
S12×31.8
C10×15.3
C8×11.5
7.82
7.50
4.42
4.72
54.0
52.4
10.6
10.3
76.5
41.8
15.3
10.5
2.36
1.82
22.3
16.1
S10×25.4
C10×15.3
C8×11.5
6.73
6.45
3.51
3.77
37.2
36.1
9.03
8.82
73.9
39.2
14.8
9.81
2.49
1.90
20.9
14.6
Note: Compactness criteria not addressed in this table.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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DIMENSIONS AND PROPERTIES
Table 1-21
Crane Rails
Dimensions and Properties
ASCE CRANE RAILS
ASTM PROFILE 104
ASTM PROFILE 135
n
c
r
in.
in. in. in. in. in.2
12 21/64 123/32 12 3.00
12 25/64 155/64 12 3.94
12 7/16 21/16 12 4.90
12 31/64 217/64 12 5.93
12 33/64 215/32 12 6.81
12 35/64 25/8 12 7.86
12 9/16 23/4 12 8.33
12 9/16 25/64 12 9.84
12 1
27/16 31/2 10.3
14 11/4 213/16 12 13.3
Flat 11/4 23/4 Vert. 16.8
18 11/2 37/64 Vert. 17.1
111/16
17/8
21/8
23/8
27/16
21/2
29/16
23/4
21/2
37/16
4.3
41/4
t
h
R
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
Axis X-X
S
l
in.4 in.3
4.10 2.55
6.54 3.59
10.1 5.10
14.6 6.64
19.7 8.19
26.4 10.1
30.1 11.1
44.0 14.6
29.8 10.7
50.8 17.3
73.4 24.5
70.5 23.4
Base
m
Web
Head
b
Head
Area
Base
Gage, g
Depth, d
Classification
Crane
Std.
ASCE
ASTM A759
Wt.
ASTM PROFILE 175
lb/yd in.
in.
in. in. in.
30 31/8 125/64 31/8 17/32 11/64
40 31/2 171/128 31/2 5/8 7/32
50 37/8 123/32 37/8 11/16 1/4
60 41/4 1115/128 41/4 49/64 9/32
70 45/8 23/64
45/8 13/16 9/32
—
7/8
19/64
80 5
23/16
5
3
17
3
57
85 5 /16 2 /64 5 /16
/64 19/64
100 53/4 265/128 53/4 31/32 5/16
104 5
27/16
5
11/16 1/2
135 53/4 215/32 53/16 11/16 15/32
5/8
171 6
25/8
6
11/4
175 6
221/32 6
19/64 1/2
Light
TYPE
ASTM PROFILE 171
y
in.3 in.
— —
3.89 1.68
— 1.88
7.12 2.05
8.87 2.22
11.1 2.38
12.2 2.47
16.1 2.73
13.5 2.21
18.1 2.81
24.4 3.01
23.6 2.98
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DIMENSIONS AND PROPERTIES
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Table 1-22
ASTM A6 Tolerances for W-Shapes
and HP-Shapes
Permissible Cross-Sectional Variations
Nominal
Depth, in.
A
Depth at Web Centerline, in.
B
Flange Width, in.
T + T′
Flanges Out
of Square,
Max. in.
Ea
Web Off
Center, in.
C, Max.
Depth at any
Cross-Section
over Theoretical
Depth, in.
Over
Under
Over
Under
To 12, incl.
1/
8
1/
8
1/
4
3/
16
1/
4
3/
16
1/
4
Over 12
1/
8
1/
8
1/
4
3/
16
5/
16
3/
16
1/
4
Permissible Variations in Length
Variations from Specified Length for Lengths Given, in.
Nominal Depth b, in.
Beams 24 in. and under
Beams over 24 in.
All columns
Sizes
30 ft and Under
Under
Over
Under
3
3
3/8 plus 1/ for each additional
16
3
/8
/8
1
1
/2
/2
/8
5 ft or fraction thereof
1/
1
2 plus /16 for each additional 5 ft or
fraction thereof
1
/2
Mill Straightness Tolerancesc
Permissible Variation in Straightness, in.
Length
Camber
Flange width equal to
or greater than 6 in.
All
Flange width less
than 6 in.
All
Certain sections with a
flange width approx.
equal to depth &
specified on order
as columnsd
Over 30 ft
Over
45 ft and under
Over 45 ft
Sweep
1/8 in. × (total length, ft)
10
1/8 in. × (total length, ft)
1/8 in. × (total length, ft)
10
5
(total length, ft)
1/8 in. ×
with 3/8 in. max.
10
3/8 in. +
[
1/8 in. ×
(total length, ft – 45)
10
]
Other Permissible Rolling Variations
Area and Weight
−2.5 to +3.0% from the theoretical cross-sectional area or the specified nominal weighte
Ends Out of Square
1/64 in., per in. of depth, or of flange width if it is greater than the depth
a Variation of 5/16 in. max. for sections over 426 lb/ft.
b For shapes specified in the order for use as bearing piles, the permitted variations are plus 5 in. and minus 0 in.
c The tolerances herein are taken from ASTM A6 and apply to the straightness of members received from the rolling mill, measured
as illustrated in Figure 1-1.
d Applies only to W8×31and heavier, W10×49 and heavier, W12×65 and heavier, W14×90 and heavier, HP8×36, HP10×57, HP12×74
and heavier, and HP14×102 and heavier. If other sections are specified on the order as columns, the tolerance will be subject to
negotiation with the manufacturer.
e For shapes with a nominal weight ≥ 100 lb/ft, the permitted variation is ±2.5% from the theoretical or specified amount.
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Page 120
DIMENSIONS AND PROPERTIES
W-Shapes
Channels
Angles
S- and M-Shapes
Tees
Fig. 1-1. Positions for measuring straightness.
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DIMENSIONS AND PROPERTIES
1–121
Table 1-23
ASTM A6 Tolerances for S-Shapes,
M-Shapes and Channels
*Back of square and centerline of web to be parallel when measuring “out-of-square”
Permissible Cross-Sectional Variations
Nominal
Depth, in.
Shape
Aa
Depth, in.
B
Flange Width, in.
Over
Under
Over
Under
3 to 7, incl.
3/
32
1/
16
1/
8
1/
8
Over 7 to 14,
incl.
1/
8
3/
32
5/
32
5/
32
Over 14 to 24,
incl.
3/
16
1/
8
3/
16
3/
16
S shapes and
M shapes
Channels
3 to 7, incl.
3/
32
1/
16
1/
8
1/
8
Over 7 to 14,
incl.
1/
8
3/
32
1/
8
5/
32
Over 14
3/
16
1/
8
1/
8
3/
16
T + T ′b
Flanges Out
of Square,
per in. of B, in.
E
Web Off
Center, in.
1/
32
3/
16
1/
32
—
Permissible Variations in Length
Variations from Specified Length for Lengths Givenc, in.
Shape
5 to 10 ft,
excl.
10 to 20 ft,
excl.
20 to 30 ft,
incl.
Over 30 to
40 ft, incl.
Over 40 to
65 ft, incl.
Over 65 ft
All
1
11/ 2
13/4
21/ 4
23/4
—
Mill Straightness Tolerancesd
Camber
1/8 in. × (total length, ft)
5
Sweep
Due to the extreme variations in flexibility of these shapes, permitted variations for sweep are
subject to negotiation between the manufacturer and purchaser for the individual sections
involved.
Area and Weight
−2.5 to +3.0% from the theoretical cross-sectional area or the specified nominal weighte
Other Permissible Rolling Variations
Ends Out of Square
S-Shapes, M-Shapes and Channels 1/64 in., per in. of depth
— Indicates that there is no requirement.
a A is measured at center line of web for S-shapes and M-shapes and at back of web for channels.
b T + T ′ applies when flanges of channels are toed in or out.
c The permitted variation under the specified length is 0 in. for all lengths. There are no requirements for lengths over 65 ft.
d The tolerances herein are taken from ASTM A6 and apply to the straightness of members received from the rolling mill,
measured as illustrated in Figure 1-1.
e For shapes with a nominal weight ≥ 100 lb/ft, the permitted variation is ±2.5% from the theoretical or specified amount.
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DIMENSIONS AND PROPERTIES
Table 1-24
ASTM A6 Tolerances for WT-,
MT- and ST-Shapes
Permissible Variations in Depth
Dimension A may be approximately one-half beam depth or any dimension resulting from off-center splitting or
splitting on two lines, as specified in the order.
Specified Depth, A, in.
Variations in Depth A, Over and Under
1/8
To 6, excl.
3/16
6 to 16, excl.
1/4
16 to 20, excl.
5/16
20 to 24, excl.
3/8
24 and over
The above variations in depths of tees include the permissible variations in depth for the beams before splitting
Mill Straightness Tolerancesa
Camber and Sweep
1/8 in. × (total length, ft)
5
Other Permissible Rolling Variations
Other permissible variations in cross section as well as permissible variations in length, area, weight,
ends out-of-square, and sweep for WTs will correspond to those of the beam before splitting.
— Indicates that there is no requirement.
a The tolerances herein are taken from ASTM A6 and apply to the straightness of members received from the rolling mill,
measured as illustrated in Figure 1-1. For tolerance on induced camber and sweep, see AISC Code of Standard Practice
Section 6.4.4.
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DIMENSIONS AND PROPERTIES
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Table 1-25
ASTM A6 Tolerances for Angles,
3 in. and Larger
Permissible Cross-Sectional Variations
T
Out of Square
per in. of B, in.
B
Leg Size, in.
Shape
Nominal Leg
Sizea, in.
Angles
3 to 4, incl.
Over 4 to 6, incl.
Over 6
Over
1/8
1/8
3/16
Under
3/32
1/8
1/8
3/128b
Permissible Variations in Length
Variations Over Specified Length for Lengths Givenc, in.
10 to 20 ft, excl.
20 to 30 ft, incl. Over 30 to 40 ft, incl. Over 40 to 65 ft, incl.
11/2
13/4
21/4
23/4
5 to 10 ft, excl.
1
Mill Straightness Tolerancesd
Camber
1/8 in. × (total length, ft) , applied to either leg
Sweep
Due to the extreme variations in flexibility of these shapes, permitted variations for sweep are subject
to negotiation between the manufacturer and purchaser for the individual sections involved.
Area and Weight
−2.5 to +3.0% from the theoretical cross-sectional area or the specified nominal weight
5
Other Permissible Rolling Variations
Ends Out of Square
3/128 in. per in. of leg length, or 11 2°. Variations based
/
on the longer leg of unequal angle.
a For unequal leg angles, longer leg determines classification.
b 3/128 in. per in. = 11/2°
c The permitted variation under the specified length is 0 in. for all lengths. There are no requirements for lengths over 65 ft.
d The tolerances herein are taken from ASTM A6 and apply to the straightness of members received from the rolling mill, measured
as illustrated in Figure 1-1.
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DIMENSIONS AND PROPERTIES
Table 1-26
ASTM A6 Tolerances for Angles,
< 3 in.
Permissible Cross-Sectional Variations
Specified Leg
Sizea, in.
Variations in Thickness for Thicknesses Given,
Over and Under, in.
3/ and Under
16
Over 3/16 to 3/8 incl.
1 and Under
0.008
0.010
—
1/
32
Over 1 to 2, incl.
0.010
0.010
0.012
3/
64
0.015
1/
16
Over 2 to 3, excl.
0.012
0.015
Over 3/8
B
Leg Size,
Over and Under,
in.
T
Out of Square
per Inch of B,
in.
3/ b
128
Permissible Variations in Length
Variations Over Specified Length for Lengths Givenc, in.
Section
5 to 10 ft,
excl.
All bar-size angles
5/
8
10 to 20 ft,
excl.
20 to 30 ft,
incl.
Over 30 to 40 ft,
incl.
40 to 65 ft,
incl.
1
11/2
2
21/2
Mill Straightness Tolerancesd
Camber
1/ in. in any 5 ft, or 1/ in. × (total length, ft) , applied to either leg
4
4
Sweep
Due to the extreme variations in flexibility of these shapes, permitted variations for sweep are
subject to negotiation between the manufacturer and purchaser for the individual sections involved.
5
Other Permissible Rolling Variations
Ends Out of
Square
3/
1
128 in. per in. of leg length, or 1 /2°. Variations based on
the longer leg of unequal angle.
— Indicates that there is no requirement.
a For unequal angles, longer leg determines classification.
b 3/128 in. per in. = 11/2°
c The permitted variation under the specified length is 0 in. for all lengths. There are no requirements for lengths over 65 ft.
d The tolerances herein are taken from ASTM A6 and apply to the straightness of members received from the rolling mill,
measured as illustrated in Figure 1-1.
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DIMENSIONS AND PROPERTIES
1–125
Table 1-27
Tolerances for Rectangular
and Square HSS
ASTM A500, ASTM A501, ASTM A618 and ASTM A847
The outside dimensions, measured across the flats at positions at least 2 in. from either end, shall not
vary from the specified dimensions by more than the applicable amount given in the following table:
Outside Dimensions
Largest Outside Dimension
Across Flats, in.
Permissible Variation Over and
Under Specified Dimensionsa,b, in.
21/ 2 and under
Over 21/ 2 to 31/ 2, incl.
Over 31/ 2 to 51/ 2, incl.
Over 51/ 2
0.020
0.025
0.030
1%c
HSS are commonly produced in random lengths, in multiple lengths, and in specific lengths. When specific
lengths are ordered for HSS, the length tolerances shall be in accordance with the following table:
Length tolerance for specific lengths, in.
Length
Over 22 ft f
22 ft and under
Over
Under
Over
Under
1/ 2
1/4
3/4
1/4
Wall Thickness
ASTM A500 and ASTM A847 only: The tolerance for wall thickness exclusive of the weld area shall be
plus and minus 10% of the nominal wall thickness specified. The wall thickness is to be measured at
the center of the flat.
Weight
ASTM A501 only: The weight of HSS, as specified in ASTM A501 Tables 3 and 4, shall not be less than
the specified value by more than 3.5%.
Mass
Straightness
ASTM A618 only: The mass shall not be less than the specified value by more than 3.5%.
The permissible variation for straightness shall be 1/8 in. times the number of ft of total length divided by 5.
Squareness of Sides
Adjacent sides may deviate from 90° by a tolerance of ± 2° maximum.
Radius of Corners
The radius of any outside corner of the section shall not exceed 3 times the specified wall thicknessd.
The tolerances for twist with respect to axial alignment of the section shall be as shown in the
following table:
Twist
Specified Dimension of Longer Side, in.
Maximum Twist per 3 ft of length, in.
11/ 2 and under
Over 11/ 2 to 21/ 2, incl.
Over 21/ 2 to 4, incl.
Over 4 to 6, incl.
Over 6 to 8, incl.
Over 8
0.050
0.062
0.075
0.087
0.100
0.112
Twist shall be determined by holding one end of the HSS down on a flat surface plate, measuring the
height that each corner on the bottom side of the tubing extends above the surface plate near the
opposite end of the HSS, and calculating the difference in the measured heights of such cornerse.
a The respective outside dimension tolerances include the allowances for convexity and concavity.
b ASTM A500 and ASTM A847 HSS only: The tolerances given are for the large flat dimension only. For HSS having a ratio of outside
large to small flat dimension less than 1.5, the tolerance on the small flat dimesion shall be identical to those given. For HSS
having a ratio of outside large to small flat dimension in the range of 1.5 to 3.0 inclusive, the tolerance on the small flat dimesion
shall be 1.5 times those given. For HSS having a ratio of outside large to small flat dimension greater than 3.0, the tolerance on
the small flat dimension shall be 2.0 times those given.
c This value is 0.01 times the large flat dimension. ASTM A501 only: Over 51/2 to 10 incl., this value is 0.01 times large flat
dimension; over 10, this value is 0.02 times the large flat dimension.
d ASTM A501 HSS only: The radius of any outside corner must not exceed 3 times the calculated nominal wall thickness.
e ASTM A500, ASTM A501, and ASTM A847 HSS only: For heavier sections it shall be permissible to use a suitable measuring
device to determine twist. Twist measurements shall not be taken within 2 in. of the ends of the HSS.
f ASTM A501 and A618: The upper limit on specific length is 44 ft.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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DIMENSIONS AND PROPERTIES
Table 1-28
Tolerances for Round HSS
and Pipe
ASTM A53
Weight
The weight as specified in ASTM A53 Table X2.2 and Table X2.3 or as calculated from the relevant
equation in ASME B36.10M shall not vary by more than ± 10%. Note that the weight tolerance is
determined from the weights of the customary lifts of pipe as produced for shipment by the mill, divided
by the number of ft of pipe in the lift. On pipe sizes over 4 in. where individual lengths may be weighed,
the weight tolerance is applicable to the individual length.
Diameter
For pipe 2 in. and over in nominal diameter, the outside diameter shall not vary more than ± 1% from
the outside diameter specified.
Thickness
The minimum wall thickness at any point shall not be more than 12.5% under the nominal wall
thickness specified.
ASTM A500 and ASTM A847
Diametera
Thickness
For HSS 1.900 in. and under in specified diameter, the outside diameter shall not vary more than
± 0.5%, rounded to the nearest 0.005 in., from the specified diameter.
For HSS 2.000 in. and over in specified diameter, the outside diameter shall not vary more than
± 0.75%, rounded to the nearest 0.005 in., from the specified diameter.
The wall thickness at any point, excluding the weld seam of welded tubing, shall not be more than
10% under or over the specified wall thickness.
ASTM A501 and ASTM A618
Outside Dimensions
For HSS 11/ 2 in. and under in nominal size, the outside diameter shall not vary more than 1/ 64 in.
over nor more than 1/ 32 in. under the specified diameter.
For round hot-formed HSS 2 in. and over in nominal size, the outside diameter shall not vary more than
± 1% from the specified diameter.
Weight
(A501 only)
The weight of HSS, as specified in ASTM A501 Table 5, shall not be less than the specified value by
more than 3.5%.
Mass
(A618 only)
The mass of HSS shall not be less than the specified value by more than 3.5%. The mass tolerance
shall be determined from individual lengths or, for HSS 41/ 2 in. and under in outside diameter, shall
be determined from masses of customary lifts produced by the mill.
ASTM A500, ASTM A501, ASTM A618 and ASTM A847
HSS are commonly produced in random mill lengths, in multiple lengths, and in specific lengths. When
specific lengths are ordered for HSS, the length tolerances shall be in accordance with the following table:
Length tolerance for specific cut lengths, in.
Length
Straightness
Over 22 ft b
22 ft and under
Over
Under
Over
Under
1/ 2
1/ 4
3/4
1/ 4
The permissible variation for straightness of HSS shall be 1/ 8 in. times the number of ft of total length
divided by 5.
a The outside diameter measurements shall be taken at least 2 in. from the end of the HSS.
b ASTM A501 and A618: The upper limit and specific length is 44 ft.
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DIMENSIONS AND PROPERTIES
1–127
Table 1-29
Rectangular Plates
Permissible Variations from Flatness(Carbon Steel Only)
Variations from Flatness for Specified Widths, in.
Specified
Thickness,
in.
To 36,
excl.
36 to 48,
excl.
48 to 60,
excl.
60 to 72,
excl.
72 to 84,
excl.
84 to 96,
excl.
96 to 108,
excl.
108 to 120,
excl.
To 1/4, excl.
9/16
3/4
15/16
11/4
13/8
11/2
15/8
13/4
12
/
58
/
34
/
15 16
/
11/8
11/4
1 3/8
11/2
12
/
9 16
/
58
/
58
/
34
/
78
/
1
11/8
7 16
/
12
/
9 16
/
58
/
58
/
34
/
1
1
7 16
/
12
/
9 16
/
58
/
58
/
58
/
34
/
78
1 to 2,
excl.
38
/
12
/
12
/
9 16
/
9 16
/
58
/
58
/
58
2 to 4,
excl.
5 16
/
38
/
7 16
/
12
/
12
/
12
/
12
/
9 16
4 to 6,
excl.
38
/
7 16
/
12
/
12
/
9 16
/
9 16
/
58
/
34
6 to 8,
excl.
7 16
12
12
58
11 16
34
78
78
1/4 to 3/8,
excl.
3/8 to 1/ 2,
excl.
1/ 2 to 3/4,
excl.
3/4 to 1,
excl.
/
/
/
/
/
/
/
/
/
/
/
/
Notes:
1. The longer dimension specified is considered the length, and permissible variations in flatness along the length shall not exceed the
tabular amount for the specified width for plates up to 12 ft in length, or in any 12 ft for longer plates.
2. The flatness variations across the width shall not exceed the tabular amount for the specified width.
3. When the longer dimension is under 36 in., the permissible variation shall not exceed 1/4 in. When the longer dimension is from 36 to 72 in.,
inclusive, the permissible variation should not exceed 75% of the tabular amount for the specified width, but in no case less than 1/4 in.
4. These variations apply to plates which have a specified minimum tensile strength of not more than 60 ksi or comparable chemistry or
hardness. The limits in the table are increased 50% for plates specified to a higher minimum tensile strength or comparable chemistry
or hardness.
5. For plates 8 in. and over in thickness or 120 in. and over in width, see ASTM A6 Table 13.
6. Plates must be in a horizontal position on a flat surface when flatness is measured.
Permissible Variations in Cambera for Carbon Steel Sheared and Gas Cut Rectangular Plates
Maximum permissible camber, in. (all thicknesses) = 1/8 in. ×
(total length, ft)
5
Permissible Variations in in Cambera for High-Strength Low-Alloy and Alloy Steel Sheared,
Special-Cut, or Gas-Cut Rectangular Plates
Specified Dimension, in.
Permitted Camber,
in.
Thickness
Width
To 2, incl.
All
1/8 in. × (total length, ft)
To 30, incl.
3/16 in. × (total length, ft)
5
Over 30 to 60, incl.
1/4 in. × (total length, ft)
Over 2 to 15, incl.
5
5
a Camber as it relates to plates is the horizontal edge curvature in the length, measured over the entire length of the plate in the flat position.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_PART 01B:14th Ed._
1–128
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DIMENSIONS AND PROPERTIES
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 02:14th Ed._
4/1/11
8:43 AM
Page 1
2–1
PART 2
GENERAL DESIGN CONSIDERATIONS
SCOPE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–4
APPLICABLE SPECIFICATIONS, CODES AND STANDARDS . . . . . . . . . . . . . . . . 2–4
Specifications, Codes and Standards for Structural Steel Buildings . . . . . . . . . . . . . 2–4
Additional Requirements for Seismic Applications . . . . . . . . . . . . . . . . . . . . . . . 2–4
Other AISC Reference Documents . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–5
OSHA REQUIREMENTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–6
Columns and Column Base Plates . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–6
Safety Cables . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–6
Beams and Bracing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–7
Cantilevers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–7
Joists . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–7
Walking/Working Surfaces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–8
Controlling Contractor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–8
USING THE 2010 AISC SPECIFICATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–8
Load and Resistance Factor Design (LRFD) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–9
Allowable Strength Design (ASD) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–9
DESIGN FUNDAMENTALS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–10
Loads, Load Factors and Load Combinations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–10
Load and Resistance Factor Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–10
Allowable Strength Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–11
Superposition of Loads in Load Combinations . . . . . . . . . . . . . . . . . . . . . . . . . 2–12
Nominal Strengths, Resistance Factors, Safety Factors and
Available Strengths . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–12
Serviceability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–12
Structural Integrity . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–13
Progressive Collapse . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–14
Required Strength, Stability, Effective Length, and Second-Order Effects . . . . . . 2–14
Simplified Determination of Required Strength . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–16
Table 2-1. Multipliers for Use With the Simplified Method . . . . . . . . . . . . . . . . 2–17
STABILITY BRACING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–17
Simple-Span Beams . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–17
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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GENERAL DESIGN CONSIDERATIONS
Beam Ends Supported on Bearing Plates . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–17
Beams and Girders Framing Continuously Over Columns . . . . . . . . . . . . . . . . . . . 2–19
PROPERLY SPECIFYING MATERIALS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–25
Availability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–25
Material Specifications
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–25
Other Products . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–25
Anchor rods . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–25
Raised-Pattern Floor Plates . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–25
Sheet and Strip . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–26
Filler Metal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–26
Steel Headed Stud Anchors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–26
Open-Web Steel Joists
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–26
Castellated Beams . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–26
Steel Castings and Forgings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–26
Forged Steel Structural Hardware . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–26
Crane Rails . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–27
CONTRACT DOCUMENT INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–27
Design Drawings, Specifications and Other Contract Documents . . . . . . . . . . . . . 2–27
Required Information . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–28
Information Required Only When Specified . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–28
Approvals Required . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–29
Establishing Criteria for Connections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–29
Simple Shear Connections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–30
Moment Connections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–31
Horizontal and Vertical Bracing Connections
. . . . . . . . . . . . . . . . . . . . . . . . . . 2–31
Strut and Tie Connections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–32
Truss Connections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–32
Column Splices . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–32
CONSTRUCTABILITY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–32
TOLERANCES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–33
Mill Tolerances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–33
Fabrication Tolerances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–33
Erection Tolerances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–33
Building Façade Tolerances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–34
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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1/20/11
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GENERAL DESIGN CONSIDERATIONS
QUALITY CONTROL AND QUALITY ASSURANCE . . . . . . . . . . . . . . . . . . . . . . . 2–36
CAMBERING, CURVING AND STRAIGHTENING . . . . . . . . . . . . . . . . . . . . . . . . 2–37
Beam Camber and Sweep . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–37
Cold Bending . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–37
Hot Bending . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–37
Truss Camber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–38
Straightening . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2–38
FIRE PROTECTION AND ENGINEERING
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–38
CORROSION PROTECTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–38
RENOVATION AND RETROFIT OF EXISTING STRUCTURES . . . . . . . . . . . . . . 2–38
THERMAL EFFECTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–39
Expansion and Contraction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–39
Elevated-Temperature Service . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–40
FATIGUE AND FRACTURE CONTROL . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–40
Avoiding Brittle Fracture . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–40
Avoiding Lamellar Tearing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–42
WIND AND SEISMIC DESIGN . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–42
Wind and Low-Seismic Applications
High-Seismic Applications
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–42
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–42
PART 2 REFERENCES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–44
TABLES FOR THE GENERAL DESIGN AND SPECIFICATION
OF MATERIALS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–47
Table 2-2. Summary Comparison of Methods for
Stability Analysis and Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–47
Table 2-3. AISI Standard Nomenclature for Flat-Rolled Carbon Steel . . . . . . . . . . 2–47
Table 2-4. Applicable ASTM Specifications for Various Structural Shapes . . . . . . 2–48
Table 2-5. Applicable ASTM Specifications for Plate and Bars . . . . . . . . . . . . . . . 2–49
Table 2-6. Applicable ASTM Specifications for Various Types of
Structural Fasteners . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2–50
Table 2-7. Metal Fastener Compatibility to Resist Corrosion . . . . . . . . . . . . . . . . . 2–51
Table 2-8. Summary of Surface Preparation Specifications . . . . . . . . . . . . . . . . . . 2–52
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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GENERAL DESIGN CONSIDERATIONS
SCOPE
The specification requirements and other design considerations summarized in this Part
apply in general to the design and construction of steel buildings. The specifications, codes
and standards listed below are referenced throughout this manual.
APPLICABLE SPECIFICATIONS, CODES AND STANDARDS
Specifications, Codes and Standards for Structural Steel
Buildings
Subject to the requirements in the applicable building code and the contract documents, the
design, fabrication and erection of structural steel buildings is governed as indicated in the
AISC Specification Sections A1 and B2 as follows:
1. ASCE/SEI 7: Minimum Design Loads for Buildings and Other Structures, ASCE/
SEI 7-10 (ASCE, 2010). Available from the American Society of Civil Engineers,
ASCE/SEI 7 provides the general requirements for loads, load factors and load
combinations.
2. AISC Specification: The 2010 AISC Specification for Structural Steel Buildings (ANSI/
AISC 360-10), included in Part 16 of this Manual and available at www.aisc.org,
provides the general requirements for design and construction (AISC, 2010a).
3. AISC Code of Standard Practice: The 2010 AISC Code of Standard Practice for Steel
Buildings and Bridges (AISC, 2010c) included in Part 16 of this manual and available
at www.aisc.org, provides the standard of custom and usage for the fabrication and
erection of structural steel.
Other referenced standards include:
1. RCSC Specification: The 2009 RCSC Specification for Structural Joints Using
High-Strength Bolts, reprinted in Part 16 of this Manual with the permission of the
Research Council on Structural Connections and available at www.boltcouncil.org,
provides the additional requirements specific to bolted joints with high-strength bolts
(RCSC, 2009).
2. AWS D1.1: Structural Welding Code – Steel, AWS D1.1:2010 (AWS, 2010). Available
from the American Welding Society, AWS D1.1 provides additional requirements specific to welded joints. Requirements for the proper specification of welds can be found
in AWS A2.4: Standard Symbols for Welding, Brazing, and Nondestructive Examination
(AWS, 2007).
3. ACI 318: Building Code Requirements for Structural Concrete and Commentary
(ACI, 2008). Available from the American Concrete Institute, ACI 318 provides additional requirements for reinforced concrete, including composite design and the design
of steel-to-concrete anchorage.
Various other specifications and standards from ASME, ASTM and ACI are also referenced
in AISC Specification Section A2.
Additional Requirements for Seismic Applications
The 2010 AISC Seismic Provisions for Structural Steel Buildings (AISC, 2010b) apply as
indicated in Section A1.1 of the 2010 AISC Specification and in the Scope provided at the
front of this Manual. The AISC Seismic Provisions are available at www.aisc.org.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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APPLICABLE SPECIFICATIONS, CODES, AND STANDARDS
2–5
Other AISC Reference Documents
The following other AISC publications may be of use in the design and construction of
structural steel buildings:
1. AISC Detailing for Steel Construction, Third Edition, covers the standard practices
and recommendations for steel detailing, including preparation of shop and erection
drawings (AISC, 2009).
2. The AISC Seismic Design Manual (AISC, 2006) provides guidance on steel design
in seismic applications, in accordance with the 2005 AISC Seismic Provisions for
Structural Steel Buildings.
3. The AISC Design Examples is a web-based companion to this Manual and can be
found at www.aisc.org (AISC, 2011). It includes design examples outlining the application of design aids and AISC Specification provisions developed in coordination
with this Manual.
Additionally, the following AISC Design Guides are available at www.aisc.org for in-depth
coverage of specific topics in steel design:
1. Base Plate and Anchor Rod Design, Design Guide 1 (Fisher and Kloiber, 2006)
2. Steel and Composite Beams with Web Openings, Design Guide 2 (Darwin, 1990)
3. Serviceability Design Considerations for Steel Buildings, Design Guide 3 (West et al.,
2003)
4. Extended End-Plate Moment Connections—Seismic and Wind Applications, Design
Guide 4 (Murray and Sumner, 2003)
5. Low- and Medium-Rise Steel Buildings, Design Guide 5 (Allison, 1991).
6. Load and Resistance Factor Design of W-Shapes Encased in Concrete, Design Guide
6 (Griffis, 1992)
7. Industrial Buildings—Roofs to Anchor Rods, Design Guide 7 (Fisher, 2004)
8. Partially Restrained Composite Connections, Design Guide 8 (Leon et al., 1996)
9. Torsional Analysis of Structural Steel Members, Design Guide 9 (Seaburg and Carter,
1997)
10. Erection Bracing of Low-Rise Structural Steel Buildings, Design Guide 10 (Fisher
and West, 1997)
11. Floor Vibrations Due to Human Activity, Design Guide 11 (Murray et al., 1997)
12. Modification of Existing Welded Steel Moment Frame Connections for Seismic
Resistance, Design Guide 12 (Gross et al., 1999)
13. Stiffening of Wide-Flange Columns at Moment Connections: Wind and Seismic
Applications, Design Guide 13 (Carter, 1999)
14. Staggered Truss Framing Systems, Design Guide 14 (Wexler and Lin, 2002)
15. AISC Rehabilitation and Retrofit Guide—A Reference for Historic Shapes and
Specifications, Design Guide 15 (Brockenbrough, 2002)
16. Flush and Extended Multiple-Row Moment End-Plate Connections, Design Guide 16
(Murray and Shoemaker, 2002)
17. High Strength Bolts—A Primer for Structural Engineers, Design Guide 17 (Kulak,
2002)
18. Steel-Framed Open-Deck Parking Structures, Design Guide 18 (Churches et al. 2003)
19. Fire Resistance of Structural Steel Framing, Design Guide 19 (Ruddy et al., 2003)
20. Steel Plate Shear Walls, Design Guide 20 (Sabelli and Bruneau, 2006)
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GENERAL DESIGN CONSIDERATIONS
21. Welded Connections—A Primer for Engineers, Design Guide 21 (Miller, 2006)
22. Façade Attachments to Steel-Framed Buildings, Design Guide 22 (Parker, 2008)
23. Constructability of Structural Steel Buildings, Design Guide 23 (Ruby, 2008)
24. Hollow Structural Section Connections, Design Guide 24 (Packer et al., 2010)
25. Web-Tapered Frame Design, Design Guide 25 (Kaehler et al., 2010)
OSHA REQUIREMENTS
OSHA Safety and Health Standards for the Construction Industry, 29 CFR 1926 Part R
Safety Standards for Steel Erection (OSHA, 2001) must be addressed in the design,
detailing, fabrication and erection of steel structures. These regulations became effective
on July 18, 2001.
Following is a brief summary of selected provisions and related recommendations. The
full text of the regulations should be consulted and can be found at www.osha.gov. See also
Barger and West (2001) for further information.
Columns and Column Base Plates
1. All column base plates must be designed and fabricated with a minimum of four
anchor rods.
2. Posts (which weigh less than 300 lb) are distinguished from columns and excluded
from the four-anchor-rod requirement.
3. Columns, column base plates, and their foundations must be designed to resist a minimum eccentric gravity load of 300 lb located 18 in. from the extreme outer face of the
column in each direction at the top of the column shaft.
4. Column splices must be designed to meet the same load-resisting characteristics as
columns.
5. Double connections through column webs or at beams that frame over the tops of
columns must be designed to have at least one installed bolt remain in place to support
the first beam while the second beam is being erected. Alternatively, the fabricator
must supply a seat or equivalent device with a means of positive attachment to support
the first beam while the second beam is being erected.
These features should be addressed in the construction documents. Items 1 through 4 are
prescriptive, and alternative means such as guying are time consuming and costly. There are
several methods to address the condition in item 5, as shown in Chapter 2 of AISC Detailing
for Steel Construction.
Safety Cables
1. On multi-story structures, perimeter safety cables (two lines) are required at final interior and exterior perimeters of floors as soon as the deck is installed.
2. Perimeter columns must extend 48 in. above the finished floor (unless constructability
does not allow) to allow the installation of perimeter safety cables.
3. The regulations prohibit field welding of attachments for installation of perimeter
safety cables once the column has been erected.
4. Provision of some method of attaching the perimeter cable is required, but responsibility is not assigned either to the fabricator or to the erector. While this will be subject
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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OSHA REQUIREMENTS
to normal business arrangements between the fabricator and the erector, holes for these
cables are often punched or drilled in columns by the fabricator.
The primary consideration in the design of the frame based on these rules is that the position of the column splice is set with respect to the floor.
Beams and Bracing
1. Solid-web members (beams) must be connected with a minimum of two bolts or their
equivalent before the crane load line is released.
2. Bracing members must be connected with a minimum of one bolt or its equivalent
before the crane load line is released.
The OSHA regulations allow an alternative to these minimums, if an “equivalent as specified by the project structural engineer of record” is provided. If the project requirements do
not permit the use of bolts as described in items 1 and 2, then the “equivalent” means should
be provided in the construction documents. It is recommended that the “equivalent” means
should utilize bolts and removable connection material, and should provide requirements for
the final condition of the connection. Solutions that employ shoring or the need to hold the
member on the crane should be avoided.
Cantilevers
1. The erector is responsible for the stability of cantilevers and their temporary supports
until the final cantilever connection is completed. OSHA 1926.756(a)(2) requires that
a competent person shall determine if more than two bolts are necessary to ensure the
stability of cantilevered members. Cantilever connections must be evaluated for the
loads imposed on them during erection and consideration must be made for the intermediate states of completion, including the connection of the backspan member
opposing the cantilever.
Certain cantilever connections can facilitate the erector’s work in this regard, such as shop
attaching short cantilevers, one piece cantilever/backspan beams carried through or over
the column at the cantilever and field bolted flange plates or end plate connections to the
supporting member. To the extent allowed by the contract documents, the selection of
details is up to the fabricator, subject to normal business relations between the fabricator
and the erector.
Joists
1. Unless panelized, all joists 40 ft long and longer and their bearing members must have
holes to allow for initial connections by bolting.
2. Establishment of bridging terminus points for joists is mandated according to OSHA
and manufacturer guidelines.
3. A vertical stabilizer plate to receive the joist bottom chord must be provided at
columns. Minimum sizes are given and the stabilizer plate must have a hole for the
attachment of guying or plumbing cables.
These features should be addressed in the construction documents and shop drawings.
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Walking/Working Surfaces
1. Framed metal deck openings must have structural members configured with projecting elements turned down to allow continuous decking, except where not allowed by
design constraints or constructability. The openings in the metal deck are not to be cut
until the hole is needed.
2. Steel headed stud anchors, threaded studs, reinforcing bars and deformed anchors that
will project vertically from or horizontally across the top flange of the member are not
to be attached to the top flanges of beams, joists or beam attachments until after the
metal decking or other walking/working surface has been installed.
Framing at openings with down turned elements and shop versus field attachment of
anchors should be addressed in the construction documents and the shop drawings.
Controlling Contractor
1. The controlling contractor must provide adequate site access and adequate storage.
2. The controlling contractor must notify the erector of repairs or modifications to anchor
rods in writing. Such modifications and repairs must be approved by the owner’s designated representative for design.
3. The controlling contractor must give notice that the supporting foundations have
achieved sufficient strength to allow safe steel erection.
4. The controlling contractor must either provide overhead protection or prohibit other
trades from working under steel erection activities.
These provisions establish relationships among the erector, controlling contractor and
owner’s representative for design that all parties need to be aware of.
USING THE 2010 AISC SPECIFICATION
The 2010 AISC Specification for Structural Steel Buildings (ANSI/AISC 360-10) continues the format established in the 2005 edition of the Specification (AISC, 2005),
ANSI/AISC 360-05, which unified the design provisions formerly presented in the 1989
Specification for Structural Steel Buildings—Allowable Stress Design and Plastic Design
and the 1999 Load and Resistance Factor Design Specification for Structural Steel
Buildings. The 2005 Specification for Structural Steel Buildings also integrated into a single document the information previously provided in the 1993 Load and Resistance
Factor Design Specification for Single-Angle Members and the 1997 Specification for the
Design of Steel Hollow Structural Sections. The 2010 AISC Specification, in combination
with the 2010 Seismic Provisions for Structural Steel Buildings (ANSI/AISC 341-10),
brings together all of the provisions needed for the design of structural steel in buildings
and other structures.
The 2010 AISC Specification continues to present two approaches for the design of structural steel members and connections. Chapter B establishes the general requirements for
analysis and design. It states that “designs shall be made according to the provisions for
Load and Resistance Factor Design (LRFD) or to the provisions for Allowable Strength
Design (ASD).” These two approaches are equally valid for any structure for which the
Specification is applicable. There is no preference stated or implied in the provisions.
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The required strength of structural members and connections may be determined by elastic, inelastic or plastic analysis for the load combinations associated with LRFD and by
elastic analysis for load combinations associated with ASD and as stipulated by the applicable building code. In all cases, the available strength must exceed the required strength.
The AISC Specification gives provisions for determining the available strength as summarized below.
Load and Resistance Factor Design (LRFD)
The load combinations appropriate for LRFD are given in the applicable building code or,
in its absence, ASCE/SEI 7 Section 2.3. For LRFD, the available strength is referred to as
the design strength. All of the LRFD provisions are structured so that the design strength
must equal or exceed the required strength. This is presented in AISC Specification Section
B3.3 as
Ru ≤ φRn
(2–1)
In this equation, Ru is the required strength determined by analysis for the LRFD load
combinations, Rn is the nominal strength determined according to the AISC Specification
provisions, and φ is the resistance factor given by the AISC Specification for a particular
limit state. Throughout this Manual, tabulated values of φRn, the design strength, are given
for LRFD. These values are tabulated as blue numbers in columns with the heading LRFD.
If there is a desire to use the LRFD provisions in the form of stresses, the strength provisions can be transformed into stress provisions by factoring out the appropriate section
property. In many cases, the provisions are already given directly in terms of stress.
Allowable Strength Design (ASD)
Allowable strength design is similar to what is known as allowable stress design in that they
are both carried out at the same load level. Thus, the same load combinations are used. The
difference is that for strength design, the primary provisions are given in terms of forces or
moments rather than stresses. In every situation, these strength provisions can be transformed into stress provisions by factoring out the appropriate section property. In many
cases, the provisions are already given directly in terms of stress.
The load combinations appropriate for ASD are given by the applicable building code or,
in its absence, ASCE/SEI 7 Section 2.4. For ASD, the available strength is referred to as the
allowable strength. All of the ASD provisions are structured so that the allowable strength
must equal or exceed the required strength. This is presented in AISC Specification Section
B3.4 as
Ra ≤
Rn
Ω
(2–2)
In this equation, Ra is the required strength determined by analysis for the ASD load combinations, Rn is the nominal strength determined according to the AISC Specification
provisions and Ω is the safety factor given by the Specification for a particular limit state.
Throughout this Manual, tabulated values of Rn /Ω, the allowable strength, are given for
ASD. These values are tabulated as black numbers on a green background in columns with
the heading ASD.
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DESIGN FUNDAMENTALS
It is commonly believed that ASD is an elastic design method based entirely on a stress format without limit states and LRFD is an inelastic design method based entirely on a strength
format with limit states. Traditional ASD was based on limit-states principles too, but without the use of the term. Additionally, either method can be formulated in a stress or strength
basis, and both take advantage of inelastic behavior. The AISC Specification highlights how
similar LRFD and ASD are in its formulation, with identical provisions throughout for
LRFD and ASD.
Design according to the AISC Specification, whether it is according to LRFD or ASD, is
based on limit states design principles, which define the boundaries of structural usefulness.
Strength limit states relate to load carrying capability and safety. Serviceability limit states
relate to performance under normal service conditions. Structures must be proportioned so
that no applicable strength or serviceability limit state is exceeded.
Normally, several limit states will apply in the determination of the nominal strength of
a structural member or connection. The controlling limit state is normally the one that
results in the least available strength. As an example, the controlling limit state for bending
of a simple beam may be yielding, local buckling, or lateral-torsional buckling for strength
and deflection, or vibration for serviceability. The tabulated values may either reflect a single limit state or a combination of several limit states. This will be clearly stated in the
introduction to the particular tables.
Loads, Load Factors and Load Combinations
Based on AISC Specification Sections B3.3 and B3.4, the required strength (either Pu, Mu,
Vu, etc. for LRFD or Pa, Ma, Va, etc. for ASD) is determined for the appropriate load magnitudes, load factors and load combinations given in the applicable building code. These are
usually based on ASCE/SEI 7, which may be used when there is no applicable building
code. The common loads found in building structures are:
D = dead load
L = live load due to occupancy
Lr = roof live load
S = snow load
R = nominal load due to initial rainwater or ice exclusive of the ponding contribution
W = wind load
E = earthquake load
Load and Resistance Factor Design
For LRFD, the required strength is determined from the following factored combinations,1
which are based on ASCE/SEI 7 Section 2.3:
1. 1.4D
2. 1.2D + 1.6L + 0.5(Lr or S or R)
3. 1.2D + 1.6(Lr or S or R) + (0.5L or 0.5W)
4. 1.2D + 1.0W + 0.5L + 0.5(Lr or S or R)
(2-3a)
(2-3b)
(2-3c)
(2-3d)
1
Exception: Per ASCE/SEI 7, the load factor on L in combinations 3, 4 and 5 shall equal 1.0 for garages,
areas occupied as places of public assembly, and all areas where the live load is greater than 100 psf.
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5. 1.2D + 1.0E + 0.5L + 0.2S
6. 0.9D + 1.0W
7. 0.9D + 1.0E
(2-3e)
(2-3f)
(2-3g)
The load combinations for LRFD recognize that, when several transient loads act in combination, only one assumes its maximum lifetime value,2 while the other(s) are at their
“arbitrary-point-in-time” (APT) values. Each combination models the total design loading
condition when a different load is at its maximum. Thus, the maximum-lifetime load effect
is amplified by an amount that is proportional to its relative variability and the APT load
effect(s) are factored to their mean value(s). With this approach, the margin of safety varies
with the load combination yielding a more uniform reliability than would be expected when
nominal loads are combined directly.
Dead load, D, is present in each load combination with a load factor of 1.2, except in load
combination 1, where it is the dominant (only) load effect, and load combinations 6 and 7,
where it is reduced for calculation of the overturning or uplift effect. The 1.2 load factor
accounts for the statistical variability of the dead load. The designer must independently
account for other contributions to dead load, such as the weight of additional concrete, if any,
added to adjust for concrete ponding effects (Ruddy, 1986) or differing framing elevations.
Allowable Strength Design
For ASD, the required strength is determined from the following combinations, which are
also based on ASCE/SEI 7 Section 2.4:
1. D
2. D + L
3. D + (Lr or S or R)
4. D + 0.75L + 0.75(Lr or S or R)
5. D + (0.6W or 0.7E)
6a. D + 0.75L + 0.75(0.6W) + 0.75(Lr or S or R)
6b. D + 0.75L + 0.75(0.7E) + 0.75S
7. 0.6D + 0.6W
8. 0.6D + 0.7E
(2-4a)
(2-4b)
(2-4c)
(2-4d)
(2-4e)
(2-4f)
(2-4g)
(2-4h)
(2-4i)
The load combinations for ASD combine the code-specified nominal loads directly with no
factors for those cases where loads with minimal variation with time are combined, cases 1,
2 and 3. For those cases where multiple time-variable loads are included, a 0.75 reduction
factor is applied to the time-variable loads only. Since all of the safety in an ASD design
comes through the introduction of the safety factor on the resistance side of the equation,
each load case uses the same safety factor for a given limit state.
In ASD, when considering members subjected to gravity loading only, it is clear that the
controlling load combination is the one that adds the larger live load to the dead load. Thus,
for a floor that does not carry roof load, the controlling combination will be D + L while for
a roof the controlling combination will be D + (Lr or S or R). For gravity columns, after live
load reductions have been accounted for, the floor and roof live loads may be reduced to
0.75 of their nominal values. A similar reduction is permitted for live loads in combination
with lateral loads.
2
Usually based upon a 50-year recurrence, except for seismic loads.
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Superposition of Loads in Load Combinations
Whether the loads themselves or the effects of those loads are used in these combinations,
LRFD or ASD, the results are the same, provided the principle of superposition is valid. This
is true when deflections are small and the stress-strain behavior is nominally elastic.
However, when second-order effects are significant or the behavior is inelastic, superposition is not valid and the loads, rather than the load effects, should be used in these
combinations.
Nominal Strengths, Resistance Factors, Safety Factors and
Available Strengths
The AISC Specification requires that the available strength must be greater than or equal to
the required strength for any element. The available strength is a function of the nominal
strength given by the Specification and the corresponding resistance factor or safety factor.
As discussed earlier, the required strength can be determined either with LRFD or ASD load
combinations.
The available strength for LRFD is the design strength, which is calculated as the product of the resistance factor φ and the nominal strength (φPn, φMn, φVn, etc.) The available
strength for ASD is the allowable strength, which is calculated as the quotient of the nominal strength and the corresponding safety factor Ω (Pn / Ω, Mn / Ω, Vn / Ω, etc.).
In LRFD, the margin of safety for the loads is contained in the load factors, and
resistance factors, φ, to account for unavoidable variations in materials, design equations,
fabrication and erection. In ASD, a single margin of safety for all of these effects is contained in the safety factor, Ω.
The resistance factors, φ, and safety factors, Ω, in the AISC Specification are based upon
research, as discussed in the AISC Specification Commentary to Chapter B, and the experience and judgment of the AISC Committee on Specifications. In general, φ is less than unity
and Ω is greater than unity. The higher the variability in the test data for a given nominal
strength, the lower its φ factor and the higher its Ω factor will be. Some examples of φ and
Ω factors for steel members are as follows:
φ = 0.90 for limit states involving yielding
φ = 0.75 for limit states involving rupture
Ω = 1.67 for limit states involving yielding
Ω = 2.00 for limit states involving rupture
The general relationship between the safety factor, Ω, and the resistance factor, φ, is
Ω=
1.5
φ
(2–5)
Serviceability
Serviceability requirements of the AISC Specification are found in Section B3.9 and
Chapter L. The serviceability limit states should be selected appropriately for the specific
application as discussed in the Specification Commentary to Chapter L. Serviceability
limit states and the appropriate load combinations for checking their conformance to
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serviceability requirements can be found in ASCE/SEI 7 Appendix C and its Commentary.
It should be noted that the load combinations in ASCE/SEI 7 Section 2.3 for LRFD and
Section 2.4 for ASD are both for strength design, and are not necessarily appropriate for
consideration of serviceability.
Guidance is also available in the Commentary to the AISC Specification, both in general
and for specific criteria, including camber, deflection, drift, vibrations, wind-induced motion,
expansion and contraction, and connection slip. Additionally, the applicable building code
may provide some further guidance or establish requirements. See also the serviceability discussions in Parts 3 through 6, AISC Design Guide 3, Serviceability Design Considerations
for Steel Buildings (West et al., 2003) and AISC Design Guide 11, Floor Vibrations Due to
Human Activity (Murray et al., 1997).
Structural Integrity
Structural integrity as introduced into building codes and the 2010 AISC Specification
Section B3.2, is a set of prescriptive requirements for connections that, when met, are
intended to provide an unknown, but satisfactory, level of performance of the finished structure. The term structural integrity has often been used interchangeably with progressive
collapse, but these two concepts have widely varying interpretations that can influence design
in a variety of ways. The term progressive collapse does not appear in the International
Building Code (ICC, 2009) or in the 2010 AISC Specification. Progressive collapse requirements generally are intended to prevent the collapse of a structure beyond a localized area of
the structure where a structural element has been compromised. Progressive collapse requirements are often mandated for government facilities, or by owners for structures which have
a high probability of being subject to terrorist attack.
Structural integrity has always been one of the goals for the structural engineer in engineering design, and for the committees writing design standards. However, it has only been
since the collapse of the buildings at the World Trade Center that requirements with the
stated purpose of addressing structural integrity have appeared in U.S. building codes. The
first building code to incorporate specific structural integrity requirements was the 2008
New York City Building Code which was quickly followed by requirements in the 2009
International Building Code. Although the requirements of these two building codes are
both prescriptive in nature, there are some differences in requirements and their application.
The AISC Specification Section B3.2 addresses the requirements of the 2009 International
Building Code.
The 2009 International Building Code stipulates minimum integrity provisions for buildings classified as high-rise and assigned to Occupancy Categories III or IV. High-rise
buildings are defined as those having an occupied floor greater than 75 ft above fire department vehicle access. The structural integrity requirements state that column splices must
resist a minimum tension force and beam end connections must resist a minimum axial tension force. The nominal axial tension strength of the beam end connection must equal or
exceed either the required vertical shear strength for ASD or 2/3 the required vertical shear
strength for LRFD. These required strengths can be reduced by 50% if the beam supports a
composite deck with the prescribed steel anchors (Geschwindner and Gustafson, 2010).
The International Building Code structural integrity requirements for the axial tension
capacity of the beam end connections use a nominal strength basis reflecting the intent of
the code to avoid brittle rupture failures of the connection components, rather than limiting
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deformations or yielding of those components. Section B3.2 of the 2010 AISC Specification
is based on this difference in limit state requirements for resistance to the prescriptive
structural integrity loads, as compared to those limit states required when designing for traditional load combinations.
Progressive Collapse
Progressive collapse is defined in ASCE/SEI 7-10 (ASCE, 2010) as “the spread of an initial
local failure from element to element resulting, eventually, in the collapse of an entire structure or a disproportionately large part of it.”
Progressive collapse requirements often involve assessment of the structure’s ability to
accommodate loss of a member that has been compromised through redistribution of forces
throughout the remaining structure. Design for progressive collapse poses a particularly
challenging problem since it is difficult to identify the load cases to be examined or the
members that may be compromised. Two main sources of requirements for evaluation of
structures for progressive collapse are the Department of Defense and the General Services
Administration. For facilities covered by the Department of Defense, all new and existing
buildings of three stories or more must be designed to avoid progressive collapse. The specific requirements are published in United Facilities Criteria 4-023-03, “Design of Buildings
to Resist Progressive Collapse” (DOD, 2009).
For federal facilities under the jurisdiction of the General Services Administration,
threat independent guidelines have been developed. The publication “Progressive Collapse
Analysis and Design Guidelines for New Federal Office Buildings and Major Modernization
Projects” (USGSA, 2003) provides an explicit process that any structural engineer could use
to evaluate the progressive collapse potential of a multi-story facility.
Required Strength, Stability, Effective Length, and
Second-Order Effects
As previously discussed, the AISC Specification requires that the required strength must be
less than or equal to the available strength in the design of every member and connection.
Chapter C also requires that stability shall be provided for the structure as a whole and each
of its elements. Any method that considers the influence of second-order effects, also known
as P-delta effects, may be used. Thus, required strengths must be determined including second-order effects, as described in Specification Section C2.1. Note that Specification Section
C2.1(2) permits an amplified first-order analysis as one method of second-order analysis, as
provided in Appendix 8.
Second-order effects are the additional forces, moments and displacements resulting from
the applied loads acting in their displaced positions as well as the changes from the undeformed to the deformed geometry of the structure. Second-order effects are obtained by
considering equilibrium of the structure within its deformed geometry. There are numerous
ways of accounting for these effects. The commentary to AISC Specification Chapter C provides some guidance on methods of second-order analysis and suggests several benchmark
problems for checking the adequacy of analysis methods.
Since 1963, there have been provisions in the AISC Specifications to account for secondorder effects. Initially these provisions were embedded in the interaction equations. In past
ASD Specifications, second-order effects were accounted for by the term
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1
1−
fa
Fe′
found in the interaction equation. In past LRFD Specifications, the factors B1 and B2 from
Chapter C of those specifications were used to amplify moments to account for secondorder effects. B1 was used to account for the second-order effects due to member curvature
and B2 was used to account for second-order effects due to sidesway. In both Specifications,
more exact methods were permitted.
AISC Specification Section C1 and Appendix 7 provide three approaches that may be
followed.
• The direct analysis method is provided in Chapter C. This is the most comprehensive
and, as the name suggests, most direct approach to incorporating all necessary factors
in the analysis. Through the use of notional loads, reduced stiffness, and a secondorder analysis, the design can be carried out with the forces and moments from the
analysis and an effective length equal to the member length, K = 1.0. Section C2 of
the AISC Specification details the requirements for determination of required
strengths using this method.
• The effective length method is given in AISC Specification Appendix 7, Section 7.2. In
this method, all gravity-only load cases have a minimum lateral load equal to 0.2% of
the story gravity load applied. A second order analysis is carried out and the member
strengths of columns and beam-columns are determined using effective lengths, determined by elastic buckling analysis, or more commonly, the alignment charts in the
Commentary to the Specification when the associated assumptions are satisfied. The
Specification permits K = 1.0 when the ratio of second order drift to first order drift is
less than or equal to 1.1.
• The first-order analysis method is given in AISC Specification Appendix 7, Section 7.3.
With this approach, second-order effects are captured through the application of an
additional lateral load equal to at least 0.42% of the story gravity load applied in each
load case. No further second-order analysis is necessary. The required strengths are
taken as the forces and moments obtained from the analysis and the effective length
factor is K = 1.0.
When a second-order analysis is called for in the above methods, AISC Specification
Section C1 allows any method that properly considers P-delta effects. One such method is
amplified first-order elastic analysis provided in Specification Appendix 8. This is a modified carry over of the B1-B2 approach used in previous LRFD Specifications, which was an
extension of the simple approach taken in past ASD Specifications.
The AISC Specification fully integrates the provisions for stability with the specified
methods of design. For all framing systems, when using the direct analysis method, AISC
Specification Section C3 provides that the effective length factor, K, for all members can be
taken as 1.0 unless a lesser value can be justified by analysis. For the effective length
method, AISC Specification Appendix 7, Section 7.2.3(a) provides that in braced frames, the
effective length factor, K, may be taken as 1.0. For moment frames, Appendix 7, Section
7.2.3(b) requires that a critical buckling analysis to determine the critical buckling stress, Fe,
be performed or effective length factors, K, be used. For the first-order analysis method,
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Appendix Section 7.3.3 stipulates that the effective length factor, K, be taken as unity for all
members. This is discussed in more detail in the Commentary to Appendix 7.
Simplified Determination of Required Strength
When a fast, conservative solution is desired, the following simplification of the effective
length method can be used with the aid of Table 2-1. The features of each of the other methods of design for stability are summarized and compared in Table 2-2.
An approximate second-order analysis approach is provided in AISC Specification
Appendix 8. Where the member amplification (P-δ) factor is small, that is, less than B2, it
is conservative to amplify the total moment and force by B2. Thus, Equations A-8-1 and
A-8-2 become
Mr = B1Mnt + B2Mlt = B2Mu
(2-6)
Pr = Pnt + B2 Plt = B2Pu
(2-7)
To use this simplified method, B1 cannot exceed B2. For members not subject to transverse
loading between their ends, it is very unlikely that B1 would be greater than 1.0. In addition, the simplified approach is not valid if the amplification factor, B2, is greater than 1.5,
because with the exception of taking B1 = B2, this simplified method meets the provisions
of the effective length method in AISC Specification Appendix 7. It is up to the engineer
to ensure that the frame is proportioned appropriately to use this simplified approach. In
most designs it is not advisable to have a final structure where the second order amplification is greater than 1.5, although it is acceptable. In those cases, one should consider
stiffening the structure.
Step 1: Perform a first-order elastic analysis. Gravity load cases must include a minimum
lateral load at each story equal to 0.002 times the story gravity load where the story gravity load is the load introduced at that story, independent of any loads from above.
Step 2: Establish the design story drift limit and determine the lateral load that produces
that drift. This is intended to be a measure of the lateral stiffness of the structure.
Step 3: Determine the ratio of the total story gravity load to the lateral load determined in
Step 2. For an ASD design, this ratio must be multiplied by 1.6 before entering Table
2-1. This ratio is part of the determination of the calculation on the elastic critical buckling strength, Pe story, in AISC Specification Equation A-8-7, which includes the parameter
Rm. Rm is a minimum of 0.85 for rigid frames and 1.0 for all other frames.
Step 4: Multiply all of the forces and moments from the first-order analysis by the value
obtained from Table 2-1. Use the resulting forces and moments as the required strengths
for the designs of all members and connections. Note that B2 must be computed for each
story and in each principal direction.
Step 5: For all cases where the multiplier is 1.1 or less, shown shaded in Table 2-1,
the effective length may be taken as the member length, K = 1.0. For cases where the
multiplier is greater than 1.1 but does not exceed 1.5, determine the effective length factor through analysis, such as with the alignment charts of the AISC Specification
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TABLE 2-1
Multipliers for Use With the
Simplified Method
Load Ratio from Step 3 (times 1.6 for ASD, 1.0 for LRFD)
Design Story
Drift Limit
0
5
10
20
30
40
H/100
H/200
H/300
H/400
H/500
1
1
1
1
1
1.1
1
1
1
1
1.1
1.1
1
1
1
1.3
1.1
1.1
1.1
1
1.5/1.4
1.2
1.1
1.1
1.1
1.3
1.2
1.1
1.1
K=1
50
60
80
100
120
When ratio exceeds 1.5, simplified method
requires a stiffer
1.4/1.3 1.5/1.4
structure.
1.2
1.3 1.5/1.4
1.2
1.2
1.3 1.4/1.3 1.5
1.1
1.2
1.2
1.3
1.4
Note: Where two values are provided, the value in bold is the value associated with Rm = 0.85.
Commentary. For cases where no value is shown for the multiplier, the structure must be
stiffened in order to use this simplified approach. Note that the multipliers are the same
value for both Rm = 0.85 and 1.0 in most instances due to rounding. Where this is not the
case, two values are given consistent with the two values of Rm, respectively.
Step 6: Ensure that the drift limit set in Step 2 is not exceeded and revise design as
needed.
STABILITY BRACING
Beams, girders and trusses must be restrained against rotation about their longitudinal axes
at points of support (a basic assumption stated in the General Provisions of AISC
Specification Section F1). Additionally, stability bracing with adequate strength and stiffness must be provided consistent with that assumed at braced points in the analysis for
frames, columns and beams (see AISC Specification Appendix 6). Some guidance for special cases follows.
Simple-Span Beams
In general, adequate lateral bracing is provided to the compression flange of a simple-span
beam by the connections of infill beams, joists, concrete slabs, metal deck, concrete slabs
on metal deck, and similar framing elements.
Beam Ends Supported on Bearing Plates
The stability of a beam end supported on a bearing plate can be provided in one of several
ways (see Figure 2-1):
1. The beam end can be built into solid concrete or masonry using anchorage devices.
2. The beam top flange can be stabilized through interconnection with a floor or roof system, provided that system is itself anchored to prevent its translation relative to the
beam bearing.
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(a) Stability provided with transverse stiffeners
(b) Stability provided with an end plate
Fig. 2-1. Beam end supported on bearing plate.
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3. A top-flange stability connection can be provided.
4. An end-plate or transverse stiffeners located over the bearing plate extending to near
the top-flange k-distance can be provided. Such stiffeners must be welded to the top
of the bottom flange and to the beam web, but need not extend to or be welded to the
top flange.
In each case, the beam and bearing plate must also be anchored to the support. For the
design of beam bearing plates, see Part 14.
In atypical framing situations, such as when very deep beams are used, the strength and
stiffness requirements in AISC Specification Appendix 6 can be applied to ensure the stability of the assembly. It may also be possible to demonstrate in a limited number of cases,
such as with beams with thick webs and relatively shallow depths, that the beam has been
properly designed without providing the details described above. In this case, the beam and
bearing plate must still be anchored to the support. In any case, it should be noted that the
assembly must also meet the requirements in AISC Specification Section J10.
Beams and Girders Framing Continuously Over Columns
Roof framing is commonly configured with cantilevered beams that frame continuously
over the tops of columns to support drop-in beams between the cantilevered segments
(Rongoe, 1996; CISC, 1989). It is also commonly desirable to provide an assembly in which
the intersection of the beam and column can be considered a braced point for the design of
both the continuous cantilevering beam and the column top. The required stability can be
provided in several ways (see Figure 2-2):
1. When an infill beam frames into the continuous beam at the column top, the required
stability normally can be provided by using connection element(s) for the infill beam
that cover three-quarters or more of the T-dimension of the continuous beam.
Alternatively, connection elements that cover less than three-quarters of the T-dimension of the continuous beam can be used in conjunction with partial-depth stiffeners in
the beam web along with a moment connection between the column top and beam bottom to maintain alignment of the beam/column assembly. A cap plate of reasonable
proportions and four bolts will normally suffice.
In either case, note that OSHA requires that, if two framing infill beams share common holes through a column web or the web of a beam that frames continuously over
the top of a column,3 the beam erected first must remain attached while connecting the
second.
2. When joists frame into the continuous beam or girder, the required stability normally
can be provided by using bottom chord extensions connected to the column top. The
resulting continuity moments must be reported to the joist supplier for their use in the
design of the joists and bridging. Note that the continuous beam must still be checked
for the concentrated force due to the column reaction per AISC Specification Section
J10.
3
This requirement applies only at the location of the column, not at locations away from the column.
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The position of the bottom chord extension relative to the column cap plate will
affect the bottom chord connection detail. When the extension aligns with the cap
plate, the load path and force transfer is direct. When the extension is below the column cap plate, the column must be designed to stabilize the beam bottom flange and
the connection between the extension and the column must develop the continuity/brace force. When the extension is above the column top, the beam web must have
the necessary strength and stiffness to adequately brace the beam bottom/column top.
Fig. 2-2a. Beam framing continuously over column top, stability
provided with connections of infill beams.
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3. If connection of the joist bottom chord extensions to the column must be avoided,
the required stability can be provided with a diagonal brace that satisfies the strength
and stiffness requirements in AISC Specification Appendix 6. Providing a relatively
shallow angle with respect to the horizontal can minimize gravity-load effects in the
diagonal brace.
Alternatively, the required stability can be provided with stiffeners in the beam web
along with a moment connection between the column top and beam bottom to maintain alignment of the beam/column assembly. A cap plate of reasonable proportions
and four bolts will normally suffice.
In atypical framing situations, such as when very deep girders are used, the strength and
stiffness requirements in AISC Specification Appendix 6 can be applied for both the beam
Fig. 2-2b. Beam framing continuously over column top, stability
provided with welded joist-chord extensions at column top.
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and the column to ensure the stability of the assembly. It may also be possible to demonstrate in a limited number of cases, such as with continuous beams with thick webs and
relatively shallow depths, that the column and beam have been properly designed without
providing infill beam connections, connected joist extensions, stiffeners, or diagonal braces
as described above. In this case, a properly designed moment connection is still required
between the beam bottom flange and the column top. In any case, it should be noted that the
assembly must also meet the requirements in AISC Specification Section J10.
Fig. 2-2c. Beam framing continuously over column top, stability provided with
welded joist-chord extensions above column top.
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Fig. 2-2d. Beam framing continuously over column top, stability provided with
transverse stiffeners, joist chord extensions located at column top not welded.
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Fig. 2-2e. Beam framing continuously over column top, stability provided with
stiffener plates, joist-chord extensions located above column top not welded.
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PROPERLY SPECIFYING MATERIALS
Availability
The general availability of structural shapes, HSS and pipe can be determined by checking
the AISC database of available structural steel shapes at www.aisc.org/SteelAvailability.
Generally, where many producers are listed, it is an indication that the particular shape is
commonly available. However, except for the larger shapes, when only one or two producers are listed, it is prudent to consider contacting a steel fabricator to determine availability.
Material Specifications
Applicable material specifications are as shown in the following tables:
• Structural shapes in Table 2-3
• Plate and bar products in Table 2-4
• Fastening products in Table 2-5
Preferred material specifications are indicated in black shading. Other applicable material
specifications are as shown in grey shading. The availability of grades other than the preferred material specification should be confirmed prior to their specification.
Cross-sectional dimensions and production tolerances are addressed as indicated under
“Standard Mill Practices” in Part 1.
Other Products
Anchor rods
Although the AISC Specification permits other materials for use as anchor rods, ASTM
F1554 is the preferred specification, since all anchor rod production requirements are
together in a single specification. ASTM F1554 provides three grades, namely 36 ksi, 55 ksi
and 105 ksi. All Grade 36 rods are weldable. Grade 55 rods are weldable only when they are
made per Supplementary Requirement S1. The project specifications must indicate if the
material is to conform to Supplementary Requirement S1. As a heat-treated material, Grade
105 rods cannot be welded. Grade 105 should be used only for limited applications that
require its high strength. For more information, refer to AISC Design Guide 1, Base Plate
and Anchor Rod Design (Fisher and Kloiber, 2006).
Raised-Pattern Floor Plates
ASTM A786 is the standard specification for rolled steel floor plates. As floor-plate design
is seldom controlled by strength considerations, ASTM A786 “commercial grade” is commonly specified. If so, per ASTM A786-05 Section 5.1.3, “the product will be supplied
0.33% maximum carbon by heat analysis, and without specified mechanical properties.”
Alternatively, if a defined strength level is desired, ASTM A786 raised-pattern floor plate
can be ordered to a defined plate specification, such as ASTM A36, A572 or A588; see
ASTM A786 Sections 5.1.3, 7.1 and 8.
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Sheet and Strip
Sheet and strip products, which are generally thinner than structural plate and bar products
are produced to such ASTM specifications as A570, A606 or A607 (see Table 2-3),
Filler Metal
The appropriate filler metal for structural steel is as summarized in ANSI/AWS D1.1: 2010
Table 3.1 for the various combinations of base metal specification and grade and electrode
specification. Weld strengths in this Manual are based upon a tensile strength level of 70 ksi.
Steel Headed Stud Anchors
As specified in ANSI/AWS D1.1 Chapter 7 (Section 7.2.6 and Table 7.1), Type B shear stud
connectors (referred to in the AISC Specification as steel headed stud anchors) made from
ASTM A108 material are used for the interconnection of steel and concrete elements in
composite construction (Fu = 65 ksi).
Open Web Steel Joists
The AISC Code of Standard Practice does not include steel joists in its definition of structural steel. Steel joists are designed and fabricated per the requirements of specifications
published by the Steel Joist Institute. Refer to SJI literature for further information.
Castellated Beams
Castellated beams, also known as cellular beams, are members constructed by cutting
along a staggered pattern down the web of a wide-flange member, offsetting the resulting
pieces such that the deepest points of the cut are in contact, and welding the two pieces
together, thereby creating a member with holes along its web. Castellated beams are currently designed and fabricated as a proprietary product. For more information, contact the
manufacturer.
Steel Castings and Forgings
Steel castings are specified as ASTM A27 Grade 65-35 or ASTM A216 Grade 80-35. Steel
forgings are specified as ASTM A668.
Forged Steel Structural Hardware
Forged steel structural hardware products, such as clevises, turnbuckles, eye nuts and sleeve
nuts, are occasionally used in building design and construction. These products are generally forged according to ASTM A668 Class A requirements. ASTM A29, Grade 1035
material is commonly used in the manufacture of clevises and turnbuckles. ASTM A29,
Grade 1030 material is commonly used in the manufacture of steel eye nuts and steel eye
bolts. ASTM A29 Grade 1018 material is commonly used in the manufacture of sleeve nuts.
Other products, such as steel rod ends, steel yoke ends and pins, cotter pins, and coupling
nuts are commonly provided generically as “carbon steel.”
The dimensional and strength characteristics of these devices are fully described in the
literature provided by their manufacturer. Note that manufacturers usually provide strength
characteristics in terms of a “safe working load” with a safety factor as high as 5, assuming
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that the product will be used in rigging or similar applications subject to dynamic loading.
The manufacturer’s safe working load may be overly conservative for permanent installations and similar applications subject to static loading only.
If desired, the published safe working load can be converted into an available strength
with reliability consistent with that of other statically loaded structural materials. In this
case, the nominal strength, Rn, is determined as:
Rn = (safe working load) ⫻ (manufacturer’s safety factor)
(2-8)
and the available strength, φRn or Rn /Ω, is determined using
φ = 0.50 (LRFD)
Ω = 3.00 (ASD)
Crane Rails
Crane rails are furnished to ASTM A759, ASTM A1, and/or manufacturer’s specifications
and tolerances.
Most manufacturers chamfer the top and sides of the crane-rail head at the ends unless
specified otherwise to reduce chipping of the running surfaces. Often, crane rails are
ordered as end-hardened, which improves the resistance of the crane-rail ends to impact
that occurs as the moving wheel contacts it during crane operation. Alternatively, the entire
rail can be ordered as heat-treated. When maximum wheel loading or controlled cooling is
needed, refer to manufacturers’ catalogs. Purchase orders for crane rails should be noted
“for crane service.”
Light 40-lb rails are available in 30-ft lengths, 60-lb rails in 30-, 33- or 39-ft lengths, standard rails in 33- or 39-ft lengths and crane rails up to 80 ft. Consult manufacturer for
availability of other lengths. Rails should be arranged so that joints on opposite sides of the
crane runway will be staggered with respect to each other and with due consideration to the
wheelbase of the crane. Rail joints should not occur at crane girder splices. Odd lengths that
must be included to complete a run or obtain the necessary stagger should be not less than
10 ft long. Rails are furnished with standard drilling in both standard and odd lengths unless
stipulated otherwise on the order.
CONTRACT DOCUMENT INFORMATION
Design Drawings, Specifications and
Other Contract Documents
CASE Document 962D, A Guideline Addressing Coordination and Completeness of
Structural Construction Documents (CASE, 2003), provides comprehensive guidance on
the preparation of structural design drawings.
Most provisions in the AISC Specification, RCSC Specification, AWS D1.1, and the
AISC Code of Standard Practice are written in mandatory language. Some provisions
require the communication of information in the contract documents, some provisions are
invoked only when specified in the contract documents, and some provisions require the
approval of the owner’s designated representative for design if they are to be used.
Following is a summary of these provisions in the AISC Specification, RCSC Specification,
and AISC Code of Standard Practice.
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Required Information
The following communication of information is required in the contract documents:
1. Required drawing information, per AISC Code of Standard Practice Sections 3.1
and 3.1.1 through 3.1.6. and RCSC Specification Section 1.4 (bolting products and
joint type)
2. Drawing numbers and revision numbers, per AISC Code of Standard Practice
Section 3.5
3. Structural system description, per AISC Code of Standard Practice Section 7.10.1
4. Installation schedule for nonstructural steel elements in the structural system, per
AISC Code of Standard Practice Section 7.10.2
5. Project schedule, per AISC Code of Standard Practice Section 9.5.1
Information Required Only When Specified
The following provisions are invoked only when specified in the contract documents:
1. Special material notch-toughness requirements, per AISC Specification Section
A3.1c and Section A3.1d
2. Special connections requiring pretension, per AISC Specification Section J1.10
3. Bolted joint requirements, per AISC Specification Section J3.1 and RCSC
Specification Section 1.4
4. Special cambering considerations, per AISC Specification Section L2
5. Special contours and finishing requirements for thermal cutting, per AISC
Specification Sections M2.2 and M2.3, respectively
6. Corrosion protection requirements, if any, per AISC Specification Section M3 and
AISC Code of Standard Practice Sections 6.5, 6.5.2 and 6.5.3
7. Responsibility for field touch-up painting, if painting is specified, per AISC
Specification Section M4.6 and AISC Code of Standard Practice Section 6.5.4
8. Special quality control and inspection requirements, per AISC Specification Chapter
N and AISC Code of Standard Practice Sections 8.1.3, 8.2 and 8.3
9. Evaluation procedures, per AISC Specification Section B6
10. Fatigue requirements, if any, per AISC Specification Section B3.9
11. Tolerance requirements other than those specified in the AISC Code of Standard
Practice, per Code of Standard Practice Section 1.9
12. Designation of each connection as Option 1, 2 or 3, and identification of requirements for substantiating connection information, if any, per AISC Code of Standard
Practice Section 3.1.2
13. Specific instructions to address items differently, if any, from requirements in the
AISC Code of Standard Practice, per Code of Standard Practice Section 1.1
14. Submittal schedule for shop and erection drawings, per AISC Code of Standard
Practice Section 4.2
15. Mill order timing, special mill testing, and special mill tolerances, per AISC Code of
Standard Practice Sections 5.1, 5.2 and 5.2, respectively
16. Removal of backing bars and runoff tabs, per AISC Code of Standard Practice
Section 6.3.2
17. Special erection mark requirements, per AISC Code of Standard Practice Section
6.6.1
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18. Special delivery and erection sequences, per AISC Code of Standard Practice
Sections 6.7.1 and 7.1, respectively
19. Special field splice requirements, per AISC Code of Standard Practice Section 6.7.4
20. Specials loads to be considered during erection, per AISC Code of Standard Practice
Section 7.10.3
21. Special safety protection treatments, per AISC Code of Standard Practice Section
7.11.1
22. Identification of adjustable items, per AISC Code of Standard Practice Section
7.13.1.3
23. Cuts, alterations and holes for other trades, per AISC Code of Standard Practice
Section 7.15
24. Revisions to the contract, per AISC Code of Standard Practice Section 9.3
25. Special terms of payment, per AISC Code of Standard Practice Section 9.6
26. Identification of architecturally exposed structural steel, per AISC Code of Standard
Practice Section 10
Approvals Required
The following provisions require the approval of the owner’s designated representative for
design if they are to be used:
1. Bolted-joint-related approvals per RCSC Specification Commentary Section 1.4
2. Use of electronic or other copies of the design drawings by the fabricator, per AISC
Code of Standard Practice Section 4.3
3. Use of stock materials not conforming to a specified ASTM specification, per AISC
Code of Standard Practice Section 5.2.3
4. Correction of errors, per AISC Code of Standard Practice Section 7.14
5. Inspector-recommended deviations from contract documents, per AISC Code of
Standard Practice Section 8.5.6
6. Contract price adjustment, per AISC Code of Standard Practice Section 9.4.2
Establishing Criteria for Connections
AISC Code of Standard Practice Section 3.1.2 provides the following three methods for the
establishment of connection requirements.
In the first method, the complete design of all connections is shown in the structural
design drawings. In this case, AISC Code of Standard Practice Commentary Section 3.1.2
provides a summary of the information that must be included in the structural design drawings. This method has the advantage that there is no need to provide connection loads, since
the connections are completely designed in the structural design drawings. Additionally, it
favors greater accuracy in the bidding process, since the connections are fully described in
the contract documents.
In the second method, the fabricator is allowed to select or complete the connections
while preparing the shop and erection drawings, using the information provided by the
owner’s designated representative for design per AISC Code of Standard Practice Section
3.1.2. In this case, AISC Code of Standard Practice Commentary Section 3.1.2 clarifies the
intention that connections that can be selected or completed by the fabricator include those
for which tables appear in the contract documents or the Manual. Other connections should
be shown in detail in the structural design drawings.
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In the third method, connections are designated in the contract documents to be designed
by a licensed professional engineer working for the fabricator. The AISC Code of Standard
Practice sets forth detailed provisions that, in the absence of contract provisions to the
contrary, serve as the basis of the relationships among the parties. One feature of these
provisions is that the fabricator is required to provide representative examples of connection
design documentation early in the process, and the owner’s designated representative for
design is obliged is to review these submittals for conformity with the requirements of the
contract documents. These early submittals are required in an attempt to avoid additional
costs and/or delays as the approval process proceeds through subsequent shop drawings
with connections developed from the original representative samples.
Methods one and two have the advantage that the fabricator’s standard connections normally can be used, which often leads to project economy. However, the loads or other
connection design criteria must be provided in the structural design drawings. Design loads
and required strengths for connections should be provided in the structural design drawings
and the design method used in the design of the frame (ASD or LRFD) must be indicated
on the drawings.
In all three methods, the resulting shop and erection drawings must be submitted to the
owner’s designated representative for design for review and approval. As stated in the AISC
Code of Standard Practice Section 4.4.1, the approval of shop and erection drawings constitutes “confirmation that the Fabricator has correctly interpreted the Contract Documents”
and that the reviewer has “reviewed and approved the Connection details shown in the Shop
and Erection Drawings.” Following is additional guidance for the communication of connection criteria to the connection designer.
Simple Shear Connections
The full force envelope should be given for each simple shear connection. Because of
the potential for overestimation and underestimation inherent in approximate methods
(Thornton, 1995), actual beam end reactions should be indicated on the design drawings.
The most effective method to communicate this information is to place a numeric value at
each end of each span in the framing plans.
In the past, beam end reactions were sometimes specified as a percentage of the tabulated
uniform load in Manual Part 3. This practice can result in either over- or under-specification
of connection reactions and should not be used. The inappropriateness of this practice is
illustrated in the following examples.
Over-estimation:
1. When beams are selected for serviceability considerations or for shape repetition, the
uniform load tables will often result in heavier connections than would be required by
the actual design loads.
2. When beams have relatively short spans, the uniform load tables will often result in
heavier connections than would be required by the actual design loads. If not addressed
with the accurate load, many times the heavier connections will require extension of the
connection below the bottom flange of the supported member, requiring that the flange
on one or both sides of the web to be cut and chipped, a costly process.
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Under-estimation:
1. When beams support other framing beams or other concentrated loads occur on girders
supporting beams, the end reactions can be higher than 50% of the total uniform load.
2. For composite beams, the end reactions can be higher than 50% of the total uniform
load. The percentage requirement can be increased for this condition, but the resulting
approach is still subject to the above considerations.
Moment Connections
The full force envelope should be given for each moment connection. If the owner’s designated representative for design can select the governing load combination, its effect alone
should be provided. Otherwise, the effects of all appropriate load combinations should be
indicated. Additionally, the maximum moment imbalance should also be given for use in the
check of panel-zone web shear.
Because of the potential for overestimation—and underestimation—inherent in approximate methods, it is recommended that the actual beam end reactions (moment, shear and
other reactions, if any) be indicated in the structural design drawings. The most effective
method to do so may be by tabulation for each joint and load combination.
Although not recommended, beam end reactions are sometimes specified by more general criteria, such as by function of the beam strength. It should be noted, however, that there
are several situations in which this approach is not appropriate. For example:
1. When beams are selected for serviceability considerations or for shape repetition, this
approach will often result in heavier connections than would be required by the actual
design loads.
2. When the column(s) or other members that frame at the joint could not resist the forces
and moments determined from the criteria so specified, this approach will often result
in heavier connections than would be required by the actual design loads.
In some cases, the structural analysis may require that the actual connections be configured to match the assumptions used in the model. For example, it may be appropriate to
release weak-axis moments in a beam-column joint where only strong-axis beam moment
strength is required. Such requirements should be indicated in the structural design drawings.
Horizontal and Vertical Bracing Connections
The full force envelope should be given for each bracing-member end connection. If the
owner’s designated representative for design can select the governing load combination for
the connection, its effect alone should be provided. Otherwise, the effects of all appropriate
load combinations should be indicated in tabular form. This approach will allow a clear
understanding of all of the forces on any given joint.
Because of the potential for overestimation—and underestimation—inherent in approximate methods, it is recommended that the actual reactions at the bracing member end (axial
force and other reactions, if any) be indicated in the structural design drawings. It is also recommended that transfer forces, if any, be so indicated. The most effective method to do so
may be by tabulation for each bracing member end and load combination.
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Although not recommended, bracing member end reactions can be specified by more
general criteria, such as by maximum member forces (tension or compression) or as a function of the member strength. It should be noted, however, that there are several situations in
which such approaches are not appropriate. For example:
1. The specification of maximum member forces does not permit a check of the member
forces at a joint if there are different load combinations governing the member designs at
that joint. Nor does it reflect the possibility of load reversal as it may influence the design.
2. The specification of a percentage of member strength may not properly account for the
interaction of forces at a joint or the transfer force through the joint. Additionally, it
may not allow for a cross-check of all forces at a joint.
In either case, this approach will often result in heavier connections than would be required
by the actual design loads.
Bracing connections may involve the interaction of gravity and lateral loads on the frame.
In some cases, such as V- and inverted V-bracing (also known as Chevron bracing), gravity
loads alone may govern design of the braces and their connections. Thus, clarity in the specification of loads and reactions is critical to properly consider the potential interaction of
gravity and lateral loads at floors and roofs.
Strut and Tie Connections
Floor and roof members in braced bays and adjacent bays may function as struts or ties in
addition to carrying gravity loads. Therefore the recommendations for simple shear connections and bracing connections above apply in combination.
Truss Connections
The recommendations for horizontal and vertical bracing connections above also apply in
general to bracing connections with the following additional comments.
Note that it is not necessary to specify a minimum connection strength as a percent of the
member strength as a default. However, when trusses are shop assembled or field assembled
on the ground for subsequent erection, consideration should be given to the loads that will
be induced during handling, shipping and erection.
Column Splices
Column splices may resist moments, shears and tensions in addition to gravity forces.
Typical column splices are discussed in Part 14. As in the case of the other connections discussed above, unless the column splices are fully designed in the construction documents,
forces and moments for the splice designs should be provided in the construction documents. Since column splices are located away from the girder/column joint and moments
vary in the height of the column, an accurate assessment of the forces and moments at the
column splices will usually significantly reduce their cost and complexity.
CONSTRUCTABILITY
Constructability is a relatively new word for a well established idea. The design, detailing, fabrication and erection of structural steel is a process which in the end needs to result in a safe
and economical steel frame. Building codes and the AISC Specification address strength and
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structural integrity. Constructability addresses the need for global economy in the fabricated
and erected steel frame. Constructability must be “designed in,” influencing decision making
at all steps of the design process, from framing system selection, though member design, to
connection selection and design. Constructability demands attention to detail and requires the
designer to think ahead to the fabrication and erection of the steel frame. The goal is to design
a steel frame that is relatively easy to detail, fabricate and erect. AISC provides guidance to
the design community through its many publications and presentations, including the recently
published Design Guide 23, Constructability of Structural Steel Buildings (Ruby, 2008).
Constructability focuses on such issues as framing layout, the number of pieces in an area
of framing, three-dimensional connection geometry, swinging in clearances, access to bolts,
and access to welds. It involves the acknowledgement that numerous, seemingly small decisions can have an effect on the overall economy of the final erected steel frame. Fabricators
and erectors have the knowledge that can assist in the design of constructible steel frames.
Designers should seek their counsel.
TOLERANCES
The effects of mill, fabrication and erection tolerances all require consideration in the design
and construction of structural steel buildings. However, the accumulation of the mill tolerances and fabrication tolerances shall not cause the erection tolerances to be exceeded, per
AISC Code of Standard Practice Section 7.12.
Mill Tolerances
Mill tolerances are those variations that could be present in the product as-delivered from
the rolling mill. These tolerances are given as follows:
1. For structural shapes and plates, see ASTM A6.
2. For HSS, see ASTM A500 (or other applicable ASTM specification for HSS).
3. For pipe, see ASTM A53.
A summary of standard mill practices is also given in Part 1.
Fabrication Tolerances
Fabrication tolerances are generally provided in AISC Specification Section M2 and AISC
Code of Standard Practice Section 6.4. Additional requirements that govern fabrication are
as follows:
1. Compression joint fit-up, per AISC Specification Section M4.4
2. Roughness limits for finished surfaces, per AISC Code of Standard Practice Section
6.2.2
3. Straightness of projecting elements of connection materials, per AISC Code of
Standard Practice Section 6.3.1
4. Finishing requirements at locations of removal of run-off tabs and similar devices, per
AISC Code of Standard Practice Section 6.3.2
Erection Tolerances
Erection tolerances are generally provided in AISC Specification Section M4 and AISC
Code of Standard Practice Section 7.13. Note that the tolerances specified therein are
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predicated upon the proper installation of the following items by the owner’s designated representative for construction:
1. Building lines and benchmarks, per AISC Code of Standard Practice Section 7.4
2. Anchorage devices, per AISC Code of Standard Practice Section 7.5
3. Bearing devices, per AISC Code of Standard Practice Section 7.6
4. Grout, per AISC Code of Standard Practice Section 7.7
Building Façade Tolerances
The preceding mill, fabrication and erection tolerances can be maintained with standard
equipment and workmanship. However, the accumulated tolerances for the structural
steel and the building façade must be accounted for in the design so that the two systems
can be properly mated in the field. In the steel frame, this is normally accomplished by
specifying adjustable connections in the contract documents, per AISC Code of Standard
Practice Section 7.13.1.3. This section has three subsections. Subsection (a) addresses
the vertical position of the adjustable items, subsection (b) addresses the horizontal position of the adjustable items, and subsection (c) addresses alignment of adjustable items
at abutting ends.
The required adjustability normally can be determined from the range of adjustment in
the building façade anchor connections, tolerances for the erection of the building façade,
and the accumulation of mill, fabrication and erection tolerances at the mid-span point of
the spandrel beam. The actual locations of the column bases, the actual slope of the columns
and the actual sweep of the spandrel beam all affect the accumulation of tolerances in the
structural steel at this critical location. These conditions must be reflected in details that will
allow successful erection of the steel frame and the façade, if each of these systems is properly constructed within its permitted tolerance envelope.
Figures 2-3a, 2-4a and 2-5a illustrate details that are not recommended because they do
not provide for adjustment. Figures 2-3b, 2-4b and 2-5b illustrate recommended alternative
details that do provide for adjustability. Note that diagonal structural and stability bracing
elements have been omitted in these details to improve the clarity of presentation regarding
adjustability. Also, note that all elements beyond the slab edge are normally not structural
steel, per AISC Code of Standard Practice Section 2.2, and are shown for the purposes of
illustration only.
The bolted details in Figures 2-4b and 2-5b can be used to provide field adjustability with
slotted holes as shown. Further adjustability can be provided in these details, if necessary,
by removing the bolts and clamping the connection elements for field welding.
Alternatively, when the slab edge angle or plate in Figure 2-4b is shown as field welded and
identified as adjustable in the contract documents, it can be provided to within a horizontal
tolerance of ± 3/8 in., per AISC Code of Standard Practice Section 7.13.1.3. However, if the
item was not shown as field welded and identified as adjustable in the contract documents,
it would likely be attached in the shop or attached in the field to facilitate the concrete pour
and not be suitable to provide for the necessary adjustment. The details in Figures 2-3b and
2-4b do not readily permit vertical adjustment of the adjustable material. However, the vertical position tolerance of ± 3/8 in. is less than the tolerance for the position of the spandrel
member itself, see AISC Code of Standard Practice Section 7.13.1.2(b). The manufacturing
tolerance for camber in the spandrel member is set by ASTM A6, as summarized in Table
1-22. The ASTM A6 limit for camber is 1/8 in. per 10 ft of length, thus, in most situations
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the vertical position tolerance in AISC Code of Standard Practice Section 7.13.1.3(b) should
be achieved indirectly. In general, spandrel members should not be cambered. Deflection of
spandrel members should be controlled by member stiffness. Figure 2-5b shows a detail in
which both horizontal and vertical adjustment can be achieved.
With adjustable connections specified in design and provided in fabrication, actions taken
on the job site will allow for a successful façade installation. Per the AISC Code of Standard
Practice definition of established column line (see Code of Standard Practice Glossary),
(a) Without adjustment
(not recommended)
(b) With adjustment
(recommended)
Fig. 2-3. Attaching cold-formed steel façade systems to structural steel framing.
(a) Without adjustment
(not recommended)
(b) With adjustment
(recommended)
Fig. 2-4. Attaching curtain wall façade systems to structural steel framing.
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(a) Without adjustment
(not recommended)
(b) With adjustment
(recommended)
Fig. 2-5. Attaching masonry façade systems to structural steel framing.
proper placement of this line by the owner’s designated representative for construction
based upon the actual column-center locations will assure that all subcontractors are working from the same information. When sufficient adjustment cannot be accommodated within
the adjustable connections provided, a common solution is to allow the building façade to
deviate (or drift) from the theoretical location to follow the as-built locations of the structural steel framing and concrete floor slabs. A survey of the as-built locations of these
elements can be used to adjust the placement of the building façade accordingly. In this case,
the adjustable connections can serve to ensure that no abrupt changes occur in the façade.
QUALITY CONTROL AND QUALITY ASSURANCE
Prior to 2010, quality control and quality assurance were addressed in the contract documents, Chapter M of the AISC Specification, and building codes. In the 2010 AISC
Specification, Chapter N, entitled Quality Control and Quality Assurance, has been added.
This chapter distinguishes between quality control, which is the responsibility of the fabricator and erector, and quality assurance, which is the responsibility of the owner, usually
through third party inspectors. The new provisions bring together requirements from diverse
sources of quality control (QC) and quality assurance (QA), so that plans for QC and
QA can be established on a project specific basis. Chapter N provides tabulated lists of
inspection tasks for both QC and QA. As in the case of the AISC Seismic Provisions, these
tasks are characterized as either “observe” or “perform.” Tasks identified as “observe” are
general and random. Tasks identified as “perform” are specific to the final acceptance of an
item in the work. The characterization of tasks as observe and perform is a substitute for the
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distinction between periodic and continuous inspection used in other codes and standards,
such as the International Building Code.
CAMBERING, CURVING AND STRAIGHTENING
Beam Camber and Sweep
Camber denotes a curve in the vertical plane. Sweep denotes a curve in the horizontal plane.
Camber and sweep occur naturally in members as received from the mill. The deviation of
the member from straight must be within the mill tolerances specified in ASTM A6/A6M.
When required by the contract documents, cambering and curving to a specified amount
can be provided by the fabricator per AISC Code of Standard Practice Sections 6.4.2 and
6.4.4, either by cold bending or by hot bending.
Cambering and curving induce residual stresses similar to those that develop in rolled
structural shapes as elements of the shape cool from the rolling temperature at different
rates. These residual stresses do not affect the available strength of structural members,
since the effect of residual stresses is considered in the provisions of the AISC Specification.
Cold Bending
The inelastic deformations required in common cold bending operations, such as for beam
cambering, normally fall well short of the strain-hardening range. Specific limitations on
cold-bending capabilities should be obtained from those that provide the service and from
Cold Bending of Wide-Flange Shapes for Construction (Bjorhovde, 2006). However, the
following general guidelines may be useful in the absence of other information:
1. The minimum radius for camber induced by cold bending in members up to a nominal
depth of 30 in. is between 10 and 14 times the depth of the member. Deeper members
may require a larger minimum radius.
2. Cold bending may be used to provide curving in members to practically any radius
desired.
3. A minimum length of 25 ft is commonly practical due to manufacturing/fabrication
equipment.
When curvatures and the resulting inelastic deformations are significant and corrective
measures are required, the effects of cold work on the strength and ductility of the structural
steels largely can be eliminated by thermal stress relief or annealing.
Hot Bending
The controlled application of heat can be used in the shop and field to provide camber or
curvature. The member is rapidly heated in selected areas that tend to expand, but are
restrained by the adjacent cooler areas, causing inelastic deformations in the heated areas
and a change in the shape of the cooled member.
The mechanical properties of steels are largely unaffected by such heating operations,
provided the maximum temperature does not exceed the temperature limitations given in
AISC Specification Section M2.1. Temperature-indicating crayons or other suitable means
should be used during the heating process to ensure proper regulation of the temperature.
Heat curving induces residual stresses that are similar to those that develop in hot-rolled
structural shapes as they cool from the rolling temperature because all parts of the shape do
not cool at the same rate.
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Truss Camber
Camber is provided in trusses, when required, by the fabricator per AISC Code of Standard
Practice Section 6.4.5, by geometric relocation of panel points and adjustment of member
lengths based upon the camber requirements as specified in the contract documents.
Straightening
All structural shapes are straightened at the mill after rolling, either by rotary or gag straightening, to meet the aforementioned mill tolerances. Similar processes and/or the controlled
application of heat can be used in the shop or field to straighten a curved or distorted
member. These processes are normally applied in a manner similar to those used to induce
camber and curvature and described above.
FIRE PROTECTION AND ENGINEERING
Provisions for structural design for fire conditions are found in Appendix 4 of the AISC
Specification. Complete coverage of fire protection and engineering for steel structures is
included in AISC Design Guide 19, Fire Resistance of Structural Steel Framing (Ruddy et
al., 2003).
CORROSION PROTECTION
In building structures, corrosion protection is not required for steel that will be enclosed by
building finish, coated with a contact-type fireproofing, or in contact with concrete. When
enclosed, the steel is trapped in a controlled environment and the products required for corrosion are quickly exhausted, as indicated in AISC Specification Commentary Section M3.
A similar situation exists when steel is fireproofed or in contact with concrete. Accordingly,
shop primer or paint is not required unless specified in the contract documents, per AISC
Specification Section M3.1. Per AISC Code of Standard Practice Section 6.5, steel that is to
remain unpainted need only be cleaned of heavy deposits of oil and grease by appropriate
means after fabrication.
Corrosion protection is required, however, in exterior exposed applications. Likewise,
steel must be protected from corrosion in aggressively corrosive applications, such as a paper
processing plant, a structure with oceanfront exposure, or when temperature changes can
cause condensation. Corrosion should also be considered when connecting steel to dissimilar
metals. Guidance on steel compatibility with metal fasteners is provided in Table 2-7.
When surface preparation other than the cleaning described above is required, an appropriate grade of cleaning should be specified in the contract documents according to the
Society for Protective Coatings (SSPC). A summary of the SSPC surface preparation specifications (SSPC, 2000) is provided in Table 2-8. SSPC SP 2 is the normal grade of cleaning
when cleaning is required.
For further information, refer to the publications of SSPC, the American Galvanizers
Association (AGA), and the National Association of Corrosion Engineers International
(NACE).
RENOVATION AND RETROFIT OF EXISTING STRUCTURES
The provisions in AISC Specification Section B6 govern the evaluation of existing structures. Historical data on available steel grades and hot-rolled structural shapes, including
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dimensions and properties, is available in AISC Design Guide 15, Rehabilitation and
Retrofit Guide (Brockenbrough, 2002) and the companion database of historic shape properties from 1873-1999 available at www.aisc.org. See also Ricker (1988) and Tide (1990).
THERMAL EFFECTS
Expansion and Contraction
The average coefficient of expansion, ε, for structural steel between 70 °F and 100 °F is
0.0000065 for each °F (Camp et al., 1951). This value is a reasonable approximation of the
coefficient of thermal expansion for temperatures less than 70 °F. For temperatures from 100
to 1, 200 °F, the change in length per unit length per °F, ε, is:
ε = (6.1 + 0.0019t)10-6
(2-9)
where t is the initial temperature in °F. The coefficients of expansion for other building
materials can be found in Table 17-11.
Although buildings are typically constructed of flexible materials, expansion joints are
often required in roofs and the supporting structure when horizontal dimensions are large.
The maximum distance between expansion joints is dependent upon many variables, including ambient temperature during construction and the expected temperature range during the
lifetime of the building.
Figure 2-6 (Federal Construction Council, 1974) provides guidance based on design
temperature change for maximum spacing of structural expansion joints in beam-andcolumn-framed buildings with pinned column bases and heated interiors. The report includes
data for numerous cities and gives five modification factors to be applied as appropriate:
Fig. 2-6. Recommended maximum expansion-joint spacing.
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1. If the building will be heated only and will have pinned column bases, use the maximum spacing as specified.
2. If the building will be air-conditioned as well as heated, increase the maximum spacing by 15% provided the environmental control system will run continuously.
3. If the building will be unheated, decrease the maximum spacing by 33%.
4. If the building will have fixed column bases, decrease the maximum spacing by 15%.
5. If the building will have substantially greater stiffness against lateral displacement in
one of the plan dimensions, decrease the maximum spacing by 25%.
When more than one of these design conditions prevail in a building, the percentile factor to be applied is the algebraic sum of the adjustment factors of all the various applicable
conditions. Most building codes include restrictions on location and maximum spacing of
fire walls, which often become default locations for expansion joints.
The most effective expansion joint is a double line of columns that provides a complete
and positive separation. Alternatively, low-friction sliding elements can be used. Such systems, however, are seldom totally friction-free and will induce some level of inherent
restraint to movement.
Elevated-Temperature Service
For applications involving short-duration loading at elevated temperature, the variations in
yield strength, tensile strength, and modulus of elasticity are given in AISC Design Guide
19, Fire Resistance of Structural Steel Framing (Ruddy et al., 2003). For applications
involving long-duration loading at elevated temperatures, the effects of creep must also be
considered. For further information, see Brockenbrough and Merritt (1999; pp. 1.20–1.22).
FATIGUE AND FRACTURE CONTROL
Avoiding Brittle Fracture
By definition, brittle fracture occurs by cleavage at a stress level below the yield strength.
Generally, a brittle fracture can occur when there is a sufficiently adverse combination of
tensile stress, temperature, strain rate and geometrical discontinuity (notch). The exact combination of these conditions and other factors that will cause brittle fracture cannot be
readily calculated. Consequently, the best guide in selecting steel material that is appropriate for a given application is experience.
The steels listed in AISC Specification Section A3.1a, Section A3.1c and Section A3.1d
have been successfully used in a great number of applications, including buildings, bridges,
transmission towers and transportation equipment, even at the lowest atmospheric temperatures encountered in the United States. Nonetheless, it is desirable to minimize the
conditions that tend to cause brittle fracture: triaxial state-of-stress, increased strain rate,
strain aging, stress risers, welding residual stresses, areas of reduced notch toughness, and
low-temperature service.
1. Triaxial state-of-stress: While shear stresses are always present in a uniaxial or biaxial
state-of-stress, the maximum shear stress approaches zero as the principal stresses
approach a common value in a triaxial state-of-stress. A triaxial state-of-stress can also
result from uniaxial loading when notches or geometrical discontinuities are present.
A triaxial state-of-stress will cause the yield stress of the material to increase above its
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nominal value, resulting in brittle fracture by cleavage, rather than ductile shear deformations. As a result, in the absence of critical-size notches, the maximum stress is
limited by the yield stress of the nearby unaffected material. Triaxial stress conditions
should be avoided, when possible.
2. Increased strain rate: Gravity loads, wind loads and seismic loads have essentially similar strain rates. Impact loads, such as those associated with heavy cranes, and blast
loads normally have increased strain rates, which tend to increase the possibility of
brittle fracture. Note, however, that a rapid strain rate or impact load is not a required
condition for the occurrence of brittle fracture.
3. Strain aging: Cold working of steel and the strain aging that normally results generally
increases the likelihood of brittle fracture, usually due to a reduction in ductility and
notch toughness. The effects of cold work and strain aging can be minimized by selecting a generous forming radius to eliminate or minimize strain hardening.
4. Stress risers: Fabrication operations, such as flame cutting and welding, may induce
geometric conditions or discontinuities that are crack-like in nature, creating stress risers. Intersecting welds from multiple directions should be avoided with properly sized
weld access holes to minimize the interaction of these various stress fields. Such conditions should be avoided, when possible, or removed or repaired when they occur.
5. Welding residual stresses: In the as-welded condition, residual stresses near the yield
strength of the material will be present in any weldment. Residual stresses and the possible accompanying distortions can be minimized through controlled welding
procedures and fabrication methods, including the proper positioning of the components of the joint prior to welding, the selection of welding sequences that will
minimize distortions, the use of preheat as appropriate, the deposition of a minimum
volume of weld metal with a minimum number of passes for the design condition, and
proper control of interpass temperatures and cooling rates. In fracture-sensitive applications, notch-toughness should be specified for both the base metal and the filler metal.
6. Areas of reduced notch toughness: Such areas can be found in the core areas of heavy
shapes and plates and the k-area of rotary-straightened W-shapes. Accordingly, AISC
Specification Sections A3.1c and Section A3.1d include special requirements for material notch toughness.
7. Low-temperature service: While steel yield strength, tensile strength, modulus of
elasticity, and fatigue strength increase as temperature decreases, ductility and toughness decrease. Furthermore, there is a temperature below which steel subjected to
tensile stress may fracture by cleavage, with little or no plastic deformation, rather
than by shear, which is usually preceded by considerable inelastic deformation. Note
that cleavage and shear are used in the metallurgical sense to denote different fracture
mechanisms.
When notch-toughness is important, Charpy V-notch testing can be specified to ensure a certain level of energy absorption at a given temperature, such as 15 ft-lb at 70 °F. Note that the
appropriate test temperature may be higher than the lowest operating temperature depending
upon the rate of loading. Although it is primarily intended for bridge-related applications,
the information in ASTM A709 Section S83 (including Tables S1.1, S1.2 and S1.3) may be
useful in determining the proper level of notch toughness that should be specified.
In many cases, weld metal notch toughness exceeds that of the base metal. Filler metals
can be selected to meet a desired minimum notch-toughness value. For each welding
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process, electrodes exist that have no specified notch toughness requirements. Such electrodes should not be assumed to possess any minimum notch-toughness value. When notch
toughness is necessary for a given application, the desired value or an appropriate electrode
should be specified in the contract documents.
For further information, refer to Fisher et al. (1998), Barsom and Rolfe (1999), and
Rolfe (1977).
Avoiding Lamellar Tearing
Although lamellar tearing is less common today, the restraint against solidified weld deposit
contraction inherent in some joint configurations can impose a tensile strain high enough to
cause separation or tearing on planes parallel to the rolled surface of the element being
joined. The incidence of this phenomenon can be reduced or eliminated through greater
understanding by designers, detailers and fabricators of the inherent directionality of rolled
steel, the importance of strains associated with solidified weld deposit contraction in the
presence of high restraint (rather than externally applied design forces), and the need to
adopt appropriate joint and welding details and procedures with proper weld metal for
through-thickness connections.
Dexter and Melendrez (2000) demonstrate that W-shapes are not susceptible to lamellar
tearing or other through-thickness failures when welded tee joints are made to the flanges at
locations away from member ends. When needed for other conditions, special production
practices can be specified for steel plates to assist in reducing the incidence of lamellar tearing by enhancing through-thickness ductility. For further information, refer to ASTM A770.
However, it must be recognized that it is more important and effective to properly design,
detail and fabricate to avoid highly restrained joints. AISC (1973) provides guidelines that
minimize potential problems.
WIND AND SEISMIC DESIGN
In general, nearly all building design and construction can be classified into one of two categories: wind and low-seismic applications, and high-seismic applications. For additional
discussion regarding seismic design and the applicability of the AISC Seismic Provisions,
see the Scope statement at the front of this manual.
Wind and Low-Seismic Applications
Wind and low-seismic applications are those in which the AISC Seismic Provisions are not
applicable. Such buildings are designed to meet the provisions in the AISC Specification
based upon the code-specified forces distributed throughout the framing assuming a nominally elastic structural response. The resulting systems have normal levels of ductility. It is
important to note that the applicable building code includes seismic design requirements
even if the AISC Seismic Provisions are not applicable. See the AISC Seismic Design
Manual for additional discussion.
High-Seismic Applications
High-seismic applications are those in which the building is designed to meet the provisions
in both the AISC Seismic Provisions and the AISC Specification. Note that it does not matter if wind or earthquake controls in this case. High-seismic design and construction will
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generally cost more than wind and low-seismic design and construction, as the resulting systems are designed to have high levels of ductility.
High-seismic lateral framing systems are configured to be capable of withstanding strong
ground motions as they undergo controlled ductile deformations to dissipate energy.
Consider the following three examples:
1. Special Concentrically Braced Frames (SCBF)—SCBF are generally configured so
that any inelasticity will occur by tension yielding and/or compression buckling in the
braces. The connections of the braces to the columns and beams and between the
columns and beams themselves must then be proportioned to remain nominally elastic as they undergo these deformations.
2. Eccentrically Braced Frames (EBF)—EBF are generally configured so that any inelasticity will occur by shear yielding and/or flexural yielding in the link. The beam
outside the link, connections, braces and columns must then be proportioned to remain
nominally elastic as they undergo these deformations.
3. Special Moment Frames (SMF)—SMF are generally configured so that any inelasticity will occur by flexural yielding in the girders near, but away from, the connection
of the girders to the columns. The connections of the girders to the columns and the
columns themselves must then be proportioned to remain nominally elastic as they
undergo these deformations. Intermediate moment frames (IMF) and ordinary moment
frames (OMF) are also configured to provide improved seismic performance, although
successively lower than that for SMF.
The code-specified base accelerations used to calculate the seismic forces are not necessarily maximums, but rather, they represent the intensity of ground motions that have been
selected by the code-writing authorities as reasonable for design purposes. Accordingly, the
requirements in both the AISC Seismic Provisions and the AISC Specification must be met
so that the resulting frames can then undergo controlled deformations in a ductile, welldistributed manner.
The design provisions for high-seismic systems are also intended to result in distributed
deformations throughout the frame, rather than the formation of story mechanisms, so as to
increase the level of available energy dissipation and corresponding level of ground motion
that can be withstood.
The member sizes in high-seismic frames will be larger than those in wind and lowseismic frames. The connections will also be much more robust so they can transmit the
member-strength-driven force demands. Net sections will often require special attention so
as to avoid having fracture limit states control. Special material requirements, design considerations and construction practices must be followed. For further information on the
design and construction of high-seismic systems, see the AISC Seismic Provisions, which
are available at www.aisc.org.
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PART 2 REFERENCES
Much of the material referenced in the Steel Construction Manual may be found at
www.aisc.org.
ACI (2008), Building Code Requirements for Structural Concrete and Commentary, ACI
318, American Concrete Institute, Farmington Hills, MI.
Allison, H. (1991), Low- and Medium-Rise Steel Buildings, Design Guide 5, AISC, Chicago,
IL.
AISC (1973), “Commentary on Highly Restrained Welded Connections,” Engineering
Journal, Vol. 10, No. 3, 3rd Quarter, American Institute of Steel Construction, Chicago, IL.
AISC (2005), Specification for Structural Steel Buildings, ANSI/AISC 360-05, American
Institute of Steel Construction, Chicago, IL.
AISC (2006), Seismic Design Manual, American Institute of Steel Construction, Chicago, IL.
AISC (2009), Detailing for Steel Construction, 3rd Ed., American Institute of Steel
Construction, Chicago, IL.
AISC (2010a), Specification for Structural Steel Buildings, ANSI/AISC 360-10, American
Institute of Steel Construction, Chicago, IL.
AISC (2010b), Seismic Provisions for Structural Steel Buildings, AISI/AISC 341-10,
American Institute of Steel Construction, Chicago, IL.
AISC (2010c), Code of Standard Practice for Steel Buildings and Bridges, American
Institute of Steel Construction, Chicago, IL.
AISC (2011), Design Examples, V. 14.0, American Institute of Steel Construction, Chicago,
IL.
ASCE (2010), Minimum Design Loads for Buildings and Other Structures, ASCE/SEI 7-10,
American Society of Civil Engineers, Reston, VA.
AWS (2007), Standard Symbols for Welding, Brazing, and Nondestructive Examination,
AWS A2.4, American Welding Society, Miami, FL.
AWS (2010), Structural Welding Code—Steel, AWS D1.1:2010, American Welding Society,
Miami, FL.
Barger, B.L. and West, M.A. (2001), “New OSHA Erection Rules: How They Affect
Engineers, Fabricators and Contractors,” Modern Steel Construction, May, AISC, Chicago,
IL.
Barsom, J.A. and Rolfe, S.T. (1999), Fracture and Fatigue Control in Structures: Applications
of Fracture Mechanics, 3rd Edition, ASTM, West Conshohocken, PA.
Bjorhovde, R, (2006), “Cold Bending of Wide-Flange Shapes for Construction,”
Engineering Journal, AISC, Vol. 43, No. 4, 4th Quarter, Chicago, IL, pp 271-286.
Brockenbrough, R.L. and Merritt, F.S. (1999), Structural Steel Designer’s Handbook,
3rd Edition, McGraw-Hill, New York, NY.
Brockenbrough, R.L. (2002), AISC Rehabilitation and Retrofit Guide—A Reference for
Historic Shapes and Specifications, Design Guide 15, AISC, Chicago, IL.
Camp, J.M., Francis, C.B. and McGannon H.E. (1951), The Making, Shaping and Treating
of Steel, 6th Edition, U.S. Steel, Pittsburgh, PA.
Carter, C.J. (1999), Stiffening of Wide-Flange Columns at Moment Connections: Wind and
Seismic Applications, Design Guide 13, AISC, Chicago, IL.
CASE (2003), A Guideline Addressing Coordination and Completeness of Structural
Construction Documents, Document 962D, Council of American Structural Engineers.
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Churches, C.H., Troup, E.W.J. and Angeloff, C. (2003), Steel-Framed Open-Deck Parking
Structures, Design Guide 18, AISC, Chicago, IL.
CISC (1989), Roof Framing with Cantilever (Gerber) Girders & Open Web Joists, Canadian
Institute of Steel Construction, Willowdale, Ontario, Canada.
Darwin, D. (1990), Steel and Composite Beams with Web Openings, Design Guide 2, AISC,
Chicago, IL.
Dexter, R.J. and Melendrez, M.I. (2000), “Through-Thickness Properties of Column
Flanges in Welded Moment Connections,” Journal of Structural Engineering, ASCE,
Vol. 126, No. 1, pp. 24–31.
DOD (2009), Design of Buildings to Resist Progressive Collapse, UFC 4-023-03, July.
Federal Construction Council (1974), Technical Report No. 65 Expansion Joints in Buildings,
National Research Council, Washington, DC.
Fisher, J.M. and West, M.A. (1997), Erection Bracing of Low-Rise Structural Steel Buildings,
Design Guide 10, AISC, Chicago, IL.
Fisher, J.M. (2004), Industrial Buildings—Roofs to Anchor Rods, Design Guide 7, 2nd Ed.,
AISC, Chicago, IL.
Fisher, J.M. and Kloiber, L.A. (2006), Base Plate and Anchor Rod Design, Design Guide 1,
2nd Ed., AISC, Chicago, IL.
Fisher, J.W., Kulak, G.L. and Smith, I.F.C. (1998), A Fatigue Primer for Structural
Engineers, NSBA/AISC, Chicago, IL.
Geschwindner, L.F. and Gustafson, K. (2010), “Single-Plate Shear Connection Design to
meet Structural Integrity Requirements,” Engineering Journal, AISC, Vol. 47, No. 3, 3rd
Quarter, pp. 189–202.
Griffis, L.G. (1992), Load and Resistance Factor Design of W-Shapes Encased in Concrete,
Design Guide 6, AISC, Chicago, IL.
Gross, J.L., Engelhardt, M.D., Uang, C.M., Kasai, K. and Iwankiw, N.R. (1999), Modification
of Existing Welded Steel Moment Frame Connections for Seismic Resistance, Design Guide
12, AISC, Chicago, IL.
ICC (2009), International Building Code, International Code Council, Falls Church, VA.
Kaehler, R.C., White, D.W. and Kim, Y.K. (2010), Web-Tapered Frame Design, Design
Guide 25, AISC, Chicago, IL.
Kulak, G.L. (2002), High Strength Bolts—A Primer for Structural Engineers, Design Guide
17, AISC, Chicago, IL.
Leon, R.T., Hoffman, J.J. and Staeger, T. (1996), Partially Restrained Composite
Connections, Design Guide 8, AISC, Chicago, IL.
Miller, D.K. (2006), Welded Connections—A Primer for Engineers, Design Guide 21, AISC,
Chicago, IL.
Murray, T.M. and Sumner, E.A. (2003), Extended End-Plate Moment Connections—Seismic
and Wind Applications, Design Guide 4, 2nd Ed., AISC, Chicago, IL.
Murray, T.M., Allen, D.E. and Ungar, E.E. (1997), Floor Vibrations Due to Human Activity,
Design Guide 11, AISC, Chicago, IL.
Murray, T.M. and Shoemaker, W.L. (2002), Flush and Extended Multiple-Row Moment
End-Plate Connections, Design Guide 16, AISC, Chicago, IL.
OSHA (2001), Safety and Health Standards for the Construction Industry, 29 CFR 1926
Part R Safety Standards for Steel Erection, Occupational Safety and Health
Administration, Washington, DC.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 02:14th Ed._
2–46
2/17/12
7:18 AM
Page 46
GENERAL DESIGN CONSIDERATIONS
Packer, J., Sherman, D. and Leece, M. (2010), Hollow Structural Section Connections,
Design Guide 24, AISC, Chicago, IL.
Parker, J.C. (2008), Façade Attachments to Steel-Framed Buildings, Design Guide 22,
AISC, Chicago, IL.
RCSC (2009), Specification for Structural Joints Using High-Strength Bolts, Research
Council on Structural Connections, Chicago, IL.
Ricker, D.T. (1988), “Field Welding to Existing Structures,” Engineering Journal, AISC,
Vol. 25, No. 1, 1st Quarter, pp. 1–16.
Rolfe, S.T. (1977), “Fracture and Fatigue Control in Steel Structures,” Engineering Journal,
AISC, Vol. 14, No. 1, 1st Quarter, pp. 2–15.
Rongoe, J. (1996), “Design Guidelines for Continuous Beams Supporting Steel Joist
Roof Structures,” Proceedings of the AISC National Steel Construction Conference,
pp. 23.1–23.44, AISC, Chicago, IL.
Ruby, D.I. (2008), Constructability of Structural Steel Buildings, Design Guide 23, AISC,
Chicago, IL.
Ruddy, J.L. (1986), “Ponding of Concrete Deck Floors,” Engineering Journal, AISC,
Vol. 23, No. 3, 3rd Quarter, pp. 107–115.
Ruddy, J.L., Marlo, J.P., Ioannides, S.A and Alfawakhiri, F. (2003), Fire Resistance of
Structural Steel Framing, Design Guide 19, AISC, Chicago, IL.
Sabelli, R. and Bruneau, M. (2006), Steel Plate Shear Walls, Design Guide 20, AISC,
Chicago, IL.
Seaburg, P.A. and Carter, C.J. (1997), Torsional Analysis of Structural Steel Members,
Design Guide 9, AISC, Chicago, IL.
SSPC (2000), Systems and Specifications: SSPC Painting Manual, Volume II, 8th Edition,
The Society for Protective Coatings, Pittsburgh, PA.
Thornton, W.A. (1995), “Connections: Art, Science, and Information in the Quest for
Economy and Safety,” Engineering Journal, AISC, Vol 32, No. 4, 4th Quarter, pp. 132–144.
Tide, R.H.R. (1990), “Reinforcing Steel Members and the Effects of Welding,” Engineering
Journal, AISC, Vol. 27, No. 4, 4th Quarter, pp. 129–131.
USGSA (2003), “Progressive Collapse Analysis and Design Guidelines for New Federal
Office Buildings and Major Modernization Projects,” U.S. General Services
Administration, Washington, DC.
West, M.A., Fisher, J.M. and Griffis, L.G. (2003), Serviceability Design Considerations for
Steel Buildings, Design Guide 3, 2nd Ed., AISC, Chicago, IL.
Wexler, N. and Lin, F.B. (2002), Staggered Truss Framing Systems, Design Guide 14, AISC,
Chicago, IL.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 02:14th Ed._
1/20/11
7:38 AM
Page 47
2–47
TABLES FOR THE GENERAL DESIGN AND SPECIFICATION OF MATERIALS
Table 2-2
Summary Comparison of Methods
for Stability Analysis and Design
Direct Analysis
Method
Effective Length
Method
None
Δ2nd /Δ1st ≤ 1.5
Limitations on Usea
First-Order Analysis
Method
Δ2nd /Δ1st ≤ 1.5
α Pr /Py ≤ 0.5
Second-order elasticb
Analysis Type
Geometry of
Structure
First-order elastic
All three methods use the undeformed geometry in the analysis.
Minimum or
Additional Lateral
Loads Required
in the Analysis
Minimum;c 0.2%
of the story
gravity load
Member Stiffnesses
Used in the Analysis
Reduced EA and EI
Design of Columns
K = 1 for all frames
K = 1 for braced frames. For
moment frames, determine K
from sidesway buckling analysisd
K = 1 for all framese
Chapter C
Appendix Section 7.2
Appendix Section 7.3
Specification
Reference for
Method
Minimum; 0.2%
of the story
gravity load
Additive; at least
0.42% of the
story gravity load
Nominal EA and EI
Δ2nd ⁄Δ1st is the ratio of second-order drift to first-order drift, which can be taken to be equal to B2 calculated per Appendix 8. Δ2nd ⁄Δ1st is
determined using LRFD load combinations or a multiple of 1.6 times ASD load combinations.
Either a general second-order analysis method or second-order analysis by amplified first-order analysis (the “B1-B2 method” described in
Appendix 8) can be used.
c
This notional load is additive if Δ2nd ⁄Δ1st >1.5.
d
K = 1 is permitted for moment frames when Δ2nd ⁄Δ1st ≤1.1.
e
An additional amplification for member curvature effects is required for columns in moment frames.
a
b
Table 2-3
AISI Standard Nomenclature
for Flat-Rolled Carbon Steel
Width, in.
1
Thickness, in.
To
3 1⁄2 incl.
Over 3 ⁄2
To 6
Over 6
To 8
Over 8
To 12
Over 12
To 48
Over 48
0.2300 & thicker
Bar
Bar
Bar
Plate
Plate
Plate
0.2299 to 0.2031
Bar
Bar
Strip
Strip
Sheet
Plate
0.2030 to 0.1800
Strip
Strip
Strip
Strip
Sheet
Plate
0.1799 to 0.0449
Strip
Strip
Strip
Strip
Sheet
Sheet
0.0448 to 0.0344
Strip
Strip
0.0343 to 0.0255
Strip
0.0254 & thinner
Hot-rolled sheet and strip not generally produced
in these widths and thicknesses
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 02_14th Ed._February 25, 2013 14-11-10 10:18 AM Page 48
2–48
(Black plate)
GENERAL DESIGN CONSIDERATIONS
Table 2-4
Applicable ASTM Specifications
for Various Structural Shapes
ASTM
Designation
A36
36
35
60
42
58
46
58
Gr. B
Carbon
Gr. C
A501
A529c
A572
HighStrength
LowAlloy
A618f
Corrosion
Resistant
HighStrength
Low-Alloy
46
62
50
62
58
Gr. A
36
50
70
Gr. 50
50
65-100
Gr. 55
55
70-100
Gr. 42
42
60
Gr. 50
50
65 d
Gr. 55
55
70
Gr. 60e
60
75
Gr. 65e
65
80
Gr. I & II
50g
70 g
Gr. III
50
65
50
50h
60 h
60
60
75
65
65
80
70
70
90
50
65 i
42j
63 j
46k
67 k
l
50
70 l
A588
50
70
A847
50
70
A992
A242
W
M
S
HP
C
MC
L
Rect.
Pipe
58-80
Gr. B
A913
HSS
b
A53 Gr. B
A500
Applicable Shape Series
Round
Steel
Type
Fy Min.
Fu
Yield Tensile
Stress Stressa
(ksi)
(ksi)
= Preferred material specification
= Other applicable material specification, the availability of which should be confirmed prior to specification
= Material specification does not apply
a
Minimum unless a range is shown.
For shapes over 426 lb/ft, only the minimum of 58 ksi applies.
c
For shapes with a flange thickness less than or equal to 11⁄2 in. only. To improve weldability, a maximum carbon equivalent can be specified
(per ASTM Supplementary Requirement S78). If desired, maximum tensile stress of 90 ksi can be specified (per ASTM Supplementary
Requirement S79).
d
If desired, maximum tensile stress of 70 ksi can be specified (per ASTM Supplementary Requirement S81).
e
For shapes with a flange thickness less than or equal to 2 in. only.
f
ASTM A618 can also be specified as corrosion-resistant; see ASTM A618.
g
Minimum applies for walls nominally 3⁄4-in. thick and under. For wall thicknesses over 3⁄4 in., Fy = 46 ksi and Fu = 67 ksi.
h
If desired, maximum yield stress of 65 ksi and maximum yield-to-tensile strength ratio of 0.85 can be specified (per ASTM Supplementary
Requirement S75).
i
A maximum yield-to-tensile strength ratio of 0.85 and carbon equivalent formula are included as mandatory in ASTM A992.
j
For shapes with a flange thickness greater than 2 in. only.
k
For shapes with a flange thickness greater than 11⁄2 in. and less than or equal to 2 in. only.
l
For shapes with a flange thickness less than or equal to 11⁄2 in. only.
b
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 02_14th Ed._February 25, 2013 14-11-10 10:21 AM Page 49
(Black plate)
TABLES FOR THE GENERAL DESIGN AND SPECIFICATION OF MATERIALS
2–49
Table 2-5
Applicable ASTM Specifications
for Plates and Bars
Steel
Type
ASTM
Designation
A36
Carbon
A529
HighStrength
LowAlloy
A572
Gr. 50
32
58-80
36
58-80
50
70-100
b
b
b
b
Gr. 55
55
70-100
Gr. 42
42
60
Gr. 50
50
65
Gr. 55
55
70
Gr. 60
60
75
Gr. 65
Corrosion
Resistant
HighStrength
Low-Alloy
Thickness of Plates and Bars, in.
Fy Min.
Fu
over over over over over over over over
Yield Tensile to 0.75 1.25 1.5 2 to 2.5 4 to 5 to 6 to
Stress Stressa 0.75 to
to to 2 2.5 to 4
5
6
8
over
(ksi)
(ksi) incl. 1.25 1.5 incl. incl. incl. incl. incl. incl.
8
A242
A588
Quenched
and
Tempered
Alloy
A514c
Quenched
and
Tempered
Low-Alloy
A852c
65
80
42
63
46
67
50
70
42
63
46
67
50
70
90
100-130
100
110-130
70
90-110
b
b
= Preferred material specification
= Other applicable material specification, the availability of which should be confirmed prior to specification
= Material specification does not apply
a
b
c
Minimum unless a range is shown.
Applicable to bars only above 1-in. thickness.
Available as plates only.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 02_14th Ed._ 22/02/12 2:47 PM Page 50
2–50
GENERAL DESIGN CONSIDERATIONS
Table 2-6
Applicable ASTM Specifications for
Various Types of Structural Fasteners
A108
d
A325
A490d
F1852d
F2280d
A194 Gr. 2H
A563
F436b
F959
A36
A193 Gr. B7e
A307 Gr. A
A354 Gr. BD
A449
A572
Gr. 42
Gr. 50
Gr. 55
Gr. 60
Gr. 65
A588
A687
F1554 Gr. 36
Gr. 55
Gr. 105
—
—
—
—
—
—
—
—
—
—
—
36
—
—
—
—
—
—
—
—
—
42
50
55
60
65
42
46
50
105
36
55
105
65
0.375 to 0.75, incl.
105
over 1 to 1.5, incl.
120
0.5 to 1, incl.
150
0.5 to 1.5
105
1.125
120
0.5 to 1, incl.
150
0.5 to 1.125, incl.
—
0.25 to 4
—
0.25 to 4
—
0.25 to 4
—
0.5 to 1.5
58-80
to 10
100
over 4 to 7
115
over 2.5 to 4
125
2.5 and under
60
0.25 to 4
140
2.5 to 4, incl.
150
0.25 to 2.5, incl.
90
1.75 to 3, incl.
105
1.125 to 1.5, incl.
120
0.25 to 1, incl.
60
to 6
65
to 4
70
to 2
75
to 1.25
80
to 1.25
63
Over 5 to 8, incl.
67
Over 4 to 5, incl.
70
4 and under
150 max.
0.625 to 3
58-80
0.25 to 4
75-95
0.25 to 4
125-150
0.25 to 3
Threaded
& Nutted
Headed
Hooked
Steel Headed Stud
Anchors
Threaded Rods
Direct-TensionIndicator Washers
Washers
Nuts
Anchor Rods
Common Bolts
Twist-Off-Type
Tension-Control
ASTM
Designation
Fy
Min.
Fu
Yield Tensile
Stress Stressa Diameter Range
(ksi)
(ksi)
(in.)
Conventional
HighStrength
Bolts
c
c
c
= Preferred material specification
= Other applicable material specification, the availability of which should be confirmed prior to specification
= Material specification does not apply
— Indicates that a value is not specified in the material specification.
a
Minimum unless a range is shown or maximum (max.) is indicated.
b
Special washer requirements may apply per RCSC Specification Table 6.1 for some steel-to-steel bolting applications and per Part 14 for
anchor-rod applications.
c
See AISC Specification Section J3.1 for limitations on use of ASTM A449 bolts.
d
When atmospheric corrosion resistance is desired, Type 3 can be specified.
e
For anchor rods with temperature and corrosion resistance characteristics.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 02:14th Ed._
1/20/11
7:38 AM
Page 51
2–51
TABLES FOR THE GENERAL DESIGN AND SPECIFICATION OF MATERIALS
Table 2-7
Metal Fastener Compatibility
to Resist Corrosion
Fastener Metal
Base Metal
Zinc and Galvanized Steel
Martensitic
Stainless
Steel
(Type 410)
Austenitic
Stainless
Steel (Type
302/304,
303, 305)
C
C
C
B
Zinc and
Galvanized
Steel
Aluminum
and
Aluminum
Alloys
Steel and
Cast Iron
Brasses,
Copper,
Bronzes,
Monel
A
B
B
Aluminum and Aluminum
Alloys
A
A
B
C
Not
Recommended
Steel and Cast Iron
A, D
A
A
C
C
B
Terne (Lead-Tin) Plated
Steel Sheets
A, D, E
A, E
A, E
C
C
B
Brasses, Copper, Bronzes,
Monel
A, D, E
A, E
A, E
A
A
B
Ferritic Stainless Steel
(Type 430)
A, D, E
A, E
A, E
A
A
A
Austenitic Stainless Steel
(Type 302/304)
A, D, E
A, E
A, E
A, E
A
A
KEY
A. The corrosion of the base metal is not increased by the fastener.
B. The corrosion of the base metal is marginally increased by the fastener.
C. The corrosion of the base metal may be markedly increased by the fastener material.
D. The plating on the fastener is rapidly consumed, leaving the bare fastener metal.
E. The corrosion of the fastener is increased by the base metal.
NOTE: Surface treatment and environment can change activity. For a more thorough understanding of metal corrosion in construction
materials, please consult a full listing of the galvanic series of metals and alloys.
Note: Reprinted from the Specialty Steel Industry of North America Stainless Steel Fasteners Designer’s Handbook.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 02:14th Ed._
1/20/11
7:38 AM
Page 52
2–52
GENERAL DESIGN CONSIDERATIONS
Table 2-8
Summary of Surface
Preparation Specifications
SSPC
Specification
No.
Title
Description
SP1
Solvent
Cleaning
Removal of oil, grease, dirt, soil, salts and contaminants by cleaning with solvent,
vapor, alkali, emulson or steam.
SP2
Hand-Tool
Cleaning
Removal of all loose rust, loose mill scale and loose paint to degree specified, by
hand-chipping, scraping, sanding and wire brushing.
SP3
Power-Tool
Cleaning
Removal of all loose rust, loose mill scale and loose paint to degree specified, by
power-tool chipping, descaling, sanding, wire brushing, and grinding.
SP5/NACE No.1
Metal Blast
Cleaning
Removal of all visible rust, mill scale, paint and foreign matter by blast-cleaning
by wheel or nozzle (dry or wet) using sand, grit or shot. (For very corrosive
atmospheres where high cost of cleaning is warranted.)
SP6/NACE No.3
Commercial BlastCleaning
Blast-cleaning until at least two-thirds of the surface area is free of all visible
residues. (For conditions where thoroughly cleaned surface is required.)
SP7/NACE No. 4
Brush-Off BlastCleaning
Blast-cleaning of all except tightly adhering residues of mill scale, rust and
coatings, exposing numerous evenly distributed flecks of underlying metal.
SP8
Pickling
Complete removal of rust and mill scale by acid-pickling, duplex-pickling or
electrolytic pickling.
SP10/NACE No.2
Near-White
Blast-Cleaning
Blast-cleaning to nearly white metal cleanliness, until at least 95% of the
surface area is free of all visible residues. (For high humidity, chemical
atmosphere, marine or other corrosive environments.)
SP11
Power-Tool
Cleaning to
Bare Metal
Complete removal of all rust, scale and paint by power tools, with resultant
surface profile.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3A:14th Ed.
4/1/11
8:45 AM
Page 1
3–1
PART 3
DESIGN OF FLEXURAL MEMBERS
SCOPE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–4
SECTION PROPERTIES AND AREAS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–4
For Flexure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–4
For Shear . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–4
FLEXURAL STRENGTH . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–4
Braced, Compact Flexural Members . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–4
Unbraced Flexural Members . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–4
Noncompact or Slender Cross Sections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–4
Available Flexural Strength for Weak-Axis Bending . . . . . . . . . . . . . . . . . . . . . . . . . 3–4
LOCAL BUCKLING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–6
Determining the Width-to-Thickness Ratios of the Cross Section . . . . . . . . . . . . . . . 3–6
Classification of Cross Sections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–6
LATERAL-TORSIONAL BUCKLING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–6
Classification of Spans for Flexure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–6
Consideration of Moment Gradient . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–6
AVAILABLE SHEAR STRENGTH . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–7
STEEL W-SHAPE BEAMS WITH COMPOSITE SLABS . . . . . . . . . . . . . . . . . . . . . . 3–7
Concrete Slab Effective Width . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–7
Steel Anchors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–7
Available Flexural Strength for Positive Moment . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–7
Shored and Unshored Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–8
Available Shear Strength . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–8
OTHER SPECIFICATION REQUIREMENTS AND
DESIGN CONSIDERATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–8
Special Requirements for Heavy Shapes and Plates . . . . . . . . . . . . . . . . . . . . . . . . . . 3–8
Serviceability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–8
DESIGN TABLE DISCUSSION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–9
Flexural Design Tables . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–9
W-Shape Selection Tables . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–9
Maximum Total Uniform Load Tables . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–10
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3A:14th Ed.
3–2
2/24/11
8:39 AM
Page 2
DESIGN OF FLEXURAL MEMBERS
Plots of Available Flexural Strength vs. Unbraced Length . . . . . . . . . . . . . . . . . . . . 3–11
Available Flexural Strength of HSS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–11
Strength of Other Flexural Members . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–12
Composite Beam Selection Tables . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–12
Beam Diagrams and Formulas . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–16
PART 3 REFERENCES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–17
DESIGN TABLES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–18
Flexural Design Tables . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–18
Table 3-1. Values of Cb for Simply Supported Beams . . . . . . . . . . . . . . . . . . . . 3–18
W-Shape Selection Tables . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–19
Table 3-2. W-Shapes—Selection by Zx . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–19
Table 3-3. W-Shapes—Selection by Ix . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–28
Table 3-4. W-Shapes—Selection by Zy . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–30
Table 3-5. W-Shapes—Selection by Iy . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–33
Maximum Total Uniform Load Tables . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–35
Table 3-6. W-Shapes—Maximum Total Uniform Load . . . . . . . . . . . . . . . . . . . 3–35
Table 3-7. S-Shapes—Maximum Total Uniform Load . . . . . . . . . . . . . . . . . . . . 3–80
Table 3-8. C-Shapes—Maximum Total Uniform Load . . . . . . . . . . . . . . . . . . . . 3–85
Table 3-9. MC-Shapes—Maximum Total Uniform Load . . . . . . . . . . . . . . . . . . 3–91
Plots of Available Flexural Strength vs. Unbraced Length . . . . . . . . . . . . . . . . . . . 3–99
Table 3-10. W-Shapes—Plots of Available Moment vs. Unbraced Length . . . . 3–99
Table 3-11. C- and MC-Shapes—Plots of Available Moment vs.
Unbraced Length . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–135
Available Flexural Strength of HSS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–143
Table 3-12. Rectangular HSS—Available Flexural Strength . . . . . . . . . . . . . . 3–143
Table 3-13. Square HSS—Available Flexural Strength . . . . . . . . . . . . . . . . . . . 3–147
Table 3-14. Round HSS—Available Flexural Strength . . . . . . . . . . . . . . . . . . . 3–148
Table 3-15. Pipe—Available Flexural Strength . . . . . . . . . . . . . . . . . . . . . . . . . 3–151
Strength of Other Flexural Members . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–152
Tables 3-16 and 3-17. Available Shear Stress in Plate Girders . . . . . . . . . . . . . 3–152
Table 3-18. Floor Plates . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–156
Composite Beam Selection Tables . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–158
Table 3-19. Composite W-Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–158
Table 3-20. Lower-Bound Elastic Moment of Inertia . . . . . . . . . . . . . . . . . . . . 3–192
Table 3-21. Nominal Horizontal Shear Strength for One Steel Headed
Stud Anchor, Qn . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–209
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DESIGN OF FLEXURAL MEMBERS
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Beam Diagrams and Formulas . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–210
Table 3-22a. Concentrated Load Equivalents . . . . . . . . . . . . . . . . . . . . . . . . . . 3–210
Table 3-22b. Cantilevered Beams . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–211
Table 3-22c. Continuous Beams . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3–212
Table 3-23. Shears, Moments and Deflections . . . . . . . . . . . . . . . . . . . . . . . . . 3–213
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DESIGN OF FLEXURAL MEMBERS
SCOPE
The specification requirements and other design considerations summarized in this Part
apply to the design of flexural members subject to uniaxial flexure without axial forces or
torsion. For the design of members subject to biaxial flexure and/or flexure in combination
with axial tension or compression and/or torsion, see Part 6.
SECTION PROPERTIES AND AREAS
For Flexure
Flexural design properties are based upon the full cross section with no reduction for bolt
holes when the limitations in AISC Specification Section F13.1(a) are satisfied. Otherwise,
the flexural design properties are based upon a flexural rupture check given in AISC
Specification Section F13.1(b).
For Shear
For shear, the area is determined per AISC Specification Chapter G.
FLEXURAL STRENGTH
The nominal flexural strength of W-shapes is illustrated as a function of the unbraced length,
Lb, in Figure 3-1. The available strength is determined as φMn or Mn /Ω, which must equal
or exceed the required strength (bending moment), Mu or Ma, respectively. The available
flexural strength, φMn or Mn /Ω, is determined per AISC Specification Chapter F. Table User
Note F1.1 outlines the sections of Chapter F and the corresponding limit states applicable to
each member type.
Braced, Compact Flexural Members
When flexural members are braced (Lb ≤ Lp) and compact (λ ≤ λp), yielding must be considered in the nominal moment strength of the member, in accordance with the requirements
of AISC Specification Chapter F.
Unbraced Flexural Members
When flexural members are unbraced (Lb > Lp), have flange width-to-thickness ratios such
that λ > λp, or have web width-to-thickness ratios such that λ > λp, lateral-torsional and elastic buckling effects must be considered in the calculation of the nominal moment strength
of the member.
Noncompact or Slender Cross Sections
For flexural members that have width-to-thickness ratios such that λ > λp, local buckling
must be considered in the calculation of the nominal moment strength of the member.
Available Flexural Strength for Weak-Axis Bending
The design of flexural members subject to weak-axis bending is similar to that for strongaxis bending, except that lateral-torsional buckling and web local buckling do not apply. See
AISC Specification Section F6.
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FLEXURAL STRENGTH
Lp =1.76ry
Lr = 1.95rts
E
0.7Fy
E
Fy
(Spec. Eq. F2-5)
2
⎛ 0.7Fy ⎞
⎛ Jc ⎞
Jc
+ ⎜
+ 6.76 ⎜
⎟
⎟
S x ho
⎝ S x ho ⎠
⎝ E ⎠
2
(Spec. Eq. F2-6)
(3-1)
M r = 0.7Fy S x
For cross sections with noncompact flanges:
⎛ λ − λ pf ⎞
M p′ = M n = M p − M p − 0.7Fy S x ⎜
⎟
⎝ λrf − λ pf ⎠
(from Spec. Eq. F3-1)
M −M′
) ((Mp − Mp ))
(3-2)
)
(
(
Lp′ = Lp + Lr − Lp
p
r
Fig. 3-1. General available flexural strength of beams.
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DESIGN OF FLEXURAL MEMBERS
LOCAL BUCKLING
Determining the Width-to-Thickness Ratios
of the Cross Section
Flexural members are classified for flexure on the basis of the width-to-thickness ratios of
the various elements of the cross section. The width-to-thickness ratio, λ, is determined for
each element of the cross section per AISC Specification Section B4.1.
Classification of Cross Sections
Cross sections are classified as follows:
• Flexural members are compact (the plastic moment can be reached without local buckling) when λ is equal to or less than λp and the flange(s) are continuously connected to
the web(s).
• Flexural members are noncompact (local buckling will occur, but only after initial
yielding) when λ exceeds λ p but is equal to or less than λr.
• Flexural members are slender-element cross sections (local buckling will occur prior to
yielding) when λ exceeds λr.
The values of λp and λr are determined per AISC Specification Section B4.1.
LATERAL-TORSIONAL BUCKLING
Classification of Spans for Flexure
Flexural members bent about their strong axis are classified on the basis of the length, Lb ,
between braced points. Braced points are points at which support resistance against lateraltorsional buckling is provided per AISC Specification Appendix 6, Section 6.3. Classifications
are determined as follows:
• If L b ≤ L p , flexural member is not subject to lateral-torsional buckling.
• If L p < L b ≤ L r , flexural member is subject to inelastic lateral-torsional buckling.
• If L b > Lr , flexural member is subject to elastic lateral-torsional buckling.
The values of Lp and Lr are determined per AISC Specification Chapter F. These values are
presented in Tables 3-2, 3-6, 3-7, 3-8, 3-9, 3-10 and 3-11. Note that for cross sections with
noncompact flanges, the value given for Lp in these tables is L′p as given in Equation 3-2 of
Figure 3-1. In Tables 3-10 and 3-11, Lp is defined by • and Lr by °.
Lateral-torsional buckling does not apply to flexural members bent about their weak axis or
HSS bent about either axis, per AISC Specification Sections F6, F7 and F8.
Consideration of Moment Gradient
When Lb > Lp, the moment gradient between braced points can be considered in the determination of the available strength using the lateral-torsional buckling modification factor,
Cb, herein referred to as the LTB modification factor. In the case of a uniform moment
between braced points causing single-curvature of the member, Cb = 1.0. This represents the
worst case and Cb can be conservatively taken equal to 1.0 for use with the maximum
moment between braced points in most designs. See AISC Specification Commentary
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STEEL W-SHAPE BEAMS WITH COMPOSITE SLABS
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Section F1 for further discussion. A nonuniform moment gradient between braced points can
be considered using Cb calculated as given in AISC Specification Equation F1-1. Exceptions
are provided as follows:
1. As an alternative, when the moment diagram between braced points is a straight line,
Cb can be calculated as given in AISC Specification Commentary Equation C-F1-1.
2. For cantilevers or overhangs where the free end is unbraced, Cb = 1.0 per AISC
Specification Section F1.
3. For tees with the stem in compression, Cb = 1.0 as recommended in AISC Specification
Commentary Section F9.
AVAILABLE SHEAR STRENGTH
For flexural members, the available shear strength, φVn or Vn /Ω, which must equal or
exceed the required strength, Vu or Va, respectively, is determined in accordance with AISC
Specification Chapter G. Values of φVn and Vn /Ω can be found in Tables 3-2, 3-6, 3-7, 3-8
and 3-9.
STEEL W-SHAPE BEAMS WITH COMPOSITE SLABS
The following pertains to W-shapes with composite concrete slabs in regions of positive
moment. For composite flexural members in regions of negative moment, see AISC
Specification Chapter I. For further information on composite design and construction, see
Viest et al. (1997).
Concrete Slab Effective Width
The effective width of a concrete slab acting compositely with a steel beam is determined
per AISC Specification Section I3.1a.
Steel Anchors
Material, placement and spacing requirements for steel anchors are given in AISC
Specification Chapter I. The nominal shear strength, Qn, of one steel headed stud anchor is
determined per AISC Specification Section I8.2a and is tabulated for common design conditions in Table 3-21. The horizontal shear strength, V r′, at the steel-concrete interface will
be the least of the concrete crushing strength, steel tensile yield strength, or the shear
strength of the steel anchors. Table 3-21 considers only the limit state of shear strength of a
steel headed stud anchor.
Available Flexural Strength for Positive Moment
The available flexural strength of a composite beam subject to positive moment is determined per AISC Specification Section I3.2a assuming a uniform compressive stress of
0.85fc′ and zero tensile strength in the concrete, and a uniform stress of Fy in the tension area
(and compression area, if any) of the steel section. The position of the plastic neutral axis
(PNA) can then be determined by static equilibrium.
Per AISC Specification Section I3.2d, enough steel anchors must be provided between a
point of maximum moment and the nearest point of zero moment to transfer the total horizontal shear force, V r′, between the steel beam and concrete slab, where V r′ is determined per
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DESIGN OF FLEXURAL MEMBERS
AISC Specification Section I3.2d(1). For partial composite design, the horizontal shear
strength, V r′, controls the available flexural strength of the composite flexural member.
Shored and Unshored Construction
The available flexural strength is identical for both shored and unshored construction. In
unshored construction, issues such as lateral support during construction and constructionload deflection may require consideration.
Available Shear Strength
Per AISC Specification Section I4, the available shear strength for composite beams is determined as illustrated previously for steel beams.
OTHER SPECIFICATION REQUIREMENTS AND
DESIGN CONSIDERATIONS
The following other specification requirements and design considerations apply to the
design of flexural members.
Special Requirements for Heavy Shapes and Plates
For beams with complete-joint-penetration groove welded joints and made from heavy
shapes with a flange thickness exceeding 2 in., see AISC Specification Sections A3.1c.
For built-up sections consisting of plates with a thickness exceeding 2 in., see Section
A3.1d.
Serviceability
Serviceability requirements, per AISC Specification Chapter L, should be appropriate for
the application. This includes an appropriate limit on the deflection of the flexural member
and the vibration characteristics of the system of which the flexural member is a part. See
also AISC Design Guide 3, Serviceability Design Considerations for Steel Buildings (West
et al., 2003), AISC Design Guide 5, Low- and Medium-Rise Steel Buildings (Allison, 1991)
and AISC Design Guide 11, Floor Vibrations Due to Human Activity (Murray et al., 1997).
The maximum vertical deflection, Δ, can be calculated using the equations given in
Tables 3-22 and 3-23. Alternatively, for common cases of simple-span beams and I-shaped
members and channels, the following equation can be used:
Δ = ML2 /(C1Ix )
(3-3)
where
M = maximum service-load moment, kip-ft
L = span length, ft
Ix = moment of inertia, in.4
C1 = loading constant (see Figure 3-2) which includes the numerical constants appropriate for the given loading pattern, E (29,000 ksi), and a ft-to-in. conversion factor of
1,728 in.3/ft3.
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DESIGN TABLE DISCUSSION
DESIGN TABLE DISCUSSION
Flexural Design Tables
Table 3-1. Values of Cb for Simply Supported Beams
Values of the LTB modification factor, Cb, are given for various loading conditions on simple-span beams in Table 3-1.
W-Shape Selection Tables
Table 3-2. W-Shapes—Selection by Zx
W-shapes are sorted in descending order by strong-axis flexural strength and then grouped
in ascending order by weight with the lightest W-shape in each range in bold. Strong-axis
available strengths in flexure and shear are given for W-shapes with Fy = 50 ksi (ASTM
A992). Cb is taken as unity.
For compact W-shapes, when Lb ≤ Lp, the strong-axis available flexural strength, φb Mpx
or Mpx /Ωb, can be determined using the tabulated strength values. When L p < L b ≤ Lr ,
linearly interpolate between the available strength at L p and the available strength at L r
as follows:
LRFD
ASD
φb Mn = Cb [φb Mpx ⫺ φb BF(Lb − Lp)]
≤ φb Mpx
(3-4a)
Mn
BF
⎡ M px
⎤
= Cb ⎢
–
(Lb – L p ) ⎥
Ωb
Ω
Ω
b
⎣ b
⎦
(3-4b)
M px
≤
Ωb
Fig. 3-2. Loading constants for use in determining simple beam deflections.
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DESIGN OF FLEXURAL MEMBERS
where
BF =
( M px − Mrx )
( Lr − L p )
(3-5)
L p = for compact sections, see Figure 3-1, AISC Specification Equation F2-5
= for noncompact sections, L p = L ′p , see Figure 3-1, Equation 3-2
= see Figure 3-1, AISC Specification Equation F2-6
M px = Fy Z x for compact sections
Lr
(Spec. Eq. F2-1)
= M ′p as given in Figure 3-1, AISC Specification Equation F3-1, for noncompact
sectionss
Mrx = Mr , see Figure 3-1
φ b = 0.90
Ω b = 1.67
When Lb > Lr, see Table 3-10.
The strong-axis available shear strength, φvVnx or Vnx /Ωv , can be determined using the
tabulated value.
Table 3-3. W-Shapes—Selection by Ix
W-shapes are sorted in descending order by strong-axis moment of inertia, Ix, and then
grouped in ascending order by weight with the lightest W-shape in each range in bold.
Table 3-4. W-Shapes—Selection by Zy
W-shapes are sorted in descending order by weak-axis flexural strength and then grouped in
ascending order by weight with the lightest W-shape in each range in bold. Weak-axis available strengths in flexure are given for W-shapes with Fy = 50 ksi (ASTM A992). Cb is taken
as unity.
For noncompact W-shapes, the tabulated values of Mny /Ωb and φb Mny have been adjusted
to account for the noncompactness.
The weak-axis available shear strength must be checked independently.
Table 3-5. W-Shapes—Selection by Iy
W-shapes are sorted in descending order by weak-axis moment of inertia, Iy, and then
grouped in ascending order by weight with the lightest W-shape in each range in bold.
Maximum Total Uniform Load Tables
Table 3-6. W-Shapes—Maximum Total Uniform Load
Maximum total uniform loads on braced (Lb ≤ Lp) simple-span beams bent about the strong
axis are given for W-shapes with Fy = 50 ksi (ASTM A992). The uniform load constant,
φbWc or Wc /Ω b (kip-ft), divided by the span length, L (ft), provides the maximum total uniform load (kips) for a braced simple-span beam bent about the strong axis. This is based on
the available flexural strength as discussed for Table 3-2.
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The strong-axis available shear strength, φvVn or Vn /Ωv , can be determined using the tabulated value. Above the heavy horizontal line in the tables, the maximum total uniform load
is limited by the strong-axis available shear strength.
The tabulated values can also be used for braced simple-span beams with equal concentrated loads spaced as shown in Table 3-22a if the concentrated loads are first converted to
an equivalent uniform load.
Table 3-7. S-Shapes—Maximum Total Uniform Load
Table 3-7 is similar to Table 3-6, except it covers S-shapes with Fy = 36 ksi (ASTM A36).
Table 3-8. C-Shapes—Maximum Total Uniform Load
Table 3-8 is similar to Table 3-6, except it covers C-shapes with Fy = 36 ksi (ASTM A36).
Table 3-9. MC-Shapes—Maximum Total Uniform Load
Table 3-9 is similar to Table 3-6, except it covers MC-shapes with Fy = 36 ksi (ASTM A36).
Plots of Available Flexural Strength vs. Unbraced Length
Table 3-10. W-Shapes—Plots of Available Moment vs.
Unbraced Length
The strong-axis available flexural strength, φb Mn or Mn /Ω b, is plotted as a function of
the unbraced length, Lb, for W-shapes with Fy = 50 ksi (ASTM A992). The plots show
the total available strength for an unbraced length, Lb. The moment demand due to all
applicable load combinations on that segment may not exceed the strength shown for
Lb. Cb is taken as unity.
When the plotted curve is solid, the W-shape for that curve is the lightest cross section
for a given combination of available flexural strength and unbraced length. When the plotted curve is dashed, a lighter W-shape than that for the plotted curve exists. The plotted
curves are arbitrarily terminated at a span-to-depth ratio of 30 in most cases.
Lp is indicated in each curve by a solid dot (•). Lr is indicated in each curve by an open
dot (°).
Table 3-11. C- and MC-Shapes—Plots of Available Moment
vs. Unbraced Length
Table 3-11 is similar to Table 3-10, except it covers C- and MC-shapes with Fy = 36 ksi
(ASTM A36).
Available Flexural Strength of HSS
Table 3-12. Rectangular HSS—Available Flexural Strength
The available flexural strength is tabulated for rectangular HSS with Fy = 46 ksi (ASTM
A500 Grade B) as determined by AISC Specification Section F7. For noncompact and
slender cross sections, the tabulated values of Mn /Ωb and φb Mn have been adjusted to
account for the noncompactness or slenderness.
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DESIGN OF FLEXURAL MEMBERS
Table 3-13. Square HSS—Available Flexural Strength
Table 3-13 is similar to Table 3-12, except it covers square HSS with Fy = 46 ksi (ASTM
A500 Grade B).
Table 3-14. Round HSS—Available Flexural Strength
Table 3-14 is similar to Table 3-12, except it covers round HSS with Fy = 42 ksi (ASTM
A500 Grade B) and the available flexural strength is determined from AISC Specification
Section F8.
Table 3-15. Pipe—Available Flexural Strength
Table 3-15 is similar to Table 3-14, except it covers Pipe with Fy = 35 ksi (ASTM A53
Grade B).
Strength of Other Flexural Members
Tables 3-16 and 3-17. Available Shear Stress
in Plate Girders
The available shear stress for plate girders is plotted as a function of a/h and h/tw in
Tables 3-16 (for Fy = 36 ksi) and 3-17 (for Fy = 50 ksi). In part a of each table, tension
field action is neglected. In part b of each table, tension field action is considered.
Table 3-18. Floor Plates
The recommended maximum uniformly distributed loads are given in Table 3-18 based
upon simple-span bending between supports. Table 3-18a is for deflection-controlled
applications and should be used with the appropriate serviceability load combinations.
The tabulated values correspond to a maximum deflection of L/100. Table 3-18b is for
flexural-strength-controlled applications and should be used with LRFD or ASD load
combinations. The tabulated values correspond to a maximum bending stress of 24 ksi in
LRFD and 16 ksi in ASD.
Composite Beam Selection Tables
Table 3-19. Composite W-Shapes
The available flexural strength is tabulated for W-shapes with Fy = 50 ksi (ASTM A992).
The values tabulated are independent of the specific concrete flange properties allowing the
designer to select an appropriate combination of concrete strength and slab geometry.
The location of the plastic neutral axis (PNA) is uniquely determined by the horizontal
shear force, ΣQn , at the interface between the steel section and the concrete slab. With the
knowledge of the location of the PNA and the distance to the centroid of the concrete flange
force, ΣQn, the available flexural strength can be computed.
Available flexural strengths are tabulated for PNA locations at the seven locations shown.
Five of these PNA locations are in the beam flange. The seventh PNA location is computed
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DESIGN TABLE DISCUSSION
at the point where ΣQn equals 0.25Fy As, and the sixth PNA location is halfway between the
location of ΣQn at point five and point seven. Use of beams with a PNA below location
seven is discouraged.
Table 3-19 can be used to design a composite beam by entering with a required flexural
strength and determining the corresponding required ΣQn. Alternatively, Table 3-19 can be
used to check the flexural strength of a composite beam by selecting a valid value of ΣQn,
using Table 3-21. With the effective width of the concrete flange, b, determined per AISC
Specification Section I3.1a, the appropriate value of the distance from concrete flange force
to beam top flange, Y2, can be determined as
Y 2 = Ycon −
a
2
(3-6)
where
Ycon = distance from top of steel beam to top of concrete, in.
a
=
ΣQn
(3-7)
0.85 fc′b
and the available flexural strength, φb Mn or Mn /Ωb, can then be determined from Table
3-19. Values for the distance from the PNA to the beam top flange, Y1, are also tabulated for
convenience. The parameters Y1 and Y2 are illustrated in Figure 3-3. Note that the model of
the steel beam used in the calculation of the available strength assumes that
As = cross-sectional area of the steel section, in.2
Af = flange area, in.2 = bf tf
Aw = web area, in.2 = (d ⫺ 2k)tw
Kdep = k ⫺ tf , in.
Karea = (As ⫺ 2Af ⫺ Aw)/2, in.2
Table 3-20. Lower-Bound Elastic Moment of Inertia
The lower-bound elastic moment of inertia of a composite beam can be used to calculate
deflection. If calculated deflections using the lower-bound moment of inertia are acceptable, a more complete elastic analysis of the composite section can be avoided. The lowerbound elastic moment of inertia is based upon the area of the beam and an equivalent concrete area equal to ΣQn /Fy as illustrated in Figure 3-4, where Fy = 50 ksi. The analysis
includes only the horizontal shear force transferred by the steel anchors supplied. Thus,
only the portion of the concrete flange used to balance ΣQn is included in the determination of the lower-bound moment of inertia.
The lower bound moment of inertia, therefore, is the moment of inertia of the cross
section at the required strength level. This is smaller than the corresponding moment of
inertia at the service load where deflection is calculated. The value for the lower bound
moment of inertia can be calculated as illustrated in AISC Specification Commentary
Section I3.2.
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DESIGN OF FLEXURAL MEMBERS
(a)
(b)
(c)
Fig. 3-3. Strength design models for composite beams.
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AISC_Part 3A:14th Ed.
2/24/11
8:39 AM
Page 15
DESIGN TABLE DISCUSSION
3–15
Table 3-21. Nominal Horizontal Shear Strength for
One Steel Headed Stud Anchor, Qn
The nominal shear strength of steel headed stud anchors is given in Table 3-21, in accordance with AISC Specification Chapter I. Nominal horizontal shear strength values are
presented based upon the position of the steel anchor, profile of the deck, and orientation of
the deck relative to the steel anchor. See AISC Specification Commentary Figure C-I8.1.
Fig. 3-4. Deflection design model for composite beams.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3A:14th Ed.
2/24/11
8:39 AM
Page 16
3–16
DESIGN OF FLEXURAL MEMBERS
Beam Diagrams and Formulas
Table 3-22a. Concentrated Load Equivalents
Concentrated load equivalents are given in Table 3-22a for beams with various support
conditions and loading characteristics.
Table 3-22b. Cantilevered Beams
Coefficients are provided in Table 3-22b for cantilevered beams with various support
conditions and loading characteristics.
Table 3-22c. Continuous Beams
Coefficients are provided in Table 3-22c for continuous beams with various support conditions and loading characteristics.
Table 3-23. Shears, Moments and Deflections
Shears, moments and deflections are given in Table 3-23 for beams with various support
conditions and loading characteristics.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3A_14th Ed._February 12, 2013 12/02/13 8:09 AM Page 17
PART 3 REFERENCES
3–17
PART 3 REFERENCES
Allison, H.R. (1991), Low- and Medium-Rise Steel Buildings, Design Guide 5, American
Institute for Steel Construction, Chicago, IL.
Murray, T.M., Allen, D.E. and Ungar, E.E. (1997), Floor Vibrations Due to Human Activity,
Design Guide 11, American Institute for Steel Construction, Chicago, IL.
Viest, I.M., Colaco, J.P., Furlong, R.W., Griffis, L.G., Leon, R.T. and Wyllie, L.A., Jr. (1997),
Composite Construction: Design for Buildings, McGraw-Hill, New York, NY.
West, M.A., Fisher, J.M. and Griffis, L.G. (2003), Serviceability Design Considerations for
Steel Buildings, Design Guide 3, 2nd Ed., American Institute of Steel Construction,
Chicago, IL.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3A:14th Ed.
2/24/11
8:39 AM
Page 18
3–18
DESIGN OF FLEXURAL MEMBERS
Table 3-1
Values of Cb for Simply Supported Beams
Note: Lateral bracing must always be provided at points of support per AISC Specification Chapter F.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3A:14th Ed.
2/24/11
8:39 AM
Page 19
W-SHAPE SELECTION TABLES
3–19
Table 3-2
Zx
W-Shapes
Fy = 50 ksi
Selection by Zx
in.3
Mpx /Ωb φb Mpx Mrx /Ωb φb Mrx BF/ Ωb φb BF
kip-ft kip-ft kip-ft kip-ft kips
kips
ASD LRFD ASD LRFD ASD LRFD
W36×652
h
2910
7260
10900
4300
6460
46.8
70.3
14.5
77.7 50600
1620
2430
W40×593
h
2760
6890
10400
4090
6140
55.4
84.4
13.4
63.9 50400
1540
2310
W36×529h
2330
5810
8740
3480
5220
46.4
70.1
14.1
64.3 39600
1280
1920
W40×503
h
2320
5790
8700
3460
5200
55.3
83.1
13.1
55.2 41600
1300
1950
W36×487
h
2130
5310
7990
3200
4800
46.0
69.5
14.0
59.9 36000
1180
1770
h
W40×431
W36×441h
W27×539h
1960
1910
1890
4890
4770
4720
7350
7160
7090
2950
2880
2740
4440
4330
4120
53.6
45.3
26.2
80.4
67.9
39.3
12.9
13.8
12.9
49.1 34800
55.5 32100
88.5 25600
1110
1060
1280
1660
1590
1920
W40×397h
1800
4490
6750
2720
4100
52.4
78.4
12.9
46.7 32000
1000
1500
h
W40×392
W36×395h
1710
1710
4270
4270
6410
6410
2510
2600
3780
3910
60.8
44.9
90.8
67.2
9.33
13.7
38.3 29900
50.9 28500
1180
937
1770
1410
W40×372h
W14×730h
1680
1660
4190
4140
6300
6230
2550
2240
3830
3360
51.7
7.35
77.9
11.1
12.7
16.6
44.4 29600
275
14300
942
1380
1410
2060
Zx
Shape
Lp
Lr
Ix
ft
ft
in.4
Vnx /Ωv φvVnx
kips
kips
ASD LRFD
W40×362h
1640
4090
6150
2480
3730
51.4
77.3
12.7
44.0 28900
909
1360
W44×335
W33×387h
W36×361h
W14×665h
1620
1560
1550
1480
4040
3890
3870
3690
6080
5850
5810
5550
2460
2360
2360
2010
3700
3540
3540
3020
59.4
38.3
43.6
7.10
89.5
57.8
65.6
10.7
12.3
13.3
13.6
16.3
38.9
53.3
48.2
253
31100
24300
25700
12400
906
907
851
1220
1360
1360
1280
1830
W40×324
W30×391h
W40×331h
W33×354h
1460
1450
1430
1420
3640
3620
3570
3540
5480
5440
5360
5330
2240
2180
2110
2170
3360
3280
3180
3260
49.0
31.4
59.1
37.4
74.1
47.2
88.2
56.6
12.6
13.0
9.08
13.2
41.2
58.8
33.8
49.8
25600
20700
24700
22000
804
903
996
826
1210
1350
1490
1240
W44×290
W40×327h
W36×330
W40×297
W30×357h
W14×605h
W36×302
1410
1410
1410
1330
1320
1320
1280
3520
3520
3520
3320
3290
3290
3190
5290
5290
5290
4990
4950
4950
4800
2170
2100
2170
2040
1990
1820
1970
3260
3150
3260
3070
2990
2730
2970
54.9
58.0
42.2
47.8
31.3
6.81
40.5
82.5
87.4
63.4
71.6
47.2
10.3
60.8
12.3
9.11
13.5
12.5
12.9
16.1
13.5
36.9
33.6
45.5
39.3
54.4
232
43.6
27000
24500
23300
23200
18700
10800
21100
754
963
769
740
813
1090
705
1130
1440
1150
1110
1220
1630
1060
ASD
LRFD
Ωb = 1.67
Ωv = 1.50
φ b = 0.90
φ v = 1.00
h
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section
A3.1c.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3A:14th Ed.
2/24/11
8:39 AM
Page 20
3–20
DESIGN OF FLEXURAL MEMBERS
Table 3-2 (continued)
Zx
W-Shapes
Selection by Zx
W44×262
W40×294
W33×318
W40×277
W27×368h
W40×278
W36×282
W30×326h
W14×550h
W33×291
W40×264
W27×336h
W24×370h
in.3
1270
1270
1270
1250
1240
1190
1190
1190
1180
1160
1130
1130
1130
Mpx /Ωb φb Mpx Mrx /Ωb φb Mrx
kip-ft kip-ft kip-ft kip-ft
ASD LRFD ASD LRFD
3170 4760 1940 2910
3170 4760 1890 2840
3170 4760 1940 2910
3120 4690 1920 2890
3090 4650 1850 2780
2970 4460 1780 2680
2970 4460 1830 2760
2970 4460 1820 2730
2940 4430 1630 2440
2890 4350 1780 2680
2820 4240 1700 2550
2820 4240 1700 2550
2820 4240 1670 2510
BF/ Ωb
kips
ASD
52.6
56.9
36.8
45.8
24.9
55.3
39.6
30.3
6.65
36.0
53.8
25.0
20.0
W40×249
Zx
Shape
Fy = 50 ksi
φb BF
kips
LRFD
φvVnx
in.4
24100
21900
19500
21900
16200
20500
19600
16800
9430
17700
19400
14600
13400
Vnx /Ωv
kips
ASD
680
856
732
659
839
828
657
739
962
668
768
756
851
1020
1280
1100
989
1260
1240
985
1110
1440
1000
1150
1130
1280
37.2 19600
591
887
Lp
Lr
Ix
ft
ft
79.1
85.4
55.4
68.7
37.6
82.8
59.0
45.6
10.1
54.2
81.3
37.7
30.0
12.3
35.7
9.01 31.5
13.1
46.5
12.6
38.8
12.3
62.0
8.90 30.4
13.4
42.2
12.7
50.6
15.9 213
13.0
43.8
8.90 29.7
12.2
57.0
11.6
69.2
kips
LRFD
1120
2790
4200
1730
2610
42.9
64.4
12.5
v
W44×230
W36×262
W30×292
W14×500h
W36×256
W33×263
W36×247
W27×307h
W24×335h
W40×235
1100
1100
1060
1050
1040
1040
1030
1030
1020
1010
2740
2740
2640
2620
2590
2590
2570
2570
2540
2520
4130
4130
3980
3940
3900
3900
3860
3860
3830
3790
1700
1700
1620
1460
1560
1610
1590
1550
1510
1530
2550
2550
2440
2200
2350
2410
2400
2330
2270
2300
46.8
38.1
29.7
6.43
46.5
34.1
37.4
25.1
19.9
51.0
71.2
57.9
44.9
9.65
70.0
51.9
55.7
37.7
30.2
76.7
12.1
34.3
13.3
40.6
12.6
46.9
15.6 196
9.36 31.5
12.9
41.6
13.2
39.4
12.0
52.6
11.4
63.1
8.97 28.4
20800
17900
14900
8210
16800
15900
16700
13100
11900
17400
547
620
653
858
718
600
587
687
759
659
822
930
979
1290
1080
900
881
1030
1140
989
W40×215
W36×231
W30×261
W33×241
W36×232
W27×281
W14×455h
W24×306h
964
963
943
940
936
936
936
922
2410
2400
2350
2350
2340
2340
2340
2300
3620
3610
3540
3530
3510
3510
3510
3460
1500
1490
1450
1450
1410
1420
1320
1380
2250
2240
2180
2180
2120
2140
1980
2070
39.4
35.7
29.1
33.5
44.8
24.8
6.24
19.7
59.3
53.7
44.0
50.2
67.0
36.9
9.36
29.8
12.5
35.6
13.1
38.6
12.5
43.4
12.8
39.7
9.25 30.0
12.0
49.1
15.5 179
11.3
57.9
16700
15600
13100
14200
15000
11900
7190
10700
507
555
588
568
646
621
768
683
761
832
882
852
968
932
1150
1020
W40×211
906
2260
3400
1370
2060
48.6
73.1
8.87
27.2 15500
591
887
ASD
Ωb = 1.67
Ωv = 1.50
LRFD
h
φ b = 0.90
φ v = 1.00
v
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section
A3.1c.
Shape does not meet the h /tw limit for shear in AISC Specification Section G2.1(a) with Fy = 50 ksi;
therefore, φv = 0.90 and Ωv = 1.67.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3A:14th Ed.
2/24/11
8:40 AM
Page 21
W-SHAPE SELECTION TABLES
3–21
Table 3-2 (continued)
Zx
W-Shapes
Fy = 50 ksi
Selection by Zx
W40×199
W14×426h
W33×221
W27×258
W30×235
W24×279h
W36×210
W14×398h
in.3
869
869
857
852
847
835
833
801
Mpx /Ωb φb Mpx Mrx /Ωb φb Mrx
kip-ft kip-ft kip-ft kip-ft
ASD LRFD ASD LRFD
2170 3260 1340 2020
2170 3260 1230 1850
2140 3210 1330 1990
2130 3200 1300 1960
2110 3180 1310 1960
2080 3130 1250 1880
2080 3120 1260 1890
2000 3000 1150 1720
BF/ Ωb
kips
ASD
37.6
6.16
31.8
24.4
28.0
19.7
42.3
5.95
56.1
9.23
47.8
36.5
42.7
29.6
63.4
8.96
W40×183
W33×201
W27×235
W36×194
W18×311h
W30×211
W24×250
W14×370h
774
773
772
767
754
751
744
736
1930
1930
1930
1910
1880
1870
1860
1840
2900
2900
2900
2880
2830
2820
2790
2760
1180
1200
1180
1160
1090
1160
1120
1060
1770
1800
1780
1740
1640
1750
1690
1590
44.1
30.3
24.1
40.4
11.2
26.9
19.7
5.87
W36×182
W27×217
718
711
1790
1770
2690
2670
1090
1100
1640
1650
W40×167
W18×283h
W30×191
W24×229
W14×342h
W36×170
W27×194
W33×169
693
676
675
675
672
668
631
629
1730
1690
1680
1680
1680
1670
1570
1570
2600
2540
2530
2530
2520
2510
2370
2360
1050
987
1050
1030
975
1010
976
959
W36×160
W18×258h
W30×173
W24×207
W14×311h
W12×336h
624
611
607
606
603
603
1560
1520
1510
1510
1500
1500
2340
2290
2280
2270
2260
2260
947
898
945
927
884
844
ASD
LRFD
Ωb = 1.67
Ωv = 1.50
φ b = 0.90
φ v = 1.00
Shape
Zx
h
φb BF
φvVnx
12.2
34.3
15.3 168
12.7
38.2
11.9
45.9
12.4
41.0
11.2
53.4
9.11 28.5
15.2 158
in.4
14900
6600
12900
10800
11700
9600
13200
6000
Vnx /Ωv
kips
ASD
503
703
525
568
520
619
609
648
755
1050
788
853
779
929
914
972
66.5
45.6
36.0
61.4
16.8
40.5
29.3
8.80
8.80 25.8
12.6
36.7
11.8
42.9
9.04 27.6
10.4
81.1
12.3
38.7
11.1
48.7
15.1 148
13200
11600
9700
12100
6970
10300
8490
5440
507
482
522
558
678
479
547
594
761
723
784
838
1020
718
821
891
38.9
23.0
58.4
35.1
9.01
11.7
27.0 11300
40.8 8910
526
471
790
707
1580
1480
1580
1540
1460
1530
1470
1440
41.7
11.1
25.6
19.0
5.73
37.8
22.3
34.2
62.5
16.7
38.6
28.9
8.62
56.1
33.8
51.5
8.48 24.8 11600
10.3
73.6 6170
12.2
36.8 9200
11.0
45.2 7650
15.0 138
4900
8.94 26.4 10500
11.6
38.2 7860
8.83 26.7 9290
502
613
436
499
539
492
422
453
753
920
654
749
809
738
632
679
1420
1350
1420
1390
1330
1270
36.1
10.9
24.1
18.9
5.59
4.76
54.2
16.5
36.8
28.6
8.44
7.19
8.83 25.8
10.2
67.3
12.1
35.5
10.9
41.7
14.8 125
12.3 150
468
550
398
447
482
598
702
826
597
671
723
897
kips
LRFD
Lp
Lr
Ix
ft
ft
9760
5510
8230
6820
4330
4060
kips
LRFD
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section
A3.1c.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3A:14th Ed.
2/24/11
8:40 AM
Page 22
3–22
DESIGN OF FLEXURAL MEMBERS
Table 3-2 (continued)
Zx
W-Shapes
Fy = 50 ksi
Selection by Zx
in.3
Mpx /Ωb φb Mpx Mrx /Ωb φb Mrx BF/ Ωb φb BF
kip-ft kip-ft kip-ft kip-ft kips
kips
ASD LRFD ASD LRFD ASD LRFD
W40×149
W36×150
W27×178
W33×152
W24×192
W18×234h
W14×283h
W12×305h
W21×201
W27×161
598
581
570
559
559
549
542
537
530
515
1490
1450
1420
1390
1390
1370
1350
1340
1320
1280
2240
2180
2140
2100
2100
2060
2030
2010
1990
1930
896
880
882
851
858
814
802
760
805
800
1350
1320
1330
1280
1290
1220
1200
1140
1210
1200
38.3
34.4
21.6
31.7
18.4
10.8
5.52
4.64
14.5
20.6
57.4
51.9
32.5
48.3
28.0
16.4
8.36
6.97
22.0
31.3
8.09 23.6
8.72 25.3
11.5
36.4
8.72 25.7
10.8
39.7
10.1
61.4
14.7 114
12.1 137
10.7
46.2
11.4
34.7
9800
9040
7020
8160
6260
4900
3840
3550
5310
6310
432
449
403
425
413
490
431
531
419
364
650
673
605
638
620
734
646
797
628
546
W33×141
W24×176
514
511
1280
1270
1930
1920
782
786
1180
1180
30.3
18.1
45.7
27.7
8.58
10.7
25.0
37.4
7450
5680
403
378
604
567
W36×135v
W30×148
W18×211
W14×257
W12×279h
W21×182
W24×162
509
500
490
487
481
476
468
1270
1250
1220
1220
1200
1190
1170
1910
1880
1840
1830
1800
1790
1760
767
761
732
725
686
728
723
1150
1140
1100
1090
1030
1090
1090
31.7
29.0
10.7
5.54
4.50
14.4
17.9
47.8
43.9
16.2
8.28
6.75
21.8
26.8
8.41 24.3
8.05 24.9
9.96 55.7
14.6 104
11.9 126
10.6
42.7
10.8
35.8
7800
6680
4330
3400
3110
4730
5170
384
399
439
387
487
377
353
577
599
658
581
730
565
529
W33×130
W27×146
W18×192
W30×132
W14×233
W21×166
W12×252h
W24×146
467
464
442
437
436
432
428
418
1170
1160
1100
1090
1090
1080
1070
1040
1750
1740
1660
1640
1640
1620
1610
1570
709
723
664
664
655
664
617
648
1070
1090
998
998
984
998
927
974
29.3
19.9
10.6
26.9
5.40
14.2
4.43
17.0
43.1
29.5
16.1
40.5
8.15
21.2
6.68
25.8
8.44 24.2
11.3
33.3
9.85 51.0
7.95 23.8
14.5
95.0
10.6
39.9
11.8 114
10.6
33.7
6710
5660
3870
5770
3010
4280
2720
4580
384
332
392
373
342
338
431
321
576
497
588
559
514
506
647
482
W33×118v
W30×124
W18×175
W27×129
W14×211
W12×230h
415
408
398
395
390
386
1040
1020
993
986
973
963
1560
1530
1490
1480
1460
1450
627
620
601
603
590
561
942
932
903
906
887
843
27.2
26.1
10.6
23.4
5.30
4.31
40.6
8.19 23.4
39.0
7.88 23.2
15.8
9.75 46.9
35.0
7.81 24.2
7.94 14.4
86.6
6.51 11.7 105
5900
5360
3450
4760
2660
2420
325
353
356
337
308
390
489
530
534
505
462
584
ASD
LRFD
h
φ b = 0.90
φ v = 1.00
v
Zx
Shape
v
Ωb = 1.67
Ωv = 1.50
Lp
Lr
Ix
ft
ft
in.4
Vnx /Ωv φvVnx
kips
kips
ASD LRFD
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section
A3.1c.
Shape does not meet the h /tw limit for shear in AISC Specification Section G2.1(a) with Fy = 50 ksi;
therefore, φv = 0.90 and Ωv = 1.67.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3A:14th Ed.
2/24/11
8:40 AM
Page 23
W-SHAPE SELECTION TABLES
3–23
Table 3-2 (continued)
Zx
W-Shapes
Fy = 50 ksi
Selection by Zx
Shape
Zx
Mpx /Ωb φb Mpx Mrx /Ωb φb Mrx
kip-ft kip-ft kip-ft kip-ft
ASD LRFD ASD LRFD
943
1420 575
864
931
1400 575
864
923
1390 575
864
888
1340 541
814
886
1330 541
814
868
1310 510
767
BF/ Ωb
kips
ASD
24.8
13.7
16.3
10.5
5.30
4.25
φb BF
37.4
20.7
24.6
15.9
7.93
6.45
kips
LRFD
Lp
Lr
Ix
ft
ft
7.74
10.4
10.5
9.68
14.3
11.6
22.6
36.3
31.9
42.8
79.4
95.8
in.4
4930
3630
4020
3060
2400
2140
Vnx /Ωv φvVnx
kips
kips
ASD LRFD
339
509
318
477
296
445
319
479
276
414
347
520
W30×116
W21×147
W24×131
W18×158
W14×193
W12×210
in.3
378
373
370
356
355
348
W30×108
W27×114
W21×132
W24×117
W18×143
W14×176
346
343
333
327
322
320
863
856
831
816
803
798
1300
1290
1250
1230
1210
1200
522
522
515
508
493
491
785
785
774
764
740
738
23.5
21.7
13.2
15.4
10.3
5.20
35.5
7.59
32.8
7.70
19.9 10.3
23.3 10.4
15.7
9.61
7.83 14.2
22.1
23.1
34.2
30.4
39.6
73.2
4470
4080
3220
3540
2750
2140
325
311
283
267
285
252
487
467
425
401
427
378
W30×99
W12×190
W21×122
W27×102
W18×130
W24×104
W14×159
312
311
307
305
290
289
287
778
776
766
761
724
721
716
1170
1170
1150
1140
1090
1080
1080
470
459
477
466
447
451
444
706
690
717
701
672
677
667
22.2
4.18
12.9
20.1
10.2
14.3
5.17
33.4
6.33
19.3
29.8
15.4
21.3
7.85
7.42
11.5
10.3
7.59
9.54
10.3
14.1
21.3
87.3
32.7
22.3
36.6
29.2
66.7
3990
1890
2960
3620
2460
3100
1900
309
305
260
279
259
241
224
463
458
391
419
388
362
335
W30×90v
W24×103
W21×111
W27×94
W12×170
W18×119
W14×145
W24×94
W21×101
283
280
279
278
275
262
260
254
253
706
699
696
694
686
654
649
634
631
1060
1050
1050
1040
1030
983
975
953
949
428
428
435
424
410
403
405
388
396
643
643
654
638
617
606
609
583
596
20.6
18.2
12.4
19.1
4.11
10.1
5.13
17.3
11.8
30.8
27.4
18.9
28.5
6.15
15.2
7.69
26.0
17.7
7.38
7.03
10.2
7.49
11.4
9.50
14.1
6.99
10.2
20.9
21.9
31.2
21.6
78.5
34.3
61.7
21.2
30.1
3610
3000
2670
3270
1650
2190
1710
2700
2420
249
270
237
264
269
249
201
250
214
374
404
355
395
403
373
302
375
321
W27×84
W12×152
W14×132
W18×106
244
243
234
230
609
606
584
574
915
911
878
863
372
365
365
356
559
549
549
536
17.6
4.06
5.15
9.73
26.4
7.31
6.10 11.3
7.74 13.3
14.6
9.40
20.8
70.6
55.8
31.8
2850
1430
1530
1910
246
238
190
221
368
358
284
331
ASD
LRFD
Ωb = 1.67
Ωv = 1.50
φ b = 0.90
φ v = 1.00
v
Shape does not meet the h /tw limit for shear in AISC Specification Section G2.1(a) with Fy = 50 ksi;
therefore, φv = 0.90 and Ωv = 1.67.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3A:14th Ed.
2/24/11
8:40 AM
Page 24
3–24
DESIGN OF FLEXURAL MEMBERS
Table 3-2 (continued)
Zx
Shape
W-Shapes
Fy = 50 ksi
Selection by Zx
Zx
Mpx /Ωb φb Mpx Mrx /Ωb φb Mrx BF/ Ωb
kip-ft kip-ft kip-ft kip-ft kips
ASD LRFD ASD LRFD ASD
559
840
342
515 16.2
551
829
335
504 14.6
534
803
325
488
4.02
529
795
332
499
5.09
526
791
328
494
9.41
W24×84
W21×93
W12×136
W14×120
W18×97
in.3
224
221
214
212
211
W24×76
W16×100
W21×83
W14×109
W18×86
W12×120
200
198
196
192
186
186
499
494
489
479
464
464
750
743
735
720
698
698
307
306
299
302
290
285
462
459
449
454
436
428
W24×68
W16×89
W14×99f
W21×73
W12×106
W18×76
177
175
173
172
164
163
442
437
430
429
409
407
664
656
646
645
615
611
269
271
274
264
253
255
W21×68
W14×90f
160
157
399
382
600
574
W24x62
W16×77
W12×96
W10×112
W18×71
153
150
147
147
146
382
374
367
367
364
W21×62
W14×82
144
139
W24×55v
W18×65
W12×87
W16×67
W10×100
W21×57
134
133
132
130
130
129
ASD
LRFD
Ωb = 1.67
Ωv = 1.50
φ b = 0.90
φ v = 1.00
f
v
φb BF
kips
LRFD
Lp
Lr
Ix
ft
ft
Vnx /Ωv φvVnx
kips
kips
ASD LRFD
227
340
251
376
212
318
171
257
199
299
24.2
6.89
22.0
6.50
6.06 11.2
7.65 13.2
14.1
9.36
20.3
21.3
63.2
51.9
30.4
in.4
2370
2070
1240
1380
1750
15.1
7.86
13.8
5.01
9.01
3.94
22.6
6.78
11.9
8.87
20.8
6.46
7.54 13.2
13.6
9.29
5.95 11.1
19.5
32.8
20.2
48.5
28.6
56.5
2100
1490
1830
1240
1530
1070
210
199
220
150
177
186
315
298
331
225
265
279
404
407
412
396
381
383
14.1
7.76
4.91
12.9
3.93
8.50
21.2
6.61
11.6
8.80
7.36 13.5
19.4
6.39
5.89 11.0
12.8
9.22
18.9
30.2
45.3
19.2
50.7
27.1
1830
1300
1110
1600
933
1330
197
176
138
193
157
155
295
265
207
289
236
232
245
250
368
375
12.5
4.82
18.8
6.36
7.26 15.1
18.7
42.5
1480
999
181
123
272
185
574
563
551
551
548
229
234
229
220
222
344
352
344
331
333
16.1
7.34
3.85
2.69
10.4
24.1
4.87
11.1
8.72
5.78 10.9
4.03 9.47
15.8
6.00
14.4
27.8
46.7
64.1
19.6
1550
1110
833
716
1170
204
150
140
172
183
306
225
210
258
275
359
347
540
521
222
215
333
323
11.6
5.40
17.5
8.10
6.25
8.76
18.1
33.2
1330
881
168
146
252
219
334
332
329
324
324
322
503
499
495
488
488
484
199
204
206
204
196
194
299
307
310
307
294
291
14.7
9.98
3.81
6.89
2.64
13.4
22.2
4.73
15.0
5.97
5.73 10.8
10.4
8.69
4.00 9.36
20.3
4.77
13.9
18.8
43.1
26.1
57.9
14.3
1350
1070
740
954
623
1170
167
166
129
129
151
171
252
248
193
193
226
256
Shape exceeds compact limit for flexure with Fy = 50 ksi.
Shape does not meet the h /tw limit for shear in AISC Specification Section G2.1(a) with Fy = 50 ksi;
therefore, φv = 0.90 and Ωv = 1.67.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3A_14th Ed._February 25, 2013 14-11-10 10:29 AM Page 25
W-SHAPE SELECTION TABLES
3–25
Table 3-2 (continued)
Zx
W-Shapes
Fy = 50 ksi
Selection by Zx
Shape
Zx
Mpx /Ωb φb Mpx Mrx /Ωb φb Mrx BF/ Ωb
kip-ft kip-ft kip-ft kip-ft kips
ASD LRFD ASD LRFD ASD
314
473
192
289 10.8
314
473
196
294
5.31
307
461
189
284
9.62
297
446
187
281
3.78
287
431
180
270
5.19
282
424
172
259
2.62
W21×55
W14×74
W18×60
W12×79
W14×68
W10×88
in.3
126
126
123
119
115
113
W18×55
112
279
420
172
258
W21×50
W12×72
110
108
274
269
413
405
165
170
W21×48f
W16×57
W14×61
W18×50
W10×77
W12×65f
107
105
102
101
97.6
96.8
265
262
254
252
244
237
398
394
383
379
366
356
W21×44
W16×50
W18×46
W14×53
W12×58
W10×68
W16×45
95.4
92.0
90.7
87.1
86.4
85.3
82.3
238
230
226
217
216
213
205
W18×40
W14×48
W12×53
W10×60
78.4
78.4
77.9
74.6
W16×40
W12×50
W8×67
W14×43
W10×54
73.0
71.9
70.1
69.6
66.6
ASD
LRFD
Ωb = 1.67
Ωv = 1.50
φ b = 0.90
φ v = 1.00
f
φb BF
kips
LRFD
Lp
Lr
Ix
ft
ft
Vnx /Ωv φvVnx
kips
kips
ASD LRFD
156
234
128
192
151
227
117
175
116
174
131
196
16.3
6.11
8.05 8.76
14.4
5.93
5.67 10.8
7.81 8.69
3.94 9.29
17.4
31.0
18.2
39.9
29.3
51.2
in.4
1140
795
984
662
722
534
9.15
13.8
5.90
17.6
890
141
212
248
256
12.1
3.69
18.3
4.59
5.56 10.7
13.6
37.5
984
597
158
106
237
159
162
161
161
155
150
154
244
242
242
233
225
231
9.89
7.98
4.93
8.76
2.60
3.58
14.8
5.86
12.0
5.65
7.48 8.65
13.2
5.83
3.90 9.18
5.39 10.7
16.5
18.3
27.5
16.9
45.3
35.1
959
758
640
800
455
533
144
141
104
128
112
94.4
216
212
156
192
169
142
358
345
340
327
324
320
309
143
141
138
136
136
132
127
214
213
207
204
205
199
191
11.1
7.69
9.63
5.22
3.82
2.58
7.12
16.8
11.4
14.6
7.93
5.69
3.85
10.8
4.45
5.62
4.56
6.78
8.87
9.15
5.55
13.0
17.2
13.7
22.3
29.8
40.6
16.5
843
659
712
541
475
394
586
145
124
130
103
87.8
97.8
111
217
186
195
154
132
147
167
196
196
194
186
294
294
292
280
119
123
123
116
180
184
185
175
8.94
5.09
3.65
2.54
13.2
7.67
5.50
3.82
4.49
6.75
8.76
9.08
13.1
21.1
28.2
36.6
612
484
425
341
113
93.8
83.5
85.7
169
141
125
129
182
179
175
174
166
274
270
263
261
250
113
112
105
109
105
170
169
159
164
158
6.67
3.97
1.75
4.88
2.48
10.0
5.98
2.59
7.28
3.75
5.55
6.92
7.49
6.68
9.04
15.9
23.8
47.6
20.0
33.6
518
391
272
428
303
97.6
90.3
103
83.6
74.7
146
135
154
125
112
Shape exceeds compact limit for flexure with Fy = 50 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3A:14th Ed.
2/24/11
8:40 AM
Page 26
3–26
DESIGN OF FLEXURAL MEMBERS
Table 3-2 (continued)
Zx
W-Shapes
Fy = 50 ksi
Selection by Zx
W18×35
W12×45
W16×36
W14×38
W10×49
W8×58
W12×40
W10×45
in.3
66.5
64.2
64.0
61.5
60.4
59.8
57.0
54.9
Mpx /Ωb φb Mpx Mrx /Ωb φb Mrx BF/ Ωb φb BF
kip-ft kip-ft kip-ft kip-ft kips
kips
ASD LRFD ASD LRFD ASD LRFD
166
249
101
151
8.14 12.3
160
241
101
151
3.80
5.80
160
240
98.7 148
6.24
9.36
153
231
95.4 143
5.37
8.20
151
227
95.4 143
2.46
3.71
149
224
90.8 137
1.70
2.55
142
214
89.9 135
3.66
5.54
137
206
85.8 129
2.59
3.89
W14×34
54.6
136
205
84.9
128
5.01
W16×31
W12×35
W8×48
54.0
51.2
49.0
135
128
122
203
192
184
82.4
79.6
75.4
124
120
113
W14×30
W10×39
47.3
46.8
118
117
177
176
73.4
73.5
W16×26v
W12×30
44.2
43.1
110
108
166
162
W14×26
W8×40
W10×33
40.2
39.8
38.8
100
99.3
96.8
W12×26
W10×30
W8×35
37.2
36.6
34.7
W14×22
W10×26
W8×31f
φvVnx
12.3
22.4
15.2
16.2
31.6
41.6
21.1
26.9
in.4
510
348
448
385
272
228
307
248
Vnx /Ωv
kips
ASD
106
81.1
93.8
87.4
68.0
89.3
70.2
70.7
159
122
141
131
102
134
105
106
5.40
15.6
340
79.8
120
10.3
6.45
2.55
4.13
5.44
7.35
11.8
16.6
35.2
375
285
184
87.5
75.0
68.0
131
113
102
4.63
2.53
6.95
3.78
5.26
6.99
14.9
24.2
291
209
74.5
62.5
112
93.7
101
101
5.93
3.97
8.98
5.96
3.96
5.37
11.2
15.6
301
238
70.5
64.0
106
95.9
61.7
62.0
61.1
92.7
93.2
91.9
5.33
1.64
2.39
8.11
2.46
3.62
3.81
7.21
6.85
11.0
29.9
21.8
245
146
171
70.9
59.4
56.4
106
89.1
84.7
140
137
130
58.3
56.6
54.5
87.7
85.1
81.9
3.61
3.08
1.62
5.46
4.61
2.43
5.33
4.84
7.17
14.9
16.1
27.0
204
170
127
56.1
63.0
50.3
84.2
94.5
75.5
82.8
78.1
75.8
125
117
114
50.6
48.7
48.0
76.1
73.2
72.2
4.78
2.91
1.58
7.27
4.34
2.37
3.67
4.80
7.18
10.4
14.9
24.8
199
144
110
63.0
53.6
45.6
94.5
80.3
68.4
29.3
27.2
73.1
67.9
110
102
44.4
42.4
66.7
63.8
4.68
1.67
7.06
2.50
3.00
5.72
9.13
21.0
156
98.0
64.0
45.9
95.9
68.9
W10×22
26.0
64.9
97.5
40.5
60.9
2.68
4.02
4.70
13.8
118
49.0
73.4
W12×19
W8×24
24.7
23.1
61.6
57.6
92.6
86.6
37.2
36.5
55.9
54.9
4.27
1.60
6.43
2.40
2.90
5.69
8.61
18.9
130
82.7
57.3
38.9
86.0
58.3
W10×19
W8×21
21.6
20.4
53.9
50.9
81.0
76.5
32.8
31.8
49.4
47.8
3.18
1.85
4.76
2.77
3.09
4.45
9.73
14.8
96.3
75.3
51.0
41.4
76.5
62.1
ASD
LRFD
Ωb = 1.67
Ωv = 1.50
φ b = 0.90
φ v = 1.00
Lp
Lr
Ix
ft
ft
4.31
6.89
5.37
5.47
8.97
7.42
6.85
7.10
7.55
6.86
4.34
1.67
110
111
67.1
67.4
151
149
146
92.8
91.3
86.6
33.2
31.3
30.4
W12×22
W8×28
Shape
Zx
f
v
kips
LRFD
Shape exceeds compact limit for flexure with Fy = 50 ksi.
Shape does not meet the h /tw limit for shear in AISC Specification Section G2.1(a) with Fy = 50 ksi;
therefore, φv = 0.90 and Ωv = 1.67.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3A:14th Ed.
2/24/11
8:40 AM
Page 27
W-SHAPE SELECTION TABLES
3–27
Table 3-2 (continued)
Zx
W-Shapes
Fy = 50 ksi
Selection by Zx
W12×16
W10×17
Mpx /Ωb φb Mpx Mrx /Ωb φb Mrx BF/ Ωb φb BF
kip-ft kip-ft kip-ft kip-ft kips
kips
ASD LRFD ASD LRFD ASD LRFD
in.3
20.1
50.1
75.4
29.9
44.9
3.80
5.73
18.7
46.7
70.1
28.3
42.5
2.98
4.47
W12×14v
W8×18
W10×15
W8×15
17.4
17.0
16.0
13.6
43.4
42.4
39.9
33.9
65.3
63.8
60.0
51.0
26.0
26.5
24.1
20.6
39.1
39.9
36.2
31.0
3.43
1.74
2.75
1.90
W10×12f
W8×13
12.6
11.4
31.2
28.4
46.9
42.8
19.0
17.3
28.6
26.0
W8×10f
8.87
21.9
32.9
13.6
20.5
ASD
LRFD
Ωb = 1.67
Ωv = 1.50
φ b = 0.90
φ v = 1.00
Shape
f
v
φvVnx
Lp
Lr
ft
ft
2.73
2.98
8.05
9.16
Vnx /Ωv
kips
ASD
in.4
103
52.8
81.9 48.5
5.17
2.61
4.14
2.85
2.66
4.34
2.86
3.09
7.73
13.5
8.61
10.1
88.6
61.9
68.9
48.0
42.8
37.4
46.0
39.7
64.3
56.2
68.9
59.6
2.36
1.76
3.53
2.67
2.87
2.98
8.05
9.27
53.8
39.6
37.5
36.8
56.3
55.1
1.54
2.30
3.14
8.52
30.8
26.8
40.2
Zx
Ix
kips
LRFD
79.2
72.7
Shape exceeds compact limit for flexure with Fy = 50 ksi.
Shape does not meet the h /tw limit for shear in AISC Specification Section G2.1(a) with Fy = 50 ksi;
therefore, φv = 0.90 and Ωv = 1.67.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3A:14th Ed.
2/24/11
8:40 AM
Page 28
3–28
DESIGN OF FLEXURAL MEMBERS
Table 3-3
Ix
W-Shapes
Selection by Ix
Ix
Shape
Shape
4
50600
W40×593h
50400
W40×503h
W36×529h
41600
39600
W36×487h
36000
W40×431h
W36×441h
34800
32100
W40×397h
W36×652
h
Shape
4
in.
h
Ix
32000
20800
20700
20500
19600
19600
19500
19400
18700
17900
17700
17400
16800
16800
W44×335
W40×392h
W40×372h
W40×362h
W36×395h
31100
29900
29600
28900
28500
W40×215
W36×247
W27×368h
W33×263
W36×231
16700
16700
16200
15900
15600
W44×290
W36×361h
W40×324
W27×539h
W40×331h
W40×327h
W33×387h
27000
25700
25600
25600
24700
24500
24300
W40×211
W36×232
15500
15000
W44×262
W36×330
W40×297
W33×354h
W40×277
W40×294
W36×302
24100
23300
23200
22000
21900
21900
21100
W40×199
W30×292
W27×336h
W14×730h
W33×241
W24×370h
14900
14900
14600
14300
14200
13400
W40×183
W36×210
W30×261
W27×307h
W33×221
W14×665h
W36×194
W27×281
W24×335h
W30×235
13200
13200
13100
13100
12900
12400
12100
11900
11900
11700
Shape
4
in.
W44×230
W30×391h
W40×278
W40×249
W36×282
W33×318
W40×264
W30×357h
W36×262
W33×291
W40×235
W36×256
W30×326h
Ix
in.4
in.
W40×167
W33×201
W36×182
W27×258
W14×605h
W24×306h
W36×170
W30×211
11600
11600
11300
10800
10800
10700
10500
10300
W40×149
W36×160
W27×235
W24×279h
W14×550h
W33×169
W30×191
W36×150
W27×217
W24×250
W30×173
W14×500h
W33×152
W27×194
9800
9760
9700
9600
9430
9290
9200
9040
8910
8490
8230
8210
8160
7860
W36×135
W24×229
W33×141
W14×455h
W27×178
W18×311h
W24×207
7800
7650
7450
7190
7020
6970
6820
W33×130
W30×148
W14×426h
W27×161
W24×192
W18×283h
W14×398h
6710
6680
6600
6310
6260
6170
6000
W33×118
W30×132
W24×176
W27×146
W18×258h
W14×370h
W30×124
W21×201
W24×162
5900
5770
5680
5660
5510
5440
5360
5310
5170
W30×116
W18×234h
W14×342h
W27×129
W21×182
W24×146
4930
4900
4900
4760
4730
4580
W30×108
W18×211
W14×311h
W21×166
W27×114
W12×336h
W24×131
4470
4330
4330
4280
4080
4060
4020
W30×99
W18×192
W14×283h
W21×147
W27×102
3990
3870
3840
3630
3620
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
Ix
AISC_Part 3A:14th Ed.
2/24/11
8:40 AM
Page 29
W-SHAPE SELECTION TABLES
3–29
Table 3-3 (continued)
Ix
W-Shapes
Selection by Ix
Shape
Ix
Shape
4
h
3610
3550
3540
3450
3400
3270
3220
3110
3100
3060
3010
3000
2960
W27×84
W18×143
W12×252h
W24×94
W21×111
W14×211
W18×130
W21×101
W12×230h
W14×193
Shape
4
in.
W30×90
W12×305h
W24×117
W18×175
W14×257
W27×94
W21×132
W12×279h
W24×104
W18×158
W14×233
W24×103
W21×122
Ix
1830
1830
1750
1710
1650
1600
W24×62
W18×86
W14×132
W16×100
W21×68
W12×152
W14×120
1550
1530
1530
1490
1480
1430
1380
2850
2750
2720
2700
2670
2660
2460
2420
2420
2400
W24×55
W21×62
W18×76
W16×89
W14×109
W12×136
W21×57
W18×71
1350
1330
1330
1300
1240
1240
1170
1170
W24×84
W18×119
W14×176
W12×210
2370
2190
2140
2140
W21×55
W16×77
W14×99
W18×65
W12×120
W14×90
1140
1110
1110
1070
1070
999
W24×76
W21×93
W18×106
W14×159
W12×190
2100
2070
1910
1900
1890
W21×50
W18×60
984
984
W21×48
W16×67
W12×106
W18×55
W14×82
959
954
933
890
881
Shape
4
in.
W24×68
W21×83
W18×97
W14×145
W12×170
W21×73
Ix
in.4
in.
W21×44
W12×96
W18×50
W14×74
W16×57
W12×87
W14×68
W10×112
W18×46
W12×79
W16×50
W14×61
W10×100
843
833
800
795
758
740
722
716
712
662
659
640
623
W18×40
W12×72
W16×45
W14×53
W10×88
W12×65
612
597
586
541
534
533
W16×40
518
W18×35
W14×48
W12×58
W10×77
W16×36
W14×43
W12×53
W10×68
W12×50
W14×38
510
484
475
455
448
428
425
394
391
385
W16×31
W12×45
W10×60
W14×34
W12×40
W10×54
375
348
341
340
307
303
W16×26
W14×30
W12×35
W10×49
W8×67
W10×45
301
291
285
272
272
248
W14×26
W12×30
W8×58
W10×39
245
238
228
209
W12×26
204
W14×22
W8×48
W10×33
W10×30
199
184
171
170
W12×22
W8×40
W10×26
156
146
144
W12×19
W8×35
W10×22
W8×31
130
127
118
110
W12×16
W8×28
W10×19
103
98.0
96.3
W12×14
W8×24
W10×17
W8×21
W10×15
W8×18
88.6
82.7
81.9
75.3
68.9
61.9
W10×12
W8×15
W8×13
53.8
48.0
39.6
W8×10
30.8
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
Ix
AISC_Part 3A:14th Ed.
2/24/11
8:41 AM
Page 30
3–30
DESIGN OF FLEXURAL MEMBERS
Table 3-4
Zy
W-Shapes
Selection by Zy
Zy
Shape
Mny /Ωb φb Mny
in.3
ASD
kip-ft
LRFD
Shape
W14×730h
816
2040
3060
h
W14×665
730
1820
2740
W14×605h
652
1630
2450
h
W14×550
W36×652h
583
581
1450
1450
2190
2180
W14×500h
W40×593h
522
481
1300
1200
1960
1800
W14×455h
W36×529h
W27×539h
468
454
437
1170
1130
1090
1760
1700
1640
W14×426h
W36×487h
434
412
1080
1030
1630
1550
W14×398h
W40×503h
402
394
1000
983
1510
1480
W14×370h
W36×441h
370
368
923
918
1390
1380
h
W14×342
W40×431h
W36×395h
W33×387h
W30×391h
338
328
325
312
310
843
818
811
778
773
1270
1230
1220
1170
1160
W14×311h
W40×397h
W36×361h
W33×354h
W30×357h
W27×368h
W40×372h
304
300
293
282
279
279
277
758
749
731
704
696
696
691
1140
1130
1100
1060
1050
1050
1040
ASD
kip-ft
LRFD
f
h
Ωb = 1.67
Ωv = 1.50
Fy = 50 ksi
φ b = 0.90
φ v = 1.00
Zy
Mny /Ωb φb Mny
in.3
ASD
kip-ft
LRFD
Shape
W14×283h
W12×336h
W40×362h
W24×370h
W36×330
W30×326h
W27×336h
W33×318
274
274
270
267
265
252
252
250
684
684
674
666
661
629
629
624
1030
1030
1010
1000
994
945
945
938
W14×257
W12×305h
W36×302
W40×324
W24×335h
W44×335
W27×307h
W33×291
W36×282
W30×292
246
244
241
239
238
236
227
226
223
223
614
609
601
596
594
589
566
564
556
556
923
915
904
896
893
885
851
848
836
836
W14×233
W12×279h
W40×297
W24×306h
W40×392h
W18×311h
W27×281
W44×290
W40×277
W36×262
W33×263
221
220
215
214
212
207
206
205
204
204
202
551
549
536
534
519
516
514
511
509
509
504
829
825
806
803
780
776
773
769
765
765
758
kip-ft
Zy
Mny /Ωb φb Mny
kip-ft
kip-ft
LRFD
W14×211
W30×261
W12×252h
W24×279h
W36×247
W27×258
W18×283h
W44×262
W40×249
W33×241
in.3
198
196
196
193
190
187
185
182
182
182
ASD
494
489
489
482
474
467
462
454
454
454
W14×193
W12×230h
W36×231
W30×235
W40×331h
W24×250
W27×235
W18×258h
W33×221
180
177
176
175
172
171
168
166
164
449
442
439
437
423
427
419
414
409
675
664
660
656
636
641
630
623
615
W14×176
W12×210
W44×230f
W40×215
W30×211
W27×217
W24×229
W40×294
W18×234h
W33×201
163
159
157
156
155
154
154
150
149
147
407
397
392
389
387
384
384
373
372
367
611
596
589
585
581
578
578
561
559
551
743
735
735
724
713
701
694
683
683
683
Shape exceeds compact limit for flexure with Fy = 50 ksi.
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification
Section A3.1c.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3A:14th Ed.
2/24/11
8:41 AM
Page 31
W-SHAPE SELECTION TABLES
3–31
Table 3-4 (continued)
Zy
W-Shapes
Fy = 50 ksi
Selection by Zy
Shape
Mny /Ωb φb Mny
Zy
kip-ft
kip-ft
LRFD
Shape
548
536
523
518
514
514
514
510
499
W14×159
W12×190
W40×278
W30×191
W40×199
W36×256
W24×207
W27×194
W21×201
in.3
146
143
140
138
137
137
137
136
133
ASD
364
357
348
344
342
342
342
339
332
W14×145
W40×264
W18×211
W24×192
W12×170
W30×173
W36×232
W27×178
W21×182
W18×192
W40×235
W24×176
133
132
132
126
126
123
122
122
119
119
118
115
332
329
329
314
314
307
304
304
297
297
294
287
499
495
495
473
473
461
458
458
446
446
443
431
W14×132
W12×152
W27×161
W21×166
W36×210
W18×175
W40×211
W24×162
113
111
109
108
107
106
105
105
282
277
272
269
267
264
262
262
424
416
409
405
401
398
394
394
W14×120
W12×136
W36×194
W27×146
W18×158
W24×146
102
98.0
97.7
97.7
94.8
93.2
254
245
244
244
237
233
383
368
366
366
356
350
ASD
LRFD
Ωb = 1.67
Ωv = 1.50
φ b = 0.90
φ v = 1.00
f
Zy
Mny /Ωb φb Mny
kip-ft
kip-ft
LRFD
Shape
348
347
340
331
320
320
317
314
W14×109
W21×147
W36×182
W40×183
W18×143
W12×120
W33×169
W36×170
in.3
92.7
92.6
90.7
88.3
85.4
85.4
84.4
83.8
ASD
231
231
226
220
213
213
211
209
W14×99f
W21×132
W24×131
W36×160
W18×130
W40×167
W21×122
83.6
82.3
81.5
77.3
76.7
76.0
75.6
207
205
203
193
191
190
189
311
309
306
290
288
285
283
W14×90f
W12×106
W33×152
W24×117
W36×150
W10×112
W18×119
W21×111
W30×148
W12×96
W33×141
W24×104
W40×149
W21×101
W10×100
W18×106
75.6
75.1
73.9
71.4
70.9
69.2
69.1
68.2
68.0
67.5
66.9
62.4
62.2
61.7
61.0
60.5
181
187
184
178
177
173
172
170
170
168
167
156
155
154
152
151
273
282
277
268
266
260
259
256
255
253
251
234
233
231
229
227
Zy
Mny /Ωb φb Mny
kip-ft
kip-ft
LRFD
W12×87
W36×135
W33×130
W30×132
W27×129
W18×97
W16×100
in.3
60.4
59.7
59.5
58.4
57.6
55.3
54.9
ASD
151
149
148
146
144
138
137
W12×79
W30×124
W10×88
W33×118
W27×114
W30×116
54.3
54.0
53.1
51.3
49.3
49.2
135
135
132
128
123
123
204
203
199
192
185
185
W12×72
W18×86
W16×89
W10×77
W14×82
49.2
48.4
48.1
45.9
44.8
123
121
120
115
112
185
182
180
172
168
W12×65f
W30×108
W27×102
W18×76
W24×103
W16×77
W14×74
W10×68
W27×94
W30×99
W24×94
W14×68
W16×67
44.1
43.9
43.4
42.2
41.5
41.1
40.5
40.1
38.8
38.6
37.5
36.9
35.5
107
110
108
105
104
103
101
100
96.8
96.3
93.6
92.1
88.6
161
165
163
158
156
154
152
150
146
145
141
138
133
Shape exceeds compact limit for flexure with Fy = 50 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
227
224
223
219
216
207
206
AISC_Part 3A:14th Ed.
2/24/11
8:41 AM
Page 32
3–32
DESIGN OF FLEXURAL MEMBERS
Table 3-4 (continued)
Zy
Shape
W-Shapes
Fy = 50 ksi
Selection by Zy
Zy
Mny /Ωb φb Mny
W10×60
W30×90
W21×93
W27×84
W14×61
W8×67
W24×84
in.3
35.0
34.7
34.7
33.2
32.8
32.7
32.6
ASD
87.3
86.6
86.6
82.8
81.8
81.6
81.3
kip-ft
LRFD
Shape
131
130
130
125
123
123
122
W12×58
32.5
81.1
122
W10×54
W21×83
31.3
30.5
78.1
76.1
117
114
W12×53
W24×76
29.1
28.6
72.6
71.4
109
107
W10×49
W8×58
W21×73
W18×71
W24×68
W21×68
28.3
27.9
26.6
24.7
24.5
24.4
70.6
69.6
66.4
61.6
61.1
60.9
106
105
99.8
92.6
91.9
91.5
W8×48
W18×65
W14×53
W21×62
W12×50
W18×60
22.9
22.5
22.0
21.7
21.3
20.6
57.1
56.1
54.9
54.1
53.1
51.4
85.9
84.4
82.5
81.4
79.9
77.3
W10×45
W14×48
20.3
19.6
50.6
48.9
76.1
73.5
W12×45
W16×57
W18×55
19.0
18.9
18.5
47.4
47.2
46.2
71.3
70.9
69.4
kip-ft
ASD
LRFD
Ωb = 1.67
Ωv = 1.50
φ b = 0.90
φ v = 1.00
f
Zy
Mny /Ωb φb Mny
kip-ft
kip-ft
LRFD
Shape
69.4
69.0
64.9
W8×40
W21×55
W14×43
in.3
18.5
18.4
17.3
ASD
46.2
45.9
43.2
W10×39
W12×40
W18×50
W16×50
17.2
16.8
16.6
16.3
42.9
41.9
41.4
40.7
64.5
63.0
62.3
61.1
W8×35
W24×62
W21×48f
W21×57
W16×45
16.1
15.7
14.9
14.8
14.5
40.2
39.1
36.7
36.9
36.2
60.4
58.8
55.2
55.5
54.4
W8×31f
W10×33
W24×55
W16×40
W21×50
W14×38
W18×46
W12×35
W16×36
W14×34
W21×44
14.1
14.0
13.3
12.7
12.2
12.1
11.7
11.5
10.8
10.6
10.2
35.1
34.9
33.1
31.7
30.4
30.2
29.2
28.7
26.9
26.4
25.4
52.8
52.5
49.8
47.6
45.8
45.4
43.9
43.1
40.5
39.8
38.2
W8×28
W18×40
W12×30
W14×30
W10×30
10.1
10.0
9.56
8.99
8.84
25.2
25.0
23.9
22.4
22.1
37.9
37.5
35.9
33.7
33.2
Zy
Mny /Ωb φb Mny
kip-ft
kip-ft
LRFD
W8×24
W12×26
W18×35
W10×26
W16×31
in.3
8.57
8.17
8.06
7.50
7.03
ASD
21.4
20.4
20.1
18.7
17.5
W10×22
6.10
15.2
22.9
W8×21
W14×26
W16×26
5.69
5.54
5.48
14.2
13.8
13.7
21.3
20.8
20.6
W8×18
W14×22
W12×22
W10×19
W12×19
4.66
4.39
3.66
3.35
2.98
11.6
11.0
9.13
8.36
7.44
17.5
16.5
13.7
12.6
11.2
W10×17
2.80
6.99
10.5
W8×15
2.67
6.66
10.0
W10×15
W12×16
2.30
2.26
5.74
5.63
8.63
8.46
W8×13
W12×14
2.15
1.90
5.36
4.74
8.06
7.13
W10×12f
1.74
4.30
6.46
W8×10f
1.66
4.07
6.12
Shape exceeds compact limit for flexure with Fy = 50 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
32.1
30.6
30.2
28.1
26.4
AISC_Part 3A:14th Ed.
2/24/11
8:41 AM
Page 33
W-SHAPE SELECTION TABLES
3–33
Table 3-5
Iy
W-Shapes
Selection by Iy
Iy
Shape
Iy
Shape
4
in.
h
h
W14×730
4720
W14×665h
4170
W14×605h
3680
W14×550h
W36×652h
3250
3230
W14×500h
2880
W14×455h
W40×593h
2560
2520
W36×529h
2490
W14×426h
W36×487h
2360
2250
W14×398h
W27×539h
W40×503h
W36×441h
2170
2110
2040
1990
W14×370h
1990
W14×342h
W36×395h
W40×431h
W33×387h
1810
1750
1690
1620
W14×311h
W36×361h
W30×391h
W40×397h
W33×354h
1610
1570
1550
1540
1460
Shape
4
W14×283
W40×372h
W36×330
W30×357h
W40×362h
W27×368h
W36×302
W33×318
1440
1420
1420
1390
1380
1310
1300
1290
W14×257
W30×326h
W40×324
W44×335
W36×282
W12×336h
W27×336h
W33×291
W24×370h
1290
1240
1220
1200
1200
1190
1180
1160
1160
W14×233
W30×292
W40×297
W36×262
W27×307h
W12×305h
W44×290
W40×277
W33×263
W24×335h
1150
1100
1090
1090
1050
1050
1040
1040
1040
1030
W14×211
W36×247
W30×261
W27×281
W36×231
W12×279h
W33×241
1030
1010
959
953
940
937
933
Shape
4
in.
h
Iy
Iy
in.4
in.
W14×193
W40×249
W44×262
W24×306h
W27×258
W30×235
W33×221
931
926
923
919
859
855
840
W14×132
W21×201
W24×192
W36×256
W40×278
W12×170
W27×161
548
542
530
528
521
517
497
W14×176
W12×252h
W24×279h
W40×392h
W44×230
W40×215
W18×311h
W27×235
W30×211
W33×201
838
828
823
803
796
803
795
769
757
749
W14×120
W40×264
W18×211
W21×182
W24×176
W36×232
W12×152
495
493
493
483
479
468
454
W14×159
W12×230h
W24×250
W27×217
W18×283h
W40×199
748
742
724
704
704
695
W14×109
W40×235
W27×146
W24×162
W18×192
W21×166
W36×210
447
444
443
443
440
435
411
W14×145
W30×191
W12×210
W24×229
W40×331h
W40×327h
W18×258h
W27×194
W30×173
W12×190
W24×207
W40×294
W18×234h
W27×178
677
673
664
651
644
640
628
619
598
589
578
562
558
555
W14×99
W12×136
W24×146
W18×175
W40×211
W21×147
W36×194
402
398
391
391
390
376
375
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3A:14th Ed.
2/24/11
8:41 AM
Page 34
3–34
DESIGN OF FLEXURAL MEMBERS
Table 3-5 (continued)
Iy
Shape
W-Shapes
Selection by Iy
Iy
Shape
4
h
362
347
347
345
340
333
331
320
311
310
305
301
297
295
283
278
274
273
270
270
259
253
248
246
W12×87
W10×112
W40×149
W30×148
W36×135
W18×106
W33×130
241
236
229
227
225
220
218
W12×79
W10×100
W18×97
W30×132
216
207
201
196
W12×72
W33×118
W16×100
W27×129
W30×124
W10×88
W18×86
195
187
186
184
181
179
175
Shape
4
in.
W14×90
W36×182
W18×158
W12×120
W24×131
W21×132
W40×183
W36×170
W18×143
W33×169
W21×122
W12×106
W24×117
W36×160
W40×167
W18×130
W21×111
W33×152
W36×150
W12×96
W24×104
W18×119
W21×101
W33×141
Iy
174
164
163
159
154
152
148
146
139
138
134
134
128
124
121
119
119
W10×60
W30×90
W24×94
W14×61
116
115
109
107
W12×58
W27×84
107
106
W10×54
103
W12×53
W24×84
95.8
94.4
W10×49
W21×93
W8×67
W24×76
W21×83
W8×58
W21×73
W24×68
W21×68
93.4
92.9
88.6
82.5
81.4
75.1
70.6
70.4
64.7
Shape
4
in.
W12×65
W30×116
W16×89
W27×114
W10×77
W18×76
W14×82
W30×108
W27×102
W16×77
W14×74
W10×68
W30×99
W27×94
W14×68
W24×103
W16×67
Iy
in.4
in.
W8×48
W18×71
W14×53
W21×62
W12×50
W18×65
60.9
60.3
57.7
57.5
56.3
54.8
W10×45
W14×48
W18×60
53.4
51.4
50.1
W12×45
50.0
W8×40
W21×55
W14×43
49.1
48.4
45.2
W10×39
W18×55
W12×40
W16×57
45.0
44.9
44.1
43.1
W8×35
W18×50
W21×48
W16×50
42.6
40.1
38.7
37.2
W8×31
W10×33
W24×62
W16×45
W21×57
W24×55
W16×40
W14×38
W21×50
W16×36
W12×35
W14×34
W18×46
37.1
36.6
34.5
32.8
30.6
29.1
28.9
26.7
24.9
24.5
24.5
23.3
22.5
W8×28
W21×44
W12×30
W14×30
W18×40
21.7
20.7
20.3
19.6
19.1
W8×24
W12×26
W10×30
W18×35
W10×26
W16×31
18.3
17.3
16.7
15.3
14.1
12.4
W10×22
11.4
W8×21
W16×26
W14×26
9.77
9.59
8.91
W8×18
W14×22
W12×22
W10×19
W12×19
7.97
7.00
4.66
4.29
3.76
W10×17
3.56
W8×15
3.41
W10×15
W12×16
2.89
2.82
W8×13
W12×14
2.73
2.36
W10×12
2.18
W8×10
2.09
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
Iy
AISC_Part 3A:14th Ed.
2/24/11
8:41 AM
Page 35
3–35
MAXIMUM TOTAL UNIFORM LOAD TABLES
Table 3-6
Maximum Total
Uniform Load, kips
Fy = 50 ksi
W-Shapes
W44
W44×
Shape
335
230v
262
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
Span, ft
Design
290
17
18
19
20
21
22
23
24
25
26
27
28
29
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
62
64
66
68
70
72
1810
1800
1700
1620
1540
1470
1410
1350
1290
1240
1200
1150
1120
1080
1010
951
898
851
808
770
735
703
674
647
622
599
577
558
539
522
505
490
476
462
449
2720
2700
2560
2430
2310
2210
2110
2030
1940
1870
1800
1740
1680
1620
1520
1430
1350
1280
1220
1160
1100
1060
1010
972
935
900
868
838
810
784
759
736
715
694
675
1510
1480
1410
1340
1280
1220
1170
1130
1080
1040
1010
970
938
879
828
782
741
704
670
640
612
586
563
541
521
503
485
469
454
440
426
414
402
391
2260
2230
2120
2010
1920
1840
1760
1690
1630
1570
1510
1460
1410
1320
1240
1180
1110
1060
1010
961
920
881
846
813
783
755
729
705
682
661
641
622
604
588
1360
1330
1270
1210
1150
1100
1060
1010
975
939
905
874
845
792
746
704
667
634
604
576
551
528
507
487
469
453
437
422
409
396
384
373
362
352
2040
2010
1910
1810
1730
1660
1590
1520
1470
1410
1360
1310
1270
1190
1120
1060
1000
953
907
866
828
794
762
733
706
680
657
635
615
595
577
560
544
529
1090
1050
998
955
915
878
844
813
784
757
732
686
646
610
578
549
523
499
477
457
439
422
407
392
379
366
354
343
333
323
314
305
1640
1570
1500
1430
1380
1320
1270
1220
1180
1140
1100
1030
971
917
868
825
786
750
717
688
660
635
611
589
569
550
532
516
500
485
471
458
Wc /Ωb
Mp /Ωb
Mr /Ωb
BF /Ωb
Vn /Ωv
φbWc , kip-ft
φb Mp , kip-ft
φb Mr , kip-ft
φb BF, kips
φvVn , kips
32300
4040
2460
59.4
906
48600
6080
3700
89.5
1360
25300
3170
1940
52.6
680
38100
4760
2910
79.1
1020
22000
2740
1700
46.8
547
33000
4130
2550
71.2
822
Beam Properties
Zx , in.3
Lp , ft
Lr , ft
1620
12.3
38.9
ASD
LRFD
Ωb = 1.67
Ωv = 1.50
φ b = 0.90
φ v = 1.00
28100
3520
2170
54.9
754
1410
12.3
36.9
42300
5290
3260
82.5
1130
1270
12.3
35.7
v
1100
12.1
34.3
Shape does not meet the h/tw limit for shear in AISC Specification Section G2.1(a) with
Fy = 50 ksi; therefore, φv = 0.90 and Ωv = 1.67.
Note: For beams laterally unsupported, see Table 3-10.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3A:14th Ed.
2/24/11
8:41 AM
Page 36
3–36
DESIGN OF FLEXURAL MEMBERS
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
W-Shapes
W40
Shape
Design
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
62
64
66
68
70
72
Span, ft
Fy = 50 ksi
593h
ASD LRFD
3080
3060
2900
2750
2620
2500
2400
2300
2200
2120
2040
1970
1900
1840
1720
1620
1530
1450
1380
1310
1250
1200
1150
1100
1060
1020
984
950
918
889
861
835
810
787
765
4620
4600
4360
4140
3940
3760
3600
3450
3310
3180
3070
2960
2860
2760
2590
2440
2300
2180
2070
1970
1880
1800
1730
1660
1590
1530
1480
1430
1380
1340
1290
1250
1220
1180
1150
503 h
ASD LRFD
2590
2570
2440
2320
2210
2100
2010
1930
1850
1780
1720
1650
1600
1540
1450
1360
1290
1220
1160
1100
1050
1010
965
926
891
858
827
798
772
747
724
702
681
662
643
3890
3870
3660
3480
3310
3160
3030
2900
2780
2680
2580
2490
2400
2320
2180
2050
1930
1830
1740
1660
1580
1510
1450
1390
1340
1290
1240
1200
1160
1120
1090
1050
1020
994
967
W40×
397 h
431h
ASD LRFD ASD LRFD
392 h
ASD LRFD
372 h
ASD LRFD
2210
2170
2060
1960
1860
1780
1700
1630
1560
1500
1450
1400
1350
1300
1220
1150
1090
1030
978
931
889
850
815
782
752
724
699
675
652
631
611
593
575
559
543
2360
2280
2130
2010
1900
1800
1710
1630
1550
1480
1420
1370
1310
1260
1220
1180
1140
1070
1000
948
898
853
813
776
742
711
683
656
632
609
588
569
551
533
517
502
488
474
1880
1860
1760
1680
1600
1520
1460
1400
1340
1290
1240
1200
1160
1120
1050
986
931
882
838
798
762
729
699
671
645
621
599
578
559
541
524
508
493
479
466
3320
3270
3090
2940
2800
2670
2560
2450
2350
2260
2180
2100
2030
1960
1840
1730
1630
1550
1470
1400
1340
1280
1230
1180
1130
1090
1050
1010
980
948
919
891
865
840
817
2000
1890
1800
1710
1630
1560
1500
1440
1380
1330
1280
1240
1200
1120
1060
998
945
898
855
817
781
749
719
691
665
642
619
599
579
561
544
528
513
499
3000
2840
2700
2570
2450
2350
2250
2160
2080
2000
1930
1860
1800
1690
1590
1500
1420
1350
1290
1230
1170
1130
1080
1040
1000
964
931
900
871
844
818
794
771
750
3540
3420
3210
3020
2850
2700
2570
2440
2330
2230
2140
2050
1970
1900
1830
1770
1710
1600
1510
1430
1350
1280
1220
1170
1120
1070
1030
987
950
916
884
855
827
802
777
754
733
713
2830
2800
2650
2520
2400
2290
2190
2100
2020
1940
1870
1800
1740
1680
1580
1480
1400
1330
1260
1200
1150
1100
1050
1010
969
933
900
869
840
813
788
764
741
720
700
Beam Properties
Wc /Ωb φbWc , kip-ft 55100 82800 46300 69600 39100 58800 35900 54000 34100 51300 33500 50400
Mp /Ωb φb Mp , kip-ft 6890 10400 5790 8700 4890 7350 4490 6750 4270 6410 4190 6300
Mr /Ωb φb Mr , kip-ft 4090 6140 3460 5200 2950 4440 2720 4100 2510 3780 2550 3830
BF /Ωb φb BF, kips
55.4
84.4
55.3
83.1
53.6
80.4
52.4
78.4
60.8
90.8
51.7
77.9
Vn /Ωv φvVn , kips 1540 2310 1300 1950 1110 1660 1000 1500 1180 1770
942 1410
Zx , in.3
Lp , ft
Lr , ft
ASD
2760
13.4
63.9
LRFD
h
2320
13.1
55.2
1960
12.9
49.1
1800
12.9
46.7
1710
9.33
38.3
1680
12.7
44.4
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3A:14th Ed.
2/24/11
8:41 AM
Page 37
3–37
MAXIMUM TOTAL UNIFORM LOAD TABLES
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
Fy = 50 ksi
W-Shapes
Shape
Design
Span, ft
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
62
64
66
68
70
72
W40
362h
ASD LRFD
331h
ASD LRFD
W40×
324
327h
ASD LRFD ASD LRFD
1820
1720
1640
1560
1490
1420
1360
1310
1260
1210
1170
1130
1090
1020
963
909
861
818
779
744
712
682
655
630
606
585
564
546
528
511
496
481
468
455
1990
1900
1780
1680
1590
1500
1430
1360
1300
1240
1190
1140
1100
1060
1020
984
951
892
839
793
751
714
680
649
620
595
571
549
529
510
492
476
460
446
432
420
408
396
1930
1880
1760
1660
1560
1480
1410
1340
1280
1220
1170
1130
1080
1040
1010
970
938
879
828
782
741
704
670
640
612
586
563
541
521
503
485
469
454
440
426
414
402
391
2730
2590
2460
2340
2240
2140
2050
1970
1890
1820
1760
1700
1640
1540
1450
1370
1290
1230
1170
1120
1070
1030
984
946
911
879
848
820
794
769
745
724
703
683
2990
2860
2680
2520
2380
2260
2150
2040
1950
1870
1790
1720
1650
1590
1530
1480
1430
1340
1260
1190
1130
1070
1020
975
933
894
858
825
794
766
740
715
692
670
650
631
613
596
2890
2820
2640
2490
2350
2230
2120
2010
1920
1840
1760
1690
1630
1570
1510
1460
1410
1320
1240
1180
1110
1060
1010
961
920
881
846
813
783
755
729
705
682
661
641
622
604
588
1610
1530
1460
1390
1320
1270
1210
1170
1120
1080
1040
1000
971
911
857
809
767
729
694
662
634
607
583
560
540
520
502
486
470
455
442
429
416
405
2410
2310
2190
2090
1990
1900
1830
1750
1680
1620
1560
1510
1460
1370
1290
1220
1150
1100
1040
995
952
913
876
842
811
782
755
730
706
684
664
644
626
608
297
ASD LRFD
294
ASD LRFD
1480
1470
1400
1330
1260
1210
1150
1110
1060
1020
983
948
915
885
830
781
737
699
664
632
603
577
553
531
511
492
474
458
442
428
415
402
390
379
369
1710
1690
1580
1490
1410
1330
1270
1210
1150
1100
1060
1010
975
939
905
874
845
792
746
704
667
634
604
576
551
528
507
487
469
453
437
422
409
396
384
373
362
352
2220
2220
2100
2000
1900
1810
1730
1660
1600
1530
1480
1430
1380
1330
1250
1170
1110
1050
998
950
907
867
831
798
767
739
713
688
665
644
623
605
587
570
554
2570
2540
2380
2240
2120
2010
1910
1810
1730
1660
1590
1520
1470
1410
1360
1310
1270
1190
1120
1060
1000
953
907
866
828
794
762
733
706
680
657
635
615
595
577
560
544
529
Beam Properties
Wc /Ωb φbWc , kip-ft 32700 49200 28500 42900 28100 42300 29100 43800 26500 39900.0 25300 38100
Mp /Ωb φb Mp , kip-ft 4090 6150 3570 5360 3520 5290 3640 5480 3320 4990 3170 4760
Mr /Ωb φb Mr , kip-ft 2480 3730 2110 3180 2100 3150 2240 3360 2040 3070 1890 2840
BF /Ωb φb BF, kips
51.4
77.3
59.1
88.2
58.0
87.4
49.0
74.1
47.8
71.6
56.9
85.4
Vn /Ωv φvVn , kips
909 1360
996 1490
963 1440
804 1210
740 1110
856 1280
Zx , in.3
Lp , ft
Lr , ft
ASD
1640
12.7
44.0
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
1430
9.08
33.8
1410
9.11
33.6
1460
12.6
41.2
1330
12.5
39.3
Note: For beams laterally unsupported, see Table 3-10.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
1270
9.01
31.5
AISC_Part 3A:14th Ed.
2/24/11
8:42 AM
Page 38
3–38
DESIGN OF FLEXURAL MEMBERS
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
W-Shapes
W40
Shape
278
ASD LRFD
Design
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
62
64
66
68
70
72
Span, ft
Fy = 50 ksi
1660
1580
1480
1400
1320
1250
1190
1130
1080
1030
990
950
914
880
848
819
792
742
699
660
625
594
566
540
516
495
475
457
440
424
410
396
383
371
360
349
339
330
2480
2380
2230
2100
1980
1880
1790
1700
1620
1550
1490
1430
1370
1320
1280
1230
1190
1120
1050
992
939
893
850
811
776
744
714
687
661
638
616
595
576
558
541
525
510
496
277
ASD LRFD
W40×
264
249
ASD LRFD ASD LRFD
235
ASD LRFD
215
ASD LRFD
1320
1310
1250
1190
1130
1080
1040
998
960
924
891
860
832
780
734
693
657
624
594
567
542
520
499
480
462
446
430
416
402
390
378
367
356
347
1540
1500
1410
1330
1250
1190
1130
1070
1030
981
940
902
867
835
806
778
752
705
663
627
594
564
537
513
490
470
451
434
418
403
389
376
364
352
342
332
322
313
1320
1260
1190
1120
1060
1010
960
916
877
840
806
775
747
720
695
672
630
593
560
531
504
480
458
438
420
403
388
373
360
348
336
325
315
305
296
288
280
1010
962
916
875
837
802
770
740
713
687
664
641
601
566
534
506
481
458
437
418
401
385
370
356
344
332
321
310
301
292
283
275
267
1980
1970
1880
1790
1700
1630
1560
1500
1440
1390
1340
1290
1250
1170
1100
1040
987
938
893
852
815
781
750
721
694
670
647
625
605
586
568
551
536
521
2300
2260
2120
1990
1880
1780
1700
1610
1540
1470
1410
1360
1300
1260
1210
1170
1130
1060
997
942
892
848
807
770
737
706
678
652
628
605
584
565
547
530
514
499
484
471
1180
1120
1060
1020
972
931
894
860
828
798
771
745
699
658
621
588
559
532
508
486
466
447
430
414
399
385
373
361
349
339
329
319
310
1770
1680
1600
1530
1460
1400
1340
1290
1240
1200
1160
1120
1050
988
933
884
840
800
764
730
700
672
646
622
600
579
560
542
525
509
494
480
467
1980
1890
1780
1680
1590
1520
1440
1380
1320
1260
1210
1170
1120
1080
1040
1010
947
891
842
797
758
721
689
659
631
606
583
561
541
522
505
489
473
459
446
433
421
1520
1450
1380
1310
1260
1210
1160
1110
1070
1030
997
964
904
851
803
761
723
689
657
629
603
578
556
536
516
499
482
466
452
438
425
413
402
Beam Properties
Wc /Ωb φbWc , kip-ft 23800 35700 25000 37500 22600 33900 22400 33600 20200 30300 19200 28900
Mp /Ωb φb Mp , kip-ft 2970 4460 3120 4690 2820 4240 2790 4200 2520 3790 2410 3620
Mr /Ωb φb Mr , kip-ft 1780 2680 1920 2890 1700 2550 1730 2610 1530 2300 1500 2250
BF /Ωb φb BF, kips
55.3
82.8
45.8
68.7
53.8
81.3
42.9
64.4
51.0
76.7
39.4
59.3
Vn /Ωv φvVn , kips
828 1240
659
989
768 1150
591
887
659
989
507
761
Zx , in.3
Lp , ft
Lr , ft
ASD
1190
8.90
30.4
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
v
1250
12.6
38.8
1130
8.90
29.7
1120
12.5
37.2
1010
8.97
28.4
964
12.5
35.6
Shape does not meet the h /tw limit for shear in AISC Specification Section G2.1(a) with Fy = 50 ksi;
therefore, φv = 0.90 and Ωv = 1.67.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3A:14th Ed.
2/24/11
8:42 AM
Page 39
3–39
MAXIMUM TOTAL UNIFORM LOAD TABLES
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
Fy = 50 ksi
W-Shapes
Shape
Design
Span, ft
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
62
64
66
68
70
72
211
ASD
1180
1130
1060
1000
952
904
861
822
786
753
723
696
670
646
624
603
565
532
502
476
452
431
411
393
377
362
348
335
323
312
301
292
283
274
266
258
251
199
LRFD
1770
1700
1600
1510
1430
1360
1290
1240
1180
1130
1090
1050
1010
971
937
906
849
799
755
715
680
647
618
591
566
544
523
503
485
469
453
438
425
412
400
388
378
ASD
1010
964
913
867
826
788
754
723
694
667
642
619
598
578
542
510
482
456
434
413
394
377
361
347
334
321
310
299
289
280
271
263
255
248
241
LRFD
1510
1450
1370
1300
1240
1190
1130
1090
1040
1000
966
931
899
869
815
767
724
686
652
621
593
567
543
521
501
483
466
449
435
420
407
395
383
372
362
W40
W40×
183
ASD
LRFD
ASD
LRFD
149v
ASD
LRFD
1010
966
909
858
813
772
736
702
672
644
618
594
572
552
533
515
483
454
429
407
386
368
351
336
322
309
297
286
276
266
257
249
241
234
227
221
215
1000
988
922
865
814
768
728
692
659
629
601
576
553
532
512
494
477
461
432
407
384
364
346
329
314
301
288
277
266
256
247
238
231
223
216
210
203
198
192
1510
1490
1390
1300
1220
1160
1090
1040
990
945
904
866
832
800
770
743
717
693
650
611
578
547
520
495
473
452
433
416
400
385
371
358
347
335
325
315
306
297
289
865
853
796
746
702
663
628
597
568
543
519
497
477
459
442
426
412
398
373
351
332
314
298
284
271
259
249
239
230
221
213
206
199
193
187
181
176
171
166
1520
1450
1370
1290
1220
1160
1110
1060
1010
968
929
893
860
829
801
774
726
683
645
611
581
553
528
505
484
464
447
430
415
400
387
375
363
352
341
332
323
167
1300
1280
1200
1120
1060
997
944
897
854
815
780
748
718
690
664
641
619
598
561
528
498
472
449
427
408
390
374
359
345
332
320
309
299
289
280
272
264
256
249
Beam Properties
Wc /Ωb φbWc , kip-ft 18100
27200
17300
26100
15400
23200
13800
Mp /Ωb φb Mp , kip-ft 2260
3400
2170
3260
1930
2900
1730
Mr /Ωb φb Mr , kip-ft 1370
2060
1340
2020
1180
1770
1050
BF /Ωb φb BF, kips
48.6
73.1
37.6
56.1
44.1
66.5
41.7
Vn /Ωv φvVn , kips
591
887
503
755
507
761
502
Zx , in.3
Lp , ft
Lr , ft
ASD
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
20800 11900
2600
1490
1580
896
62.5
38.3
753
432
17900
2240
1350
57.4
650
906
869
774
693
598
8.87
12.2
8.80
8.48
8.09
27.2
34.3
25.8
24.8
23.6
v
Shape does not meet the h /tw limit for shear in AISC Specification Section G2.1(a) with Fy = 50 ksi;
therefore, φv = 0.90 and Ωv = 1.67.
Note: For beams laterally unsupported, see Table 3-10.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3A:14th Ed.
2/24/11
8:42 AM
Page 40
3–40
DESIGN OF FLEXURAL MEMBERS
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
W-Shapes
W36
Shape
Design
17
18
19
20
21
22
23
24
25
26
27
28
29
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
62
64
66
68
70
72
Span, ft
Fy = 50 ksi
652h
ASD LRFD
3240 4860
3230 4850
3060 4590
2900 4370
2770 4160
2640 3970
2530 3800
2420 3640
2320 3490
2230 3360
2150 3230
2070 3120
2000 3010
1940 2910
1820 2730
1710 2570
1610 2430
1530 2300
1450 2180
1380 2080
1320 1980
1260 1900
1210 1820
1160 1750
1120 1680
1080 1620
1040 1560
1000 1510
968 1460
937 1410
908 1360
880 1320
854 1280
830 1250
807 1210
529h
ASD LRFD
W36×
441h
487h
ASD LRFD ASD LRFD
395h
ASD LRFD
361h
ASD LRFD
2560
2450
2330
2210
2110
2020
1940
1860
1790
1720
1660
1600
1550
1450
1370
1290
1220
1160
1110
1060
1010
969
930
894
861
830
802
775
750
727
705
684
664
646
2360
2240
2130
2020
1930
1850
1770
1700
1640
1570
1520
1470
1420
1330
1250
1180
1120
1060
1010
966
924
886
850
818
787
759
733
709
686
664
644
625
607
590
1870
1800
1710
1630
1550
1480
1420
1370
1310
1260
1220
1180
1140
1070
1000
948
898
853
813
776
742
711
683
656
632
609
588
569
551
533
517
502
488
474
1700
1630
1550
1470
1410
1350
1290
1240
1190
1150
1100
1070
1030
967
910
859
814
773
737
703
673
645
619
595
573
552
533
516
499
483
469
455
442
430
3840
3680
3500
3330
3180
3040
2910
2800
2690
2590
2500
2410
2330
2180
2060
1940
1840
1750
1660
1590
1520
1460
1400
1340
1290
1250
1210
1170
1130
1090
1060
1030
999
971
3540
3360
3200
3040
2900
2780
2660
2560
2460
2370
2280
2200
2130
2000
1880
1780
1680
1600
1520
1450
1390
1330
1280
1230
1180
1140
1100
1070
1030
998
968
940
913
888
2110
2010
1910
1820
1730
1660
1590
1520
1470
1410
1360
1310
1270
1190
1120
1060
1000
953
908
866
829
794
762
733
706
681
657
635
615
596
578
561
545
529
3170
3020
2870
2730
2600
2490
2390
2290
2200
2120
2050
1980
1910
1790
1690
1590
1510
1430
1360
1300
1250
1190
1150
1100
1060
1020
988
955
924
895
868
843
819
796
2810
2700
2570
2440
2330
2230
2140
2050
1970
1900
1830
1770
1710
1600
1510
1430
1350
1280
1220
1170
1120
1070
1030
987
950
916
884
855
827
802
777
754
733
713
2550
2450
2330
2210
2110
2020
1940
1860
1790
1720
1660
1600
1550
1450
1370
1290
1220
1160
1110
1060
1010
969
930
894
861
830
802
775
750
727
705
684
664
646
Beam Properties
Wc /Ωb φbWc , kip-ft 58100 87300 46500 69900 42500 63900 38100 57300 34100 51300 30900 46500
Mp /Ωb φb Mp , kip-ft 7260 10900 5810 8740 5310 7990 4770 7160 4270 6410 3870 5810
Mr /Ωb φb Mr , kip-ft 4300 6460 3480 5220 3200 4800 2880 4330 2600 3910 2360 3540
BF /Ωb φb BF, kips
46.8
70.3
46.4
70.1
46.0
69.5
45.3
67.9
44.9
67.2
43.6
65.6
Vn /Ωv φvVn , kips 1620 2430 1280 1920 1180 1770 1060 1590
937 1410
851 1280
Zx , in.3
Lp , ft
Lr , ft
ASD
2910
14.5
77.7
LRFD
h
2330
14.1
64.3
2130
14.0
59.9
1910
13.8
55.5
1710
13.7
50.9
1550
13.6
48.2
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3A:14th Ed.
2/24/11
8:42 AM
Page 41
3–41
MAXIMUM TOTAL UNIFORM LOAD TABLES
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
Fy = 50 ksi
W-Shapes
Shape
Design
Span, ft
17
18
19
20
21
22
23
24
25
26
27
28
29
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
62
64
66
68
70
72
330
ASD LRFD
302
ASD LRFD
1540
1480
1410
1340
1280
1220
1170
1130
1080
1040
1010
970
938
879
828
782
741
704
670
640
612
586
563
541
521
503
485
469
454
440
426
414
402
391
1410
1340
1280
1220
1160
1110
1060
1020
983
946
912
881
852
798
751
710
672
639
608
581
555
532
511
491
473
456
440
426
412
399
387
376
365
355
2310
2230
2120
2010
1920
1840
1760
1690
1630
1570
1510
1460
1410
1320
1240
1180
1110
1060
1010
961
920
881
846
813
783
755
729
705
682
661
641
622
604
588
2120
2020
1920
1830
1750
1670
1600
1540
1480
1420
1370
1320
1280
1200
1130
1070
1010
960
914
873
835
800
768
738
711
686
662
640
619
600
582
565
549
533
W36
W36×
282
262
ASD LRFD ASD LRFD
1240 1860
1310 1970 1220 1830
1250 1880 1160 1740
1190 1790 1100 1650
1130 1700 1050 1570
1080 1620 998 1500
1030 1550 955 1430
990 1490 915 1380
950 1430 878 1320
914 1370 844 1270
880 1320 813 1220
848 1280 784 1180
819 1230 757 1140
792 1190 732 1100
742 1120 686 1030
699 1050 646 971
660 992 610 917
625 939 578 868
594 893 549 825
566 850 523 786
540 811 499 750
516 776 477 717
495 744 457 688
475 714 439 660
457 687 422 635
440 661 407 611
424 638 392 589
410 616 379 569
396 595 366 550
383 576 354 532
371 558 343 516
360 541 333 500
349 525 323 485
339 510 314 471
330 496 305 458
247
231
ASD LRFD ASD LRFD
1170 1760 1110 1660
1140 1720 1070 1610
1080 1630 1010 1520
1030 1550
961 1440
979 1470
915 1380
934 1400
874 1310
894 1340
836 1260
857 1290
801 1200
822 1240
769 1160
791 1190
739 1110
761 1140
712 1070
734 1100
686 1030
709 1070
663 996
685 1030
641 963
642 966
601 903
605 909
565 850
571 858
534 803
541 813
506 760
514 773
481 722
489 736
458 688
467 702
437 657
447 672
418 628
428 644
400 602
411 618
384 578
395 594
370 556
381 572
356 535
367 552
343 516
354 533
331 498
343 515
320 482
332 498
310 466
321 483
300 451
311 468
291 438
302 454
283 425
294 441
275 413
286 429
267 401
Beam Properties
Wc /Ωb φbWc , kip-ft 28100 42300 25500 38400 23800 35700 22000 33000 20600 30900 19200 28900
Mp /Ωb φb Mp , kip-ft 3520 5290 3190 4800 2970 4460 2740 4130 2570 3860 2400 3610
Mr /Ωb φb Mr , kip-ft 2170 3260 1970 2970 1830 2760 1700 2550 1590 2400 1490 2240
BF /Ωb φb BF, kips
42.2
63.4
40.5
60.8
39.6
59.0
38.1
57.9
37.4
55.7
35.7
53.7
Vn /Ωv φvVn , kips
769 1150
705 1060
657
985
620
930
587
881
555
832
Zx , in.3
Lp , ft
Lr , ft
ASD
1410
13.5
45.5
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
1280
13.5
43.6
1190
13.4
42.2
1100
13.3
40.6
1030
13.2
39.4
Note: For beams laterally unsupported, see Table 3-10.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
963
13.1
38.6
AISC_Part 3A:14th Ed.
2/24/11
8:42 AM
Page 42
3–42
DESIGN OF FLEXURAL MEMBERS
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
W-Shapes
W36
256
ASD LRFD
232
ASD LRFD
W36×
210
194
ASD LRFD ASD LRFD
182
ASD LRFD
170
ASD LRFD
1440
1380
1300
1220
1150
1090
1040
988
944
903
865
830
798
769
741
716
692
649
611
577
546
519
494
472
451
432
415
399
384
371
358
346
335
324
315
305
297
288
1290
1250
1170
1100
1040
983
934
890
849
812
778
747
719
692
667
644
623
584
549
519
492
467
445
425
406
389
374
359
346
334
322
311
301
292
283
275
267
259
1220
1190
1110
1040
978
924
875
831
792
756
723
693
665
639
616
594
573
554
520
489
462
438
416
396
378
361
346
333
320
308
297
287
277
268
260
252
245
238
231
1050
1020
955
896
843
796
754
717
682
651
623
597
573
551
531
512
494
478
448
422
398
377
358
341
326
312
299
287
276
265
256
247
239
231
224
217
211
205
199
985
952
889
833
784
741
702
667
635
606
580
556
533
513
494
476
460
444
417
392
370
351
333
317
303
290
278
267
256
247
238
230
222
215
208
202
196
190
185
Shape
Design
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
62
64
66
68
70
72
Span, ft
Fy = 50 ksi
2150
2080
1950
1840
1730
1640
1560
1490
1420
1360
1300
1250
1200
1160
1110
1080
1040
975
918
867
821
780
743
709
678
650
624
600
578
557
538
520
503
488
473
459
446
433
1940
1870
1760
1650
1560
1480
1400
1340
1280
1220
1170
1120
1080
1040
1000
968
936
878
826
780
739
702
669
638
610
585
562
540
520
501
484
468
453
439
425
413
401
390
1830
1790
1670
1560
1470
1390
1320
1250
1190
1140
1090
1040
1000
961
926
893
862
833
781
735
694
658
625
595
568
543
521
500
481
463
446
431
417
403
390
379
368
357
347
1120
1090
1020
957
901
851
806
765
729
696
666
638
612
589
567
547
528
510
478
450
425
403
383
365
348
333
319
306
294
284
273
264
255
247
239
232
225
219
213
1680
1640
1530
1440
1350
1280
1210
1150
1100
1050
1000
959
920
885
852
822
793
767
719
677
639
606
575
548
523
500
479
460
443
426
411
397
384
371
360
349
338
329
320
1580
1540
1440
1350
1270
1200
1130
1080
1030
979
937
898
862
828
798
769
743
718
673
634
598
567
539
513
490
468
449
431
414
399
385
371
359
347
337
326
317
308
299
1480
1430
1340
1250
1180
1110
1050
1000
954
911
871
835
802
771
742
716
691
668
626
589
557
527
501
477
455
436
418
401
385
371
358
346
334
323
313
304
295
286
278
Beam Properties
Wc /Ωb φbWc , kip-ft 20800 31200 18700 28100 16600 25000 15300 23000 14300 21500 13300 20000
Mp /Ωb φb Mp , kip-ft 2590
3900 2340 3510 2080 3120 1910 2880 1790 2690 1670 2510
Mr /Ωb φb Mr , kip-ft 1560
2350 1410 2120 1260 1890 1160 1740 1090 1640 1010 1530
BF /Ωb φb BF, kips
46.5
70.0
44.8
67.0
42.3
63.4
40.4
61.4
38.9
58.4
37.8
56.1
Vn /Ωv φvVn , kips
718
1080
646
968
609
914
558
838
526
790
492
738
Zx , in.3
Lp , ft
Lr , ft
ASD
1040
9.36
31.5
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
h
v
936
9.25
30.0
833
9.11
28.5
767
9.04
27.6
718
9.01
27.0
668
8.94
26.4
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
Shape does not meet the h /tw limit for shear in AISC Specification Section G2.1(a) with Fy = 50 ksi;
therefore, φv = 0.90 and Ωv = 1.67.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3A:14th Ed.
2/24/11
8:42 AM
Page 43
3–43
MAXIMUM TOTAL UNIFORM LOAD TABLES
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
Fy = 50 ksi
W-Shapes
160
ASD LRFD
W36×
150
ASD LRFD
135v
ASD LRFD
387h
ASD LRFD
W33×
354h
ASD LRFD
318
ASD LRFD
936
890
830
778
733
692
656
623
593
566
542
519
498
479
461
445
429
415
389
366
346
328
311
297
283
271
259
249
240
231
222
215
208
201
195
189
183
178
173
898
892
828
773
725
682
644
610
580
552
527
504
483
464
446
430
414
400
387
362
341
322
305
290
276
264
252
242
232
223
215
207
200
193
187
181
176
171
166
161
767
726
677
635
598
564
535
508
484
462
442
423
406
391
376
363
350
339
317
299
282
267
254
242
231
221
212
203
195
188
181
175
169
164
159
154
149
145
141
1810
1730
1640
1560
1480
1420
1350
1300
1250
1200
1150
1110
1070
1040
973
916
865
819
778
741
708
677
649
623
599
577
556
537
519
502
487
472
458
445
432
1650
1570
1490
1420
1350
1290
1230
1180
1130
1090
1050
1010
977
945
886
834
787
746
709
675
644
616
590
567
545
525
506
489
472
457
443
429
417
405
394
1460
1410
1330
1270
1210
1150
1100
1060
1010
975
939
905
874
845
792
746
704
667
634
604
576
551
528
507
487
469
453
437
422
409
396
384
373
362
352
Shape
Design
Span, ft
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
62
64
66
68
70
72
W36-W33
1400
1340
1250
1170
1100
1040
985
936
891
851
814
780
749
720
693
669
646
624
585
551
520
493
468
446
425
407
390
374
360
347
334
323
312
302
293
284
275
267
260
1350
1340
1250
1160
1090
1030
968
917
872
830
792
758
726
697
670
646
623
601
581
545
513
484
459
436
415
396
379
363
349
335
323
311
301
291
281
272
264
256
249
242
1150
1090
1020
954
898
848
804
764
727
694
664
636
611
587
566
545
527
509
477
449
424
402
382
364
347
332
318
305
294
283
273
263
255
246
239
231
225
218
212
2720
2600
2460
2340
2230
2130
2030
1950
1870
1800
1730
1670
1610
1560
1460
1380
1300
1230
1170
1110
1060
1020
975
936
900
867
836
807
780
755
731
709
688
669
650
2480
2370
2240
2130
2030
1940
1850
1780
1700
1640
1580
1520
1470
1420
1330
1250
1180
1120
1070
1010
968
926
888
852
819
789
761
734
710
687
666
645
626
609
592
2200
2120
2010
1910
1810
1730
1660
1590
1520
1470
1410
1360
1310
1270
1190
1120
1060
1000
953
907
866
828
794
762
733
706
680
657
635
615
595
577
560
544
529
Beam Properties
Wc /Ωb φbWc , kip-ft 12500 18700 11600 17400 10200 15300 31100 46800 28300 42600 25300 38100
Mp /Ωb φb Mp , kip-ft 1560 2340 1450 2180 1270 1910 3890 5850 3540 5330 3170 4760
Mr /Ωb φb Mr , kip-ft 947 1420
880 1320
767 1150 2360 3540 2170 3260 1940 2910
BF /Ωb φb BF, kips
36.1
54.2
34.4
51.9
31.7
47.8
38.3
57.8
37.4
56.6
36.8
55.4
Vn /Ωv φvVn , kips
468
702
449
673
384
577
907 1360
826 1240
732 1100
Zx , in.3
Lp , ft
Lr , ft
ASD
624
8.83
25.8
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
581
8.72
25.3
509
8.41
24.3
1560
13.3
53.3
1420
13.2
49.8
Note: For beams laterally unsupported, see Table 3-10.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
1270
13.1
46.5
AISC_Part 3A_14th Ed._February 25, 2013 14-11-10 10:32 AM Page 44
3–44
DESIGN OF FLEXURAL MEMBERS
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
W-Shapes
W33
Shape
291
ASD LRFD
Design
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
62
64
66
68
70
72
Span, ft
Fy = 50 ksi
1340
1290
1220
1160
1100
1050
1010
965
926
891
858
827
798
772
724
681
643
609
579
551
526
503
482
463
445
429
413
399
386
373
362
351
340
331
322
2000
1930
1830
1740
1660
1580
1510
1450
1390
1340
1290
1240
1200
1160
1090
1020
967
916
870
829
791
757
725
696
669
644
621
600
580
561
544
527
512
497
483
263
ASD LRFD
1200
1150
1090
1040
988
944
903
865
830
798
769
741
716
692
649
611
577
546
519
494
472
451
432
415
399
384
371
358
346
335
324
315
305
297
288
1800
1730
1640
1560
1490
1420
1360
1300
1250
1200
1160
1110
1080
1040
975
918
867
821
780
743
709
678
650
624
600
578
557
538
520
503
488
473
459
446
433
W33×
241
221
ASD LRFD ASD LRFD
1140
1100
1040
987
938
893
853
816
782
750
722
695
670
647
625
586
552
521
494
469
447
426
408
391
375
361
347
335
323
313
303
293
284
276
268
261
1700
1660
1570
1480
1410
1340
1280
1230
1180
1130
1080
1040
1010
972
940
881
829
783
742
705
671
641
613
588
564
542
522
504
486
470
455
441
427
415
403
392
1050
1010
950
900
855
815
778
744
713
684
658
634
611
590
570
535
503
475
450
428
407
389
372
356
342
329
317
305
295
285
276
267
259
252
244
238
1580
1510
1430
1350
1290
1220
1170
1120
1070
1030
989
952
918
887
857
803
756
714
677
643
612
584
559
536
514
494
476
459
443
429
415
402
390
378
367
357
201
ASD LRFD
169
ASD LRFD
964
908
857
812
771
735
701
671
643
617
593
571
551
532
514
482
454
429
406
386
367
351
335
321
309
297
286
276
266
257
249
241
234
227
220
214
906
897
837
785
739
697
661
628
598
571
546
523
502
483
465
448
433
418
392
369
349
330
314
299
285
273
262
251
241
232
224
216
209
202
196
190
185
179
174
1450
1360
1290
1220
1160
1100
1050
1010
966
928
892
859
828
800
773
725
682
644
610
580
552
527
504
483
464
446
429
414
400
387
374
362
351
341
331
322
1360
1350
1260
1180
1110
1050
993
944
899
858
820
786
755
726
699
674
651
629
590
555
524
497
472
449
429
410
393
377
363
349
337
325
315
304
295
286
278
270
262
Beam Properties
Wc /Ωb φbWc , kip-ft 23200 34800 20800 31200 18800 28200 17100 25700 15400 23200 12600 18900
Mp /Ωb φb Mp , kip-ft 2890 4350 2590 3900 2350 3530 2140 3210 1930 2900 1570 2360
Mr /Ωb φb Mr , kip-ft 1780 2680 1610 2410 1450 2180 1330 1990 1200 1800
959 1440
BF /Ωb φb BF, kips
36.0
54.2
34.1
51.9
33.2
50.2
31.8
47.8
30.3
45.6
34.2
51.5
Vn /Ωv φvVn , kips
668 1000
600
900
568
852
525
788
482
723
453
679
Zx , in.3
Lp , ft
Lr , ft
ASD
1160
13.0
43.8
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
h
v
1040
12.9
41.6
940
12.8
39.7
857
12.7
38.2
773
12.6
36.7
629
8.83
26.7
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
Shape does not meet the h/tw limit for shear in AISC Specification Section G2.1(a) with Fy = 50 ksi;
therefore, φv = 0.90 and Ωv = 1.67.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3A:14th Ed.
2/24/11
8:43 AM
Page 45
3–45
MAXIMUM TOTAL UNIFORM LOAD TABLES
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
Fy = 50 ksi
W-Shapes
152
ASD LRFD
141
ASD LRFD
W33×
130
ASD LRFD
118v
ASD LRFD
W30×
391h
357h
ASD LRFD ASD LRFD
851
797
744
697
656
620
587
558
531
507
485
465
446
429
413
398
385
372
349
328
310
294
279
266
254
243
232
223
215
207
199
192
186
180
174
169
164
159
155
806
789
733
684
641
603
570
540
513
489
466
446
427
410
395
380
366
354
342
321
302
285
270
256
244
233
223
214
205
197
190
183
177
171
165
160
155
151
147
142
768
717
666
621
583
548
518
491
466
444
424
405
388
373
359
345
333
321
311
291
274
259
245
233
222
212
203
194
186
179
173
166
161
155
150
146
141
137
133
129
650
637
592
552
518
487
460
436
414
394
377
360
345
331
319
307
296
286
276
259
244
230
218
207
197
188
180
173
166
159
153
148
143
138
134
129
126
122
118
115
1810
1700
1610
1520
1450
1380
1320
1260
1210
1160
1110
1070
1030
998
965
904
851
804
762
724
689
658
629
603
579
557
536
517
499
482
467
452
439
426
413
402
Shape
Design
Span, ft
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
62
64
66
68
70
72
W33-W30
1280
1200
1120
1050
986
932
883
839
799
762
729
699
671
645
621
599
578
559
524
493
466
441
419
399
381
365
349
335
323
311
299
289
280
270
262
254
247
240
233
1210
1190
1100
1030
964
907
857
812
771
734
701
670
643
617
593
571
551
532
514
482
454
428
406
386
367
350
335
321
308
297
286
275
266
257
249
241
234
227
220
214
1150
1080
1000
934
876
824
778
737
701
667
637
609
584
560
539
519
500
483
467
438
412
389
369
350
334
318
305
292
280
269
259
250
242
234
226
219
212
206
200
195
977
958
889
830
778
732
692
655
623
593
566
541
519
498
479
461
445
429
415
389
366
346
328
311
296
283
271
259
249
239
231
222
215
208
201
195
189
183
178
173
2710
2560
2420
2290
2180
2070
1980
1890
1810
1740
1670
1610
1550
1500
1450
1360
1280
1210
1140
1090
1040
989
946
906
870
837
806
777
750
725
702
680
659
640
621
604
1630
1550
1460
1390
1320
1250
1200
1150
1100
1050
1010
976
941
909
878
823
775
732
693
659
627
599
573
549
527
507
488
470
454
439
425
412
399
387
376
366
2440
2330
2200
2080
1980
1890
1800
1720
1650
1580
1520
1470
1410
1370
1320
1240
1160
1100
1040
990
943
900
861
825
792
762
733
707
683
660
639
619
600
582
566
550
Beam Properties
Wc /Ωb φbWc , kip-ft 11200 16800 10300 15400 9320 14000 8280 12500 28900 43500 26300 39600
Mp /Ωb φb Mp , kip-ft 1390 2100 1280 1930 1170
1750 1040
1560 3620 5440 3290 4950
Mr /Ωb φb Mr , kip-ft 851 1280
782 1180
709
1070
627
942 2180 3280 1990 2990
BF /Ωb φb BF, kips
31.7
48.3
30.3
45.7 29.3
43.1 27.2
40.6
31.4
47.2
31.3
47.2
Vn /Ωv φvVn , kips
425
638
403
604
384
576
325
489
903 1350
813 1220
Zx , in.3
Lp , ft
Lr , ft
ASD
559
8.72
25.7
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
514
8.58
25.0
467
8.44
24.2
415
8.19
23.4
1450
13.0
58.8
Note: For beams laterally unsupported, see Table 3-10.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
1320
12.9
54.4
AISC_Part 3A_14th Ed._February 25, 2013 14-11-10 10:35 AM Page 46
3–46
DESIGN OF FLEXURAL MEMBERS
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
W-Shapes
W30
Shape
Span, ft
Fy = 50 ksi
Design
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
62
64
66
68
70
72
W30×
326h
ASD LRFD
292
ASD LRFD
261
ASD LRFD
235
ASD LRFD
1480
1400
1320
1250
1190
1130
1080
1030
990
950
914
880
848
819
792
742
699
660
625
594
566
540
516
495
475
457
440
424
410
396
383
371
360
349
339
330
1310
1240
1180
1110
1060
1010
962
920
882
846
814
784
756
730
705
661
622
588
557
529
504
481
460
441
423
407
392
378
365
353
341
331
321
311
302
294
1180
1110
1050
991
941
896
856
818
784
753
724
697
672
649
627
588
554
523
495
471
448
428
409
392
376
362
349
336
325
314
304
294
285
277
269
261
1040
994
939
890
845
805
768
735
704
676
650
626
604
583
564
528
497
470
445
423
403
384
368
352
338
325
313
302
291
282
273
264
256
249
242
235
2220
2100
1980
1880
1790
1700
1620
1550
1490
1430
1370
1320
1280
1230
1190
1120
1050
992
939
893
850
811
776
744
714
687
661
638
616
595
576
558
541
525
510
496
1960
1870
1770
1670
1590
1510
1450
1380
1330
1270
1220
1180
1140
1100
1060
994
935
883
837
795
757
723
691
663
636
612
589
568
548
530
513
497
482
468
454
442
1760
1660
1570
1490
1410
1350
1290
1230
1180
1130
1090
1050
1010
976
943
884
832
786
744
707
674
643
615
589
566
544
524
505
488
472
456
442
429
416
404
393
1560
1490
1410
1340
1270
1210
1160
1100
1060
1020
977
941
908
876
847
794
747
706
669
635
605
578
552
529
508
489
471
454
438
424
410
397
385
374
363
353
211
ASD LRFD
958 1440
937 1410
882 1330
833 1250
789 1190
750 1130
714 1070
681 1020
652
980
625
939
600
901
577
867
555
834
535
805
517
777
500
751
468
704
441
663
416
626
394
593
375
563
357
536
341
512
326
490
312
469
300
451
288
433
278
417
268
402
258
388
250
376
242
363
234
352
227
341
220
331
214
322
208
313
191
ASD LRFD
872 1310
842 1270
793 1190
749 1130
709 1070
674 1010
642
964
612
920
586
880
561
844
539
810
518
779
499
750
481
723
465
698
449
675
421
633
396
596
374
563
355
533
337
506
321
482
306
460
293
440
281
422
269
405
259
389
250
375
241
362
232
349
225
338
217
327
211
316
204
307
198
298
192
289
187
281
Beam Properties
Wc /Ωb φbWc , kip-ft 23800 35700 21200 31800 18800 28300 16900 25400 15000 22500 13500 20300
Mp /Ωb φb Mp , kip-ft 2970 4460 2640 3980 2350 3540 2110 3180 1870 2820 1680 2530
Mr /Ωb φb Mr , kip-ft 1820 2730 1620 2440 1450 2180 1310 1960 1160 1750 1050 1580
BF /Ωb φb BF, kips
30.3
45.6
29.7
44.9
29.1
44.0
28.0
42.7
26.9
40.5
25.6
38.6
Vn /Ωv φvVn , kips
739 1110
653
979
588
882
520
779
479
718
436
654
Zx , in.3
Lp , ft
Lr , ft
ASD
1190
12.7
50.6
LRFD
h
1060
12.6
46.9
943
12.5
43.4
847
12.4
41.0
751
12.3
38.7
675
12.2
36.8
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3A:14th Ed.
2/24/11
8:43 AM
Page 47
3–47
MAXIMUM TOTAL UNIFORM LOAD TABLES
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
Fy = 50 ksi
W-Shapes
Shape
Design
Span, ft
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
62
64
66
68
70
72
173
ASD LRFD
796
757
713
673
638
606
577
551
527
505
485
466
449
433
418
404
379
356
337
319
303
288
275
263
252
242
233
224
216
209
202
195
189
184
178
173
168
1190
1140
1070
1010
958
911
867
828
792
759
728
700
674
650
628
607
569
536
506
479
455
434
414
396
379
364
350
337
325
314
304
294
285
276
268
260
253
W30
148
ASD LRFD
W30×
132
124
ASD LRFD ASD LRFD
116
ASD LRFD
108
ASD LRFD
798
768
713
665
624
587
554
525
499
475
454
434
416
399
384
370
356
344
333
312
294
277
263
250
238
227
217
208
200
192
185
178
172
166
161
156
151
147
143
139
745
727
671
623
582
545
513
485
459
436
415
396
379
363
349
335
323
312
301
291
273
257
242
230
218
208
198
190
182
174
168
162
156
150
145
141
136
132
128
125
121
678
629
580
539
503
472
444
419
397
377
359
343
328
314
302
290
279
269
260
251
236
222
210
199
189
180
171
164
157
151
145
140
135
130
126
122
118
114
111
108
105
650
628
576
531
493
460
432
406
384
363
345
329
314
300
288
276
266
256
247
238
230
216
203
192
182
173
164
157
150
144
138
133
128
123
119
115
111
108
105
102
98.7
95.9
1200
1150
1070
1000
938
882
833
789
750
714
682
652
625
600
577
556
536
517
500
469
441
417
395
375
357
341
326
313
300
288
278
268
259
250
242
234
227
221
214
208
1120
1090
1010
936
874
819
771
728
690
656
624
596
570
546
524
504
486
468
452
437
410
386
364
345
328
312
298
285
273
262
252
243
234
226
219
211
205
199
193
187
182
707
679
626
582
543
509
479
452
429
407
388
370
354
339
326
313
302
291
281
271
254
240
226
214
204
194
185
177
170
163
157
151
145
140
136
131
127
123
120
116
113
1060
1020
942
874
816
765
720
680
644
612
583
556
532
510
490
471
453
437
422
408
383
360
340
322
306
291
278
266
255
245
235
227
219
211
204
197
191
185
180
175
170
1020
945
872
810
756
709
667
630
597
567
540
515
493
473
454
436
420
405
391
378
354
334
315
298
284
270
258
247
236
227
218
210
203
196
189
183
177
172
167
162
158
974
944
865
798
741
692
649
611
577
546
519
494
472
451
433
415
399
384
371
358
346
324
305
288
273
260
247
236
226
216
208
200
192
185
179
173
167
162
157
153
148
144
Beam Properties
Wc /Ωb φbWc , kip-ft 12100 18200 9980 15000 8720 13100 8140 12200 7540 11300 6910 10400
Mp /Ωb φb Mp , kip-ft 1510 2280 1250
1880 1090
1640 1020
1530
943
1420
863
1300
Mr /Ωb φb Mr , kip-ft 945 1420
761
1140
664
998
620
932
575
864
522
785
BF /Ωb φb BF, kips
24.1
36.8 29.0
43.9 26.9
40.5
26.1
39.0 24.8
37.4 23.5
35.5
Vn /Ωv φvVn , kips
398
597
399
599
373
559
353
530
339
509
325
487
Zx , in.3
Lp , ft
Lr , ft
ASD
607
12.1
35.5
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
500
8.05
24.9
437
7.95
23.8
408
7.88
23.2
378
7.74
22.6
Note: For beams laterally unsupported, see Table 3-10.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
346
7.59
22.1
AISC_Part 3A:14th Ed.
2/24/11
8:44 AM
Page 48
3–48
DESIGN OF FLEXURAL MEMBERS
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
W-Shapes
W30-W27
99
ASD LRFD
W30×
90v
ASD LRFD
539h
ASD LRFD
W27×
368h
336h
ASD LRFD ASD LRFD
307h
ASD LRFD
618
566
519
479
445
415
389
366
346
328
311
297
283
271
259
249
240
231
222
215
208
195
183
173
164
156
148
142
135
130
125
120
115
111
107
104
100
97.3
94.4
91.6
89.0
86.5
498
471
435
403
377
353
332
314
297
282
269
257
246
235
226
217
209
202
195
188
177
166
157
149
141
134
128
123
118
113
109
105
101
97.4
94.1
91.1
88.3
85.6
83.1
80.7
78.5
2560
2510
2360
2220
2100
1990
1890
1800
1710
1640
1570
1510
1450
1400
1350
1300
1260
1180
1110
1050
993
943
898
857
820
786
754
725
699
674
650
629
608
589
572
555
539
524
1680
1650
1550
1460
1380
1300
1240
1180
1130
1080
1030
990
952
917
884
853
825
773
728
688
651
619
589
563
538
516
495
476
458
442
427
413
399
387
375
364
354
344
1370
1280
1210
1140
1080
1030
979
934
894
857
822
791
761
734
709
685
642
605
571
541
514
489
467
447
428
411
395
381
367
354
343
332
321
311
302
294
286
Shape
Design
Span, ft
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
62
64
66
68
70
72
Fy = 50 ksi
927
851
780
720
669
624
585
551
520
493
468
446
425
407
390
374
360
347
334
323
312
293
275
260
246
234
223
213
203
195
187
180
173
167
161
156
151
146
142
138
134
130
749
708
653
606
566
531
499
472
447
425
404
386
369
354
340
327
314
303
293
283
265
250
236
223
212
202
193
185
177
170
163
157
152
146
142
137
133
129
125
121
118
3840
3780
3540
3340
3150
2980
2840
2700
2580
2470
2360
2270
2180
2100
2030
1960
1890
1770
1670
1580
1490
1420
1350
1290
1230
1180
1130
1090
1050
1010
978
945
915
886
859
834
810
788
2520
2480
2330
2190
2070
1960
1860
1770
1690
1620
1550
1490
1430
1380
1330
1280
1240
1160
1090
1030
979
930
886
845
809
775
744
715
689
664
641
620
600
581
564
547
531
517
1510
1500
1410
1330
1250
1190
1130
1070
1030
981
940
902
867
835
806
778
752
705
663
627
594
564
537
513
490
470
451
434
418
403
389
376
364
352
342
332
322
313
2270
2260
2120
1990
1880
1780
1700
1610
1540
1470
1410
1360
1300
1260
1210
1170
1130
1060
997
942
892
848
807
770
737
706
678
652
628
605
584
565
547
530
514
499
484
471
2060
1930
1820
1720
1630
1550
1470
1400
1340
1290
1240
1190
1140
1100
1070
1030
966
909
858
813
773
736
702
672
644
618
594
572
552
533
515
498
483
468
454
441
429
Beam Properties
Wc /Ωb φbWc , kip-ft 6230 9360 5650 8490 37700 56700 24800 37200 22600 33900 20600 30900
Mp /Ωb φb Mp , kip-ft 778 1170
706 1060
4720 7090 3090 4650 2820 4240 2570 3860
Mr /Ωb φb Mr , kip-ft 470
706
428
643
2740 4120 1850 2780 1700 2550 1550 2330
BF /Ωb φb BF, kips
22.2
33.4
20.6
30.8
26.2
39.3
24.9
37.6
25.0
37.7
25.1
37.7
Vn /Ωv φvVn , kips
309
463
249
374
1280 1920
839 1260
756 1130
687 1030
Zx , in.3
Lp , ft
Lr , ft
ASD
312
7.42
21.3
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
h
v
283
7.38
20.9
1890
12.9
88.5
1240
12.3
62.0
1130
12.2
57.0
1030
12.0
52.6
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
Shape does not meet the h/tw limit for shear in AISC Specification Section G2.1(a) with Fy = 50 ksi;
therefore, φv = 0.90 and Ωv = 1.67.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3A:14th Ed.
2/24/11
8:44 AM
Page 49
3–49
MAXIMUM TOTAL UNIFORM LOAD TABLES
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
Fy = 50 ksi
W-Shapes
Shape
Design
Span, ft
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
62
64
66
68
70
72
281
ASD LRFD
258
ASD LRFD
1240
1170
1100
1040
983
934
890
849
812
778
747
719
692
667
644
623
584
549
519
492
467
445
425
406
389
374
359
346
334
322
311
301
292
283
275
267
259
1140
1130
1060
1000
945
895
850
810
773
739
709
680
654
630
607
586
567
531
500
472
448
425
405
386
370
354
340
327
315
304
293
283
274
266
258
250
243
236
1860
1760
1650
1560
1480
1400
1340
1280
1220
1170
1120
1080
1040
1000
968
936
878
826
780
739
702
669
638
610
585
562
540
520
501
484
468
453
439
425
413
401
390
1710
1700
1600
1500
1420
1350
1280
1220
1160
1110
1070
1020
983
947
913
881
852
799
752
710
673
639
609
581
556
533
511
492
473
456
441
426
412
399
387
376
365
355
W27
W27×
235
217
ASD LRFD ASD LRFD
194
ASD LRFD
178
ASD LRFD
1040
1030
963
906
856
811
770
734
700
670
642
616
593
571
550
531
514
482
453
428
406
385
367
350
335
321
308
296
285
275
266
257
249
241
233
227
220
843
840
787
741
700
663
630
600
572
548
525
504
484
466
450
434
420
394
370
350
331
315
300
286
274
262
252
242
233
225
217
210
203
197
191
185
180
806
758
711
669
632
599
569
542
517
495
474
455
438
421
406
392
379
356
335
316
299
284
271
259
247
237
228
219
211
203
196
190
184
178
172
167
1570
1540
1450
1360
1290
1220
1160
1100
1050
1010
965
926
891
858
827
799
772
724
681
643
609
579
551
526
503
483
463
445
429
414
399
386
374
362
351
341
331
943
887
835
788
747
710
676
645
617
591
568
546
526
507
489
473
443
417
394
373
355
338
323
309
296
284
273
263
253
245
237
229
222
215
209
203
1410
1330
1250
1190
1120
1070
1020
970
927
889
853
820
790
762
736
711
667
627
593
561
533
508
485
464
444
427
410
395
381
368
356
344
333
323
314
305
1260
1260
1180
1110
1050
996
947
901
860
823
789
757
728
701
676
653
631
592
557
526
498
473
451
430
412
394
379
364
351
338
326
316
305
296
287
278
270
1210
1140
1070
1010
950
900
855
814
777
743
713
684
658
633
611
590
570
534
503
475
450
428
407
389
372
356
342
329
317
305
295
285
276
267
259
251
Beam Properties
Wc /Ωb φbWc , kip-ft 18700 28100 17000 25600 15400 23200 14200 21300 12600 18900 11400 17100
Mp /Ωb φb Mp , kip-ft 2340 3510 2130 3200 1930 2900 1770 2670 1570 2370 1420 2140
Mr /Ωb φb Mr , kip-ft 1420 2140 1300 1960 1180 1780 1100 1650
976 1470
882 1330
BF /Ωb φb BF, kips
24.8
36.9
24.4
36.5
24.1
36.0
23.0
35.1
22.3
33.8
21.6
32.5
Vn /Ωv φvVn , kips
621
932
568
853
522
784
471
707
422
632
403
605
Zx , in.3
Lp , ft
Lr , ft
ASD
936
12.0
49.1
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
852
11.9
45.9
772
11.8
42.9
711
11.7
40.8
631
11.6
38.2
Note: For beams laterally unsupported, see Table 3-10.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
570
11.5
36.4
AISC_Part 3A:14th Ed.
2/24/11
8:44 AM
Page 50
3–50
DESIGN OF FLEXURAL MEMBERS
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
W-Shapes
W27
Shape
Design
161
ASD LRFD
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
62
64
66
68
Span, ft
Fy = 50 ksi
729
685
642
605
571
541
514
489
467
447
428
411
395
381
367
354
343
321
302
286
271
257
245
234
223
214
206
198
190
184
177
171
166
161
156
151
1090
1030
966
909
858
813
773
736
702
672
644
618
594
572
552
533
515
483
454
429
407
386
368
351
336
322
309
297
286
276
266
258
249
241
234
227
146
ASD LRFD
W27×
129
114
ASD LRFD ASD LRFD
663
662
617
579
545
515
487
463
441
421
403
386
370
356
343
331
319
309
289
272
257
244
232
221
210
201
193
185
178
172
165
160
154
149
145
140
136
673
657
606
563
526
493
464
438
415
394
375
358
343
329
315
303
292
282
272
263
246
232
219
207
197
188
179
171
164
158
152
146
141
136
131
127
123
119
116
995
994
928
870
819
773
733
696
663
633
605
580
557
535
516
497
480
464
435
409
387
366
348
331
316
303
290
278
268
258
249
240
232
225
218
211
205
1010
988
912
846
790
741
697
658
624
593
564
539
515
494
474
456
439
423
409
395
370
349
329
312
296
282
269
258
247
237
228
219
212
204
198
191
185
180
174
622
571
527
489
456
428
403
380
360
342
326
311
298
285
274
263
254
245
236
228
214
201
190
180
171
163
156
149
143
137
132
127
122
118
114
110
107
104
101
934
858
792
735
686
643
605
572
542
515
490
468
447
429
412
396
381
368
355
343
322
303
286
271
257
245
234
224
214
206
198
191
184
177
172
166
161
156
151
102
ASD LRFD
ASD
558
553
507
468
435
406
380
358
338
320
304
290
277
265
254
244
234
225
217
210
203
190
179
169
160
152
145
138
132
127
122
117
113
109
105
101
98.2
95.1
92.2
527
504
462
427
396
370
347
326
308
292
277
264
252
241
231
222
213
206
198
191
185
173
163
154
146
139
132
126
121
116
111
107
103
99.1
95.7
92.5
89.5
86.7
84.1
837
832
763
704
654
610
572
538
508
482
458
436
416
398
381
366
352
339
327
316
305
286
269
254
241
229
218
208
199
191
183
176
169
163
158
153
148
143
139
94
LRFD
791
758
695
642
596
556
521
491
463
439
417
397
379
363
348
334
321
309
298
288
278
261
245
232
219
209
199
190
181
174
167
160
154
149
144
139
135
130
126
Beam Properties
Wc /Ωb φbWc , kip-ft 10300 15500 9260 13900 7880 11900 6850 10300 6090 9150 5550 8340
Mp /Ωb φb Mp , kip-ft 1280 1930 1160
1740
986
1480
856
1290
761 1140
694 1040
Mr /Ωb φb Mr , kip-ft 800 1200
723
1090
603
906
522
785
466
701
424
638
BF /Ωb φb BF, kips
20.6
31.3 19.9
29.5 23.4
35.0 21.7
32.8
20.1
29.8
19.1
28.5
Vn /Ωv φvVn , kips
364
546
332
497
337
505
311
467
279
419
264
395
Zx , in.3
Lp , ft
Lr , ft
ASD
515
11.4
34.7
LRFD
h
464
11.3
33.3
395
7.81
24.2
343
7.70
23.1
305
7.59
22.3
278
7.49
21.6
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3A:14th Ed.
2/24/11
8:44 AM
Page 51
3–51
MAXIMUM TOTAL UNIFORM LOAD TABLES
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
Fy = 50 ksi
W-Shapes
Shape
Design
Span, ft
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
62
64
66
68
70
W27×
84
ASD LRFD
491
487
443
406
375
348
325
304
286
271
256
244
232
221
212
203
195
187
180
174
168
162
152
143
135
128
122
116
111
106
101
97.4
93.7
90.2
87.0
84.0
81.2
78.6
76.1
73.8
737
732
665
610
563
523
488
458
431
407
385
366
349
333
318
305
293
282
271
261
252
244
229
215
203
193
183
174
166
159
153
146
141
136
131
126
122
118
114
111
370h
ASD LRFD
335h
ASD LRFD
1700
1610
1500
1410
1330
1250
1190
1130
1070
1030
981
940
902
867
835
806
778
752
705
663
627
594
564
537
513
490
470
451
434
418
403
389
376
364
352
342
332
322
1520
1450
1360
1270
1200
1130
1070
1020
969
925
885
848
814
783
754
727
702
679
636
599
566
536
509
485
463
443
424
407
392
377
364
351
339
328
318
308
299
2550
2420
2260
2120
1990
1880
1780
1700
1610
1540
1470
1410
1360
1300
1260
1210
1170
1130
1060
997
942
892
848
807
770
737
706
678
652
628
605
584
565
547
530
514
499
484
2280
2190
2040
1910
1800
1700
1610
1530
1460
1390
1330
1280
1220
1180
1130
1090
1060
1020
956
900
850
805
765
729
695
665
638
612
588
567
546
528
510
494
478
464
450
W27-W24
W24×
306h
ASD LRFD
279h
ASD LRFD
250
ASD LRFD
1370
1310
1230
1150
1080
1020
969
920
876
837
800
767
736
708
682
657
635
613
575
541
511
484
460
438
418
400
383
368
354
341
329
317
307
297
288
279
1240
1190
1110
1040
980
926
877
833
794
758
725
694
667
641
617
595
575
556
521
490
463
439
417
397
379
362
347
333
321
309
298
287
278
269
260
253
1090
1060
990
928
874
825
782
743
707
675
646
619
594
571
550
530
512
495
464
437
413
391
371
354
338
323
309
297
286
275
265
256
248
240
232
2050
1980
1840
1730
1630
1540
1460
1380
1320
1260
1200
1150
1110
1060
1020
988
954
922
864
814
768
728
692
659
629
601
576
553
532
512
494
477
461
446
432
419
1860
1790
1670
1570
1470
1390
1320
1250
1190
1140
1090
1040
1000
963
928
895
864
835
783
737
696
659
626
596
569
545
522
501
482
464
447
432
418
404
391
380
1640
1590
1490
1400
1310
1240
1170
1120
1060
1010
970
930
893
858
827
797
770
744
698
656
620
587
558
531
507
485
465
446
429
413
399
385
372
360
349
Beam Properties
Wc /Ωb φbWc , kip-ft 4870 7320 22600 33900 20400 30600 18400 27700 16700 25100 14900 22300
Mp /Ωb φb Mp , kip-ft 609
915
2820 4240 2540 3830 2300 3460 2080 3130 1860 2790
Mr /Ωb φb Mr , kip-ft 372
559
1670 2510 1510 2270 1380 2070 1250 1880 1120 1690
BF /Ωb φb BF, kips
17.6
26.4
20.0
30.0
19.9
30.2
19.7
29.8
19.7
29.6
19.7
29.3
Vn /Ωv φvVn , kips 246
368
851 1280
759 1140
683 1020
619
929
547
821
Zx , in.3
Lp , ft
Lr , ft
ASD
244
7.31
20.8
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
1130
11.6
69.2
1020
11.4
63.1
922
11.3
57.9
835
11.2
53.4
Note: For beams laterally unsupported, see Table 3-10.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
744
11.1
48.7
AISC_Part 3A:14th Ed.
2/24/11
8:44 AM
Page 52
3–52
DESIGN OF FLEXURAL MEMBERS
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
W-Shapes
W24
Shape
Design
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
62
64
Span, ft
Fy = 50 ksi
229
ASD LRFD
998 1500
962 1450
898 1350
842 1270
793 1190
749 1130
709 1070
674 1010
642
964
612
920
586
880
561
844
539
810
518
779
499
750
481
723
465
698
449
675
421
633
396
596
374
563
355
533
337
506
321
482
306
460
293
440
281
422
269
405
259
389
250
375
241
362
232
349
225
338
217
327
211
316
207
ASD LRFD
894 1340
864 1300
806 1210
756 1140
712 1070
672 1010
637
957
605
909
576
866
550
826
526
790
504
758
484
727
465
699
448
673
432
649
417
627
403
606
378
568
356
535
336
505
318
478
302
455
288
433
275
413
263
395
252
379
242
364
233
350
224
337
216
325
209
313
202
303
195
293
189
284
W24×
192
176
ASD LRFD ASD LRFD
826 1240 756 1130
797 1200 729 1100
744 1120 680 1020
697 1050 637
958
656
986 600
902
620
932 567
852
587
883 537
807
558
839 510
767
531
799 486
730
507
762 464
697
485
729 443
667
465
699 425
639
446
671 408
613
429
645 392
590
413
621 378
568
398
599 364
548
385
578 352
529
372
559 340
511
349
524 319
479
328
493 300
451
310
466 283
426
294
441 268
403
279
419 255
383
266
399 243
365
254
381 232
348
243
365 222
333
232
349 212
319
223
335 204
307
215
323 196
295
207
311 189
284
199
299 182
274
192
289 176
264
186
280 170
256
180
270 165
247
162
ASD LRFD
705 1060
667 1000
623
936
584
878
549
826
519
780
492
739
467
702
445
669
425
638
406
610
389
585
374
562
359
540
346
520
334
501
322
484
311
468
292
439
275
413
259
390
246
369
234
351
222
334
212
319
203
305
195
293
187
281
180
270
173
260
167
251
161
242
156
234
151
226
146
ASD LRFD
642 963
596 896
556 836
521 784
491 738
464 697
439 660
417 627
397 597
379 570
363 545
348 523
334 502
321 482
309 464
298 448
288 432
278 418
261 392
245 369
232 348
220 330
209 314
199 299
190 285
181 273
174 261
167 251
160 241
155 232
149 224
144 216
139 209
Beam Properties
Wc /Ωb φbWc , kip-ft 13500 20300 12100 18200 11200 16800 10200 15300 9340 14000 8340 12500
Mp /Ωb φb Mp , kip-ft 1680 2530 1510 2270 1390 2100 1270 1920 1170
1760 1040
1570
Mr /Ωb φb Mr , kip-ft 1030 1540
927 1390
858 1290
786 1180
723
1090
648
974
BF /Ωb φb BF, kips
19.0
28.9
18.9
28.6
18.4
28.0
18.1
27.7
17.9
26.8 17.0
25.8
Vn /Ωv φvVn , kips
499
749
447
671
413
620
378
567
353
529
321
482
Zx , in.3
Lp , ft
Lr , ft
ASD
675
11.0
45.2
606
10.9
41.7
559
10.8
39.7
511
10.7
37.4
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
468
10.8
35.8
418
10.6
33.7
AISC_Part 3A_14th Ed._February 25, 2013 14-11-10 10:38 AM Page 53
MAXIMUM TOTAL UNIFORM LOAD TABLES
3–53
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
Fy = 50 ksi
W-Shapes
Shape
Design
Span, ft
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
131
ASD LRFD
593
568
528
492
462
434
410
389
369
352
336
321
308
295
284
274
264
255
246
231
217
205
194
185
176
168
161
154
148
142
137
132
127
123
889
854
793
740
694
653
617
584
555
529
505
483
463
444
427
411
396
383
370
347
326
308
292
278
264
252
241
231
222
213
206
198
191
185
117
ASD LRFD
535
502
466
435
408
384
363
344
326
311
297
284
272
261
251
242
233
225
218
204
192
181
172
163
155
148
142
136
131
126
121
117
113
109
W24
W24×
104
103
ASD LRFD ASD LRFD
482
723
802 481
723
755 444
667
701 412
619
654 385
578
613 361
542
577 339
510
545 320
482
516 304
456
491 288
434
467 275
413
446 262
394
427 251
377
409 240
361
392 231
347
377 222
333
363 214
321
350 206
310
338 199
299
327 192
289
307 180
271
289 170
255
273 160
241
258 152
228
245 144
217
234 137
206
223 131
197
213 125
188
204 120
181
196 115
173
189 111
167
182 107
161
175 103
155
169
99.5 149
164
96.1 145
Beam Properties
539
508
466
430
399
373
349
329
310
294
279
266
254
243
233
224
215
207
200
193
186
175
164
155
147
140
133
127
121
116
112
107
103
99.8
96.4
93.1
809
764
700
646
600
560
525
494
467
442
420
400
382
365
350
336
323
311
300
290
280
263
247
233
221
210
200
191
183
175
168
162
156
150
145
140
ASD
94
LRFD
501
461
422
390
362
338
317
298
282
267
253
241
230
220
211
203
195
188
181
175
169
158
149
141
133
127
121
115
110
106
101
97.5
93.9
90.5
87.4
84.5
751
693
635
586
544
508
476
448
423
401
381
363
346
331
318
305
293
282
272
263
254
238
224
212
201
191
181
173
166
159
152
147
141
136
131
127
84
ASD LRFD
453
680
447
672
406
611
373
560
344
517
319
480
298
448
279
420
263
395
248
373
235
354
224
336
213
320
203
305
194
292
186
280
179
269
172
258
166
249
160
240
154
232
149
224
140
210
132
198
124
187
118
177
112
168
106
160
102
153
97.2 146
93.1 140
89.4 134
86.0 129
82.8 124
79.8 120
77.1 116
74.5 112
Wc /Ωb φbWc , kip-ft 7390 11100 6530 9810 5770 8670 5590 8400 5070 7620 4470 6720
Mp /Ωb φb Mp , kip-ft 923
1390
816 1230
721 1080
699 1050
634
953
559
840
Mr /Ωb φb Mr , kip-ft 575
864
508
764
451
677
428
643
388
583
342
515
BF /Ωb φb BF, kips
16.3
24.6 15.4
23.3
14.3
21.3
18.2
27.4
17.3
26.0
16.2
24.2
Vn /Ωv φvVn , kips
296
445
267
401
241
362
270
404
250
375
227
340
Zx , in.3
Lp , ft
Lr , ft
ASD
370
10.5
31.9
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
327
10.4
30.4
289
10.3
29.2
280
7.03
21.9
254
6.99
21.2
Note: For beams laterally unsupported, see Table 3-10.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
224
6.89
20.3
AISC_Part 3A_14th Ed._February 25, 2013 14-11-10 10:41 AM Page 54
3–54
DESIGN OF FLEXURAL MEMBERS
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
W-Shapes
W24-W21
W24×
Shape
76
ASD LRFD
68
ASD LRFD
421
399
363
333
307
285
266
250
235
222
210
200
190
181
174
166
160
154
148
143
138
133
125
117
111
105
99.8
95.0
90.7
86.8
83.2
79.8
76.8
73.9
71.3
68.8
393
353
321
294
272
252
236
221
208
196
186
177
168
161
154
147
141
136
131
126
122
118
110
104
98.1
93.0
88.3
84.1
80.3
76.8
73.6
70.7
67.9
65.4
63.1
60.9
Design
Span, ft
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
Fy = 50 ksi
631
600
545
500
462
429
400
375
353
333
316
300
286
273
261
250
240
231
222
214
207
200
188
176
167
158
150
143
136
130
125
120
115
111
107
103
590
531
483
443
408
379
354
332
312
295
279
266
253
241
231
221
212
204
197
190
183
177
166
156
148
140
133
126
121
115
111
106
102
98.3
94.8
91.6
W21×
62
ASD LRFD
408
611
382
574
339
510
305
459
278
417
254
383
235
353
218
328
204
306
191
287
180
270
170
255
161
242
153
230
145
219
139
209
133
200
127
191
122
184
117
177
113
170
109
164
105
158
102
153
95.4 143
89.8 135
84.8 128
80.4 121
76.3 115
72.7 109
69.4 104
66.4 99.8
63.6 95.6
61.1 91.8
58.7 88.3
56.6 85.0
54.5 82.0
52.7 79.1
55v
ASD LRFD
335
503
334
503
297
447
267
402
243
365
223
335
206
309
191
287
178
268
167
251
157
236
149
223
141
212
134
201
127
191
122
183
116
175
111
168
107
161
103
155
99.1 149
95.5 144
92.2 139
89.2 134
83.6 126
78.7 118
74.3 112
70.4 106
66.9 101
63.7 95.7
60.8 91.4
58.1 87.4
55.7 83.8
53.5 80.4
51.4 77.3
49.5 74.4
47.8 71.8
46.1 69.3
201
ASD LRFD
182
ASD LRFD
837
814
756
705
661
622
588
557
529
504
481
460
441
423
407
392
378
365
353
331
311
294
278
264
252
240
230
220
212
203
196
189
754
731
679
633
594
559
528
500
475
452
432
413
396
380
365
352
339
328
317
297
279
264
250
238
226
216
207
198
190
183
176
170
1260
1220
1140
1060
994
935
883
837
795
757
723
691
663
636
612
589
568
548
530
497
468
442
418
398
379
361
346
331
318
306
294
284
1130
1100
1020
952
893
840
793
752
714
680
649
621
595
571
549
529
510
492
476
446
420
397
376
357
340
325
310
298
286
275
264
255
Beam Properties
Wc /Ωb φbWc , kip-ft 3990 6000 3530 5310 3050 4590 2670 4020 10600 15900 9500 14300
Mp /Ωb φb Mp , kip-ft 499
750
442
664
382
574
334
503
1320 1990 1190
1790
Mr /Ωb φb Mr , kip-ft 307
462
269
404
229
344
199
299
805 1210
728
1090
BF /Ωb φb BF, kips
15.1
22.6
14.1
21.2
16.1
24.1
14.7
22.2
14.5
22.0 14.4
21.8
Vn /Ωv φvVn , kips
210
315
197
295
204
306
167
252
419
628
377
565
Zx , in.3
Lp , ft
Lr , ft
ASD
200
6.78
19.5
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
v
177
6.61
18.9
153
4.87
14.4
134
4.73
13.9
530
10.7
46.2
476
10.6
42.7
Shape does not meet the h /tw limit for shear in AISC Specification Section G2.1(a) with Fy = 50 ksi;
therefore, φv = 0.90 and Ωv = 1.67.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3A:14th Ed.
2/24/11
8:45 AM
Page 55
3–55
MAXIMUM TOTAL UNIFORM LOAD TABLES
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
Fy = 50 ksi
W-Shapes
Shape
Design
Span, ft
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
32
34
36
38
40
42
44
46
48
50
52
54
56
166
ASD LRFD
675
663
616
575
539
507
479
454
431
411
392
375
359
345
332
319
308
297
287
269
254
240
227
216
205
196
187
180
172
166
160
154
1010
997
926
864
810
762
720
682
648
617
589
563
540
518
498
480
463
447
432
405
381
360
341
324
309
295
282
270
259
249
240
231
147
ASD LRFD
636 955
620 933
573 861
532 799
496 746
465 699
438 658
414 622
392 589
372 560
355 533
338 509
324 487
310 466
298 448
286 430
276 414
266 400
257 386
248 373
233 350
219 329
207 311
196 294
186 280
177 266
169 254
162 243
155 233
149 224
143 215
138 207
W21
W21×
132
122
ASD LRFD ASD LRFD
567 850 521 781
554 833 511 768
511 768 471 708
475 714 438 658
443 666 409 614
415 624 383 576
391 588 360 542
369 555 340 512
350 526 323 485
332 500 306 461
317 476 292 439
302 454 279 419
289 434 266 400
277 416 255 384
266 400 245 368
256 384 236 354
246 370 227 341
237 357 219 329
229 344 211 318
222 333 204 307
208 312 191 288
195 294 180 271
185 278 170 256
175 263 161 242
166 250 153 230
158 238 146 219
151 227 139 209
144 217 133 200
138 208 128 192
133 200 123 184
128 192 118 177
123 185 113 171
111
ASD LRFD
473 710
464 698
428 644
398 598
371 558
348 523
328 492
309 465
293 441
278 419
265 399
253 380
242 364
232 349
223 335
214 322
206 310
199 299
192 289
186 279
174 262
164 246
155 233
147 220
139 209
133 199
127 190
121 182
116 174
111 167
107 161
101
ASD LRFD
428
642
421
633
388
584
361
542
337
506
316
474
297
446
281
422
266
399
252
380
240
361
230
345
220
330
210
316
202
304
194
292
187
281
180
271
174
262
168
253
158
237
149
223
140
211
133
200
126
190
120
181
115
173
110
165
105
158
101
152
97.1 146
Beam Properties
Wc /Ωb φbWc , kip-ft 8620 13000 7450 11200 6650 9990 6130 9210 5570 8370 5050 7590
Mp /Ωb φb Mp , kip-ft 1080
1620
931
1400
831 1250
766 1150
696 1050
631
949
Mr /Ωb φb Mr , kip-ft 664
998
575
864
515
774
477
717
435
654
396
596
BF /Ωb φb BF, kips
14.2
21.2 13.7
20.7 13.2
19.9
12.9
19.3
12.4
18.9
11.8
17.7
Vn /Ωv φvVn , kips
338
506
318
477
283
425
260
391
237
355
214
321
Zx , in.3
Lp , ft
Lr , ft
ASD
432
10.6
39.9
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
373
10.4
36.3
333
10.3
34.2
307
10.3
32.7
279
10.2
31.2
Note: For beams laterally unsupported, see Table 3-10.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
253
10.2
30.1
AISC_Part 3A:14th Ed.
2/24/11
8:45 AM
Page 56
3–56
DESIGN OF FLEXURAL MEMBERS
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
W-Shapes
W21
Shape
93
Design
83
ASD
501
490
441
401
368
339
315
294
276
259
245
232
221
210
201
192
184
176
170
163
158
152
147
138
130
123
116
110
105
100
95.9
91.9
88.2
84.8
81.7
LRFD
752
737
663
603
553
510
474
442
414
390
368
349
332
316
301
288
276
265
255
246
237
229
221
207
195
184
174
166
158
151
144
138
133
128
123
ASD
441
435
391
356
326
301
279
261
245
230
217
206
196
186
178
170
163
156
150
145
140
135
130
122
115
109
103
97.8
93.1
88.9
85.0
81.5
78.2
75.2
Wc /Ωb φbWc , kip-ft 4410
Mp /Ωb φb Mp , kip-ft 551
Mr /Ωb φb Mr , kip-ft 335
BF /Ωb φb BF, kips
14.6
Vn /Ωv φvVn , kips
251
6630
829
504
22.0
376
3910
489
299
13.8
220
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
32
34
36
38
40
42
44
46
48
50
52
54
Span, ft
Fy = 50 ksi
LRFD
661
653
588
535
490
452
420
392
368
346
327
309
294
280
267
256
245
235
226
218
210
203
196
184
173
163
155
147
140
134
128
122
118
113
W21×
73
ASD
LRFD
386
579
381
573
343
516
312
469
286
430
264
397
245
369
229
344
215
323
202
304
191
287
181
272
172
258
163
246
156
235
149
224
143
215
137
206
132
198
127
191
123
184
118
178
114
172
107
161
101
152
95.4 143
90.3 136
85.8 129
81.7 123
78.0 117
74.6 112
71.5 108
68.7 103
66.0
99.2
68
62
ASD
363
355
319
290
266
246
228
213
200
188
177
168
160
152
145
139
133
128
123
118
114
110
106
99.8
93.9
88.7
84.0
79.8
76.0
72.6
69.4
66.5
63.9
61.4
LRFD
544
533
480
436
400
369
343
320
300
282
267
253
240
229
218
209
200
192
185
178
171
166
160
150
141
133
126
120
114
109
104
100
96.0
92.3
ASD
336
319
287
261
240
221
205
192
180
169
160
151
144
137
131
125
120
115
111
106
103
99.1
95.8
89.8
84.5
79.8
75.6
71.9
68.4
65.3
62.5
59.9
57.5
55.3
LRFD
504
480
432
393
360
332
309
288
270
254
240
227
216
206
196
188
180
173
166
160
154
149
144
135
127
120
114
108
103
98.2
93.9
90.0
86.4
83.1
3190
399
245
12.5
181
4800
600
368
18.8
272
2870
359
222
11.6
168
4320
540
333
17.5
252
Beam Properties
Zx , in.3
Lp , ft
Lr , ft
ASD
221
6.50
21.3
LRFD
f
5880
735
449
20.8
331
196
6.46
20.2
3430
429
264
12.9
193
5160
645
396
19.4
289
172
6.39
19.2
Shape does not meet compact limit for flexure with Fy = 50 ksi.
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
160
6.36
18.7
144
6.25
18.1
AISC_Part 3A_14th Ed._February 25, 2013 14-11-10 10:43 AM Page 57
MAXIMUM TOTAL UNIFORM LOAD TABLES
3–57
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
Fy = 50 ksi
W-Shapes
Shape
Design
57
55
ASD
LRFD
ASD
LRFD
342
322
286
257
234
215
198
184
172
161
151
143
136
129
123
117
112
107
103
99.0
95.4
92.0
88.8
85.8
80.5
75.7
71.5
67.8
64.4
61.3
58.5
56.0
53.6
51.5
49.5
513
484
430
387
352
323
298
276
258
242
228
215
204
194
184
176
168
161
155
149
143
138
133
129
121
114
108
102
96.8
92.1
88.0
84.1
80.6
77.4
74.4
312
279
251
229
210
193
180
168
157
148
140
132
126
120
114
109
105
101
96.7
93.1
89.8
86.7
83.8
78.6
74.0
69.9
66.2
62.9
59.9
57.2
54.7
52.4
50.3
48.4
468
420
378
344
315
291
270
252
236
222
210
199
189
180
172
164
158
151
145
140
135
130
126
118
111
105
99.5
94.5
90.0
85.9
82.2
78.8
75.6
72.7
Wc /Ωb φbWc , kip-ft 2570
Mp /Ωb φb Mp , kip-ft 322
Mr /Ωb φb Mr , kip-ft 194
BF /Ωb φb BF, kips
13.4
Vn /Ωv φvVn , kips
171
3870
484
291
20.3
256
2510
314
192
10.8
156
Span, ft
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
32
34
36
38
40
42
44
46
48
50
52
W21
W21×
50
ASD
LRFD
316
474
314
471
274
413
244
367
220
330
200
300
183
275
169
254
157
236
146
220
137
206
129
194
122
183
116
174
110
165
105
157
99.8 150
95.5 143
91.5 138
87.8 132
84.4 127
81.3 122
78.4 118
75.7 114
73.2 110
68.6 103
64.6
97.1
61.0
91.7
57.8
86.8
54.9
82.5
52.3
78.6
49.9
75.0
47.7
71.7
45.7
68.8
43.9
66.0
42.2
63.5
44
48f
433
398
354
318
289
265
245
227
212
199
187
177
168
159
152
145
138
133
127
122
118
114
110
106
99.5
93.6
88.4
83.8
79.6
75.8
72.3
69.2
66.3
63.7
ASD
290
272
238
212
190
173
159
146
136
127
119
112
106
100
95.2
90.7
86.6
82.8
79.3
76.2
73.2
70.5
68.0
65.7
63.5
59.5
56.0
52.9
50.1
47.6
45.3
43.3
41.4
39.7
38.1
LRFD
435
409
358
318
286
260
239
220
204
191
179
168
159
151
143
136
130
124
119
114
110
106
102
98.7
95.4
89.4
84.2
79.5
75.3
71.6
68.1
65.0
62.2
59.6
57.2
3180
398
244
14.8
216
1900
238
143
11.1
145
2860
358
214
16.8
217
ASD
LRFD
288
265
235
212
193
176
163
151
141
132
125
118
111
106
101
96.3
92.1
88.2
84.7
81.5
78.4
75.6
73.0
70.6
66.2
62.3
58.8
55.7
52.9
50.4
48.1
46.0
44.1
42.4
2120
265
162
9.89
144
Beam Properties
Zx , in.3
Lp , ft
Lr , ft
ASD
129
4.77
14.3
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
3780
473
289
16.3
234
126
6.11
17.4
2200
274
165
12.1
158
3300
413
248
18.3
237
110
4.59
13.6
107
5.86
16.5
Note: For beams laterally unsupported, see Table 3-10.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
95.4
4.45
13.0
AISC_Part 3A:14th Ed.
2/24/11
8:45 AM
Page 58
3–58
DESIGN OF FLEXURAL MEMBERS
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
W-Shapes
W18
Shape
Span, ft
Fy = 50 ksi
Design
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
42
44
46
48
50
52
54
W18×
234h
283h
258h
311h
ASD LRFD ASD LRFD ASD LRFD ASD LRFD
1360 2030 1230 1840 1100 1650 979 1470
1250 1890 1120 1690 1020 1530 913 1370
1160 1740 1040 1560
938 1410 843 1270
1070 1620
964 1450
871 1310 783 1180
1000 1510
900 1350
813 1220 731 1100
941 1410
843 1270
762 1150 685 1030
885 1330
794 1190
717 1080 645
969
836 1260
750 1130
678 1020 609
915
792 1190
710 1070
642
965 577
867
752 1130
675 1010
610
917 548
824
717 1080
643
966
581
873 522
784
684 1030
613
922
554
833 498
749
654
983
587
882
530
797 476
716
627
943
562
845
508
764 457
686
602
905
540
811
488
733 438
659
579
870
519
780
469
705 421
633
557
838
500
751
452
679 406
610
537
808
482
724
436
655 391
588
519
780
465
699
421
632 378
568
502
754
450
676
407
611 365
549
485
730
435
654
393
591 353
531
470
707
422
634
381
573 342
515
456
685
409
615
370
555 332
499
443
665
397
596
359
539 322
484
430
646
386
579
348
524 313
471
418
628
375
563
339
509 304
458
407
611
365
548
330
495 296
445
396
595
355
534
321
482 288
433
386
580
346
520
313
470 281
422
376
566
337
507
305
458 274
412
358
539
321
483
290
436 261
392
342
514
307
461
277
417 249
374
327
492
293
441
265
398 238
358
314
471
281
423
254
382 228
343
301
452
270
406
244
367 219
329
289
435
259
390
235
353 211
317
279
419
250
376
211
ASD LRFD
878 1320
815 1230
752 1130
699 1050
652
980
611
919
575
865
543
817
515
774
489
735
466
700
445
668
425
639
408
613
391
588
376
565
362
544
349
525
337
507
326
490
315
474
306
459
296
445
288
432
279
420
272
408
264
397
257
387
251
377
245
368
233
350
222
334
213
320
204
306
196
294
192
ASD LRFD
783 1180
735 1110
679 1020
630
947
588
884
551
829
519
780
490
737
464
698
441
663
420
631
401
603
384
577
368
553
353
530
339
510
327
491
315
474
304
457
294
442
285
428
276
414
267
402
259
390
252
379
245
368
238
358
232
349
226
340
221
332
210
316
201
301
192
288
184
276
176
265
Beam Properties
Wc /Ωb φbWc , kip-ft 15000 22600 13500 20300 12200 18300 11000 16500 9780 14700 8820 13300
Mp /Ωb φb Mp , kip-ft 1880 2830 1690 2540 1520 2290 1370 2060 1220
1840 1100
1660
Mr /Ωb φb Mr , kip-ft 1090 1640
987 1480
898 1350
814 1220
732
1100
664
998
BF /Ωb φb BF, kips
11.2
16.8
11.1
16.7
10.9
16.5
10.8
16.4 10.7
16.2 10.6
16.1
Vn /Ωv φvVn , kips
678 1020
613
920
550
826
490
734
439
658
392
588
Zx , in.3
Lp , ft
Lr , ft
ASD
754
10.4
81.1
LRFD
h
676
10.3
73.6
611
10.2
67.3
549
10.1
61.4
490
9.96
55.7
442
9.85
51.0
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3A:14th Ed.
2/24/11
8:46 AM
Page 59
3–59
MAXIMUM TOTAL UNIFORM LOAD TABLES
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
Fy = 50 ksi
W-Shapes
Shape
Design
Span, ft
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
42
44
46
48
50
W18
175
ASD LRFD
158
ASD LRFD
W18×
143
130
ASD LRFD ASD LRFD
712
662
611
567
530
497
467
441
418
397
378
361
345
331
318
306
294
284
274
265
256
248
241
234
227
221
215
209
204
199
189
181
173
166
159
638
592
547
508
474
444
418
395
374
355
338
323
309
296
284
273
263
254
245
237
229
222
215
209
203
197
192
187
182
178
169
161
154
148
569
536
494
459
428
402
378
357
338
321
306
292
279
268
257
247
238
230
222
214
207
201
195
189
184
179
174
169
165
161
153
146
140
134
1070
995
918
853
796
746
702
663
628
597
569
543
519
498
478
459
442
426
412
398
385
373
362
351
341
332
323
314
306
299
284
271
260
249
239
957
890
822
763
712
668
628
593
562
534
509
485
464
445
427
411
396
381
368
356
345
334
324
314
305
297
289
281
274
267
254
243
232
223
854
805
743
690
644
604
568
537
508
483
460
439
420
403
386
372
358
345
333
322
312
302
293
284
276
268
261
254
248
242
230
220
210
201
517
482
445
413
386
362
340
322
305
289
276
263
252
241
232
223
214
207
200
193
187
181
175
170
165
161
156
152
148
145
138
132
126
121
776
725
669
621
580
544
512
483
458
435
414
395
378
363
348
335
322
311
300
290
281
272
264
256
249
242
235
229
223
218
207
198
189
181
119
ASD LRFD
498 747
475 715
436 655
402 605
374 561
349 524
327 491
308 462
291 437
275 414
261 393
249 374
238 357
227 342
218 328
209 314
201 302
194 291
187 281
180 271
174 262
169 254
163 246
158 238
154 231
149 225
145 218
141 212
138 207
134 202
131 197
125 187
119 179
114 171
106
ASD LRFD
441
662
417
627
383
575
353
531
328
493
306
460
287
431
270
406
255
383
242
363
230
345
219
329
209
314
200
300
191
288
184
276
177
265
170
256
164
246
158
238
153
230
148
223
143
216
139
209
135
203
131
197
128
192
124
186
121
182
118
177
115
173
109
164
104
157
99.8 150
Beam Properties
Wc /Ωb φbWc , kip-ft 7940 11900 7110 10700 6430 9660 5790 8700 5230 7860 4590
6900
Mp /Ωb φb Mp , kip-ft 993
1490
888
1340
803 1210
724 1090
654
983
574
863
Mr /Ωb φb Mr , kip-ft 601
903
541
814
493
740
447
672
403
606
356
536
BF /Ωb φb BF, kips
10.6
15.8 10.5
15.9 10.3
15.7
10.2
15.4
10.1
15.2
9.73 14.6
Vn /Ωv φvVn , kips
356
534
319
479
285
427
259
388
249
373
221
331
Zx , in.3
Lp , ft
Lr , ft
ASD
398
9.75
46.9
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
356
9.68
42.8
322
9.61
39.6
290
9.54
36.6
262
9.50
34.3
Note: For beams laterally unsupported, see Table 3-10.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
230
9.40
31.8
AISC_Part 3A:14th Ed.
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8:46 AM
Page 60
3–60
DESIGN OF FLEXURAL MEMBERS
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
W-Shapes
W18
Shape
Design
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
42
44
46
Span, ft
Fy = 50 ksi
97
ASD LRFD
398
383
351
324
301
281
263
248
234
222
211
201
191
183
175
168
162
156
150
145
140
136
132
128
124
120
117
114
111
108
105
100
95.7
91.6
597
575
528
487
452
422
396
372
352
333
317
301
288
275
264
253
243
234
226
218
211
204
198
192
186
181
176
171
167
162
158
151
144
138
86
ASD LRFD
353
338
309
286
265
248
232
218
206
195
186
177
169
161
155
149
143
138
133
128
124
120
116
113
109
106
103
100
97.7
95.2
92.8
88.4
84.4
80.7
530
507
465
429
399
372
349
328
310
294
279
266
254
243
233
223
215
207
199
192
186
180
174
169
164
159
155
151
147
143
140
133
127
121
W18×
76
71
ASD LRFD ASD LRFD
366
549
364
548
324
487
309
464 291
438
296
445 265
398
271
408 243
365
250
376 224
337
232
349 208
313
217
326 194
292
203
306 182
274
191
288 171
258
181
272 162
243
171
257 153
231
163
245 146
219
155
233 139
209
148
222 132
199
141
213 127
190
136
204 121
183
130
196 117
175
125
188 112
168
120
181 108
162
116
175 104
156
112
169 100
151
108
163
97.1 146
105
158
94.0 141
102
153
91.1 137
98.6 148
88.3 133
95.7 144
85.7 129
93.0 140
83.3 125
90.4 136
80.9 122
87.9 132
78.8 118
85.6 129
76.7 115
83.4 125
74.7 112
81.3 122
72.9 110
77.5 116
69.4 104
73.9 111
66.2 99.5
63.4 95.2
ASD
65
LRFD
331
295
265
241
221
204
190
177
166
156
147
140
133
126
121
115
111
106
102
98.3
94.8
91.5
88.5
85.6
83.0
80.4
78.1
75.8
73.7
71.7
69.9
68.1
66.4
63.2
60.3
57.7
497
443
399
363
333
307
285
266
249
235
222
210
200
190
181
173
166
160
153
148
143
138
133
129
125
121
117
114
111
108
105
102
99.8
95.0
90.7
86.7
ASD
60
LRFD
302
273
246.0
223
205
189
175
164
153
144
136
129
123
117
112
107
102
98.2
94.4
90.9
87.7
84.7
81.8
79.2
76.7
74.4
72.2
70.1
68.2
66.4
64.6
63.0
61.4
58.5
55.8
453
410
369
335
308
284
264
246
231
217
205
194
185
176
168
160
154
148
142
137
132
127
123
119
115
112
109
105
103
99.7
97.1
94.6
92.3
87.9
83.9
Beam Properties
Wc /Ωb φbWc , kip-ft 4210
6330 3710
5580 3250
4890 2910 4380 2650
3990 2460
3690
Mp /Ωb φb Mp , kip-ft 526
791
464
698
407
611
364
548
332
499
307
461
Mr /Ωb φb Mr , kip-ft 328
494
290
436
255
383
222
333
204
307
189
284
BF /Ωb φb BF, kips
9.41 14.1
9.01 13.6
8.50 12.8
10.4
15.8
9.98 15.0
9.62 14.4
Vn /Ωv φvVn , kips 199
299
177
265
155
232
183
275
166
248
151
227
Zx , in.3
Lp , ft
Lr , ft
ASD
211
9.36
30.4
186
9.29
28.6
163
9.22
27.1
146
6.00
19.6
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
133
5.97
18.8
123
5.93
18.2
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3–61
MAXIMUM TOTAL UNIFORM LOAD TABLES
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
Fy = 50 ksi
W-Shapes
Shape
Design
Span, ft
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
42
44
55
ASD LRFD
50
ASD LRFD
282
279
248
224
203
186
172
160
149
140
132
124
118
112
106
102
97.2
93.1
89.4
86.0
82.8
79.8
77.1
74.5
72.1
69.9
67.7
65.8
63.9
62.1
60.4
58.8
57.3
55.9
53.2
50.8
256
252
224
202
183
168
155
144
134
126
119
112
106
101
96.0
91.6
87.7
84.0
80.6
77.5
74.7
72.0
69.5
67.2
65.0
63.0
61.1
59.3
57.6
56.0
54.5
53.1
51.7
50.4
48.0
45.8
424
420
373
336
305
280
258
240
224
210
198
187
177
168
160
153
146
140
134
129
124
120
116
112
108
105
102
98.8
96.0
93.3
90.8
88.4
86.2
84.0
80.0
76.4
383
379
337
303
275
253
233
216
202
189
178
168
159
152
144
138
132
126
121
117
112
108
104
101
97.7
94.7
91.8
89.1
86.6
84.2
81.9
79.7
77.7
75.8
72.1
68.9
W18-W16
W18×
46
40
ASD LRFD ASD LRFD
261
391
226
338
259
389
224
336
226
340
196
294
201
302
174
261
181
272
156
235
165
247
142
214
151
227
130
196
139
209
120
181
129
194
112
168
121
181
104
157
113
170
97.8 147
106
160
92.1 138
101
151
86.9 131
95.3 143
82.4 124
90.5 136
78.2 118
86.2 130
74.5 112
82.3 124
71.1 107
78.7 118
68.0 102
75.4 113
65.2 98.0
72.4 109
62.6 94.1
69.6 105
60.2 90.5
67.1 101
58.0 87.1
64.7 97.2 55.9 84.0
62.4 93.8 54.0 81.1
60.3 90.7 52.2 78.4
58.4 87.8 50.5 75.9
56.6 85.0 48.9 73.5
54.9 82.5 47.4 71.3
53.2 80.0 46.0 69.2
51.7 77.7 44.7 67.2
50.3 75.6 43.5 65.3
48.9 73.5 42.3 63.6
47.6 71.6 41.2 61.9
46.4 69.8 40.1 60.3
45.3 68.0 39.1 58.8
43.1 64.8 37.3 56.0
41.1 61.8 35.6 53.5
W16×
35
ASD LRFD
212
319
190
285
166
249
147
222
133
200
121
181
111
166
102
153
94.8 143
88.5 133
83.0 125
78.1 117
73.7 111
69.9 105
66.4 99.8
63.2 95.0
60.3 90.7
57.7 86.7
55.3 83.1
53.1 79.8
51.1 76.7
49.2 73.9
47.4 71.3
45.8 68.8
44.2 66.5
42.8 64.4
41.5 62.3
40.2 60.5
39.0 58.7
37.9 57.0
36.9 55.4
35.9 53.9
34.9 52.5
34.0 51.2
33.2 49.9
31.6 47.5
30.2 45.3
100
ASD LRFD
398
395
359
329
304
282
263
247
232
220
208
198
188
180
172
165
158
152
146
141
136
132
127
124
120
116
113
110
107
104
101
98.8
94.1
597
594
540
495
457
424
396
371
349
330
313
297
283
270
258
248
238
228
220
212
205
198
192
186
180
175
170
165
161
156
152
149
141
Beam Properties
Wc /Ωb φbWc , kip-ft 2240
3360 2020
3030 1810
2720 1560
2350 1330
2000 3950
5940
Mp /Ωb φb Mp , kip-ft 279
420
252
379
226
340
196
294
166
249
494
743
Mr /Ωb φb Mr , kip-ft 172
258
155
233
138
207
119
180
101
151
306
459
BF /Ωb φb BF, kips
9.15 13.8
8.76 13.2
9.63 14.6
8.94 13.2
8.14 12.3
7.86 11.9
Vn /Ωv φvVn , kips 141
212
128
192
130
195
113
169
106
159
199
298
Zx , in.3
Lp , ft
Lr , ft
ASD
112
5.90
17.6
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
101
5.83
16.9
90.7
4.56
13.7
78.4
4.49
13.1
66.5
4.31
12.3
Note: For beams laterally unsupported, see Table 3-10.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
198
8.87
32.8
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Page 62
3–62
DESIGN OF FLEXURAL MEMBERS
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
W-Shapes
W16
ASD
LRFD
ASD
LRFD
W16×
67
ASD
LRFD
353
349
318
291
269
250
233
218
205
194
184
175
166
159
152
146
140
134
129
125
120
116
113
109
106
103
99.8
97.0
94.4
91.9
89.6
87.3
83.2
529
525
477
438
404
375
350
328
309
292
276
263
250
239
228
219
210
202
194
188
181
175
169
164
159
154
150
146
142
138
135
131
125
300
299
272
250
230
214
200
187
176
166
158
150
143
136
130
125
120
115
111
107
103
99.8
96.6
93.6
90.7
88.1
85.5
83.2
80.9
78.8
76.8
74.9
450
450
409
375
346
321
300
281
265
250
237
225
214
205
196
188
180
173
167
161
155
150
145
141
136
132
129
125
122
118
115
113
258
236
216
200
185
173
162
153
144
137
130
124
118
113
108
104
99.8
96.1
92.7
89.5
86.5
83.7
81.1
78.6
76.3
74.1
72.1
70.1
68.3
66.5
64.9
Wc /Ωb φbWc , kip-ft 3490
Mp /Ωb φb Mp , kip-ft 437
Mr /Ωb φb Mr , kip-ft 271
BF /Ωb φb BF, kips
7.76
Vn /Ωv φvVn , kips
176
5250
656
407
11.6
265
2990
374
234
7.34
150
Shape
89
Design
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
42
Span, ft
Fy = 50 ksi
77
57
50
386
355
325
300
279
260
244
229
217
205
195
186
177
170
163
156
150
144
139
134
130
126
122
118
115
111
108
105
103
100
97.5
ASD
282
262
233
210
191
175
161
150
140
131
123
116
110
105
99.8
95.3
91.1
87.3
83.8
80.6
77.6
74.9
72.3
69.9
67.6
65.5
63.5
61.6
59.9
58.2
56.6
55.2
53.7
52.4
LRFD
423
394
350
315
286
263
242
225
210
197
185
175
166
158
150
143
137
131
126
121
117
113
109
105
102
98.4
95.5
92.6
90.0
87.5
85.1
82.9
80.8
78.8
ASD
248
230
204
184
167
153
141
131
122
115
108
102
96.6
91.8
87.4
83.5
79.8
76.5
73.5
70.6
68.0
65.6
63.3
61.2
59.2
57.4
55.6
54.0
52.5
51.0
49.6
48.3
47.1
45.9
LRFD
372
345
307
276
251
230
212
197
184
173
162
153
145
138
131
125
120
115
110
106
102
98.6
95.2
92.0
89.0
86.3
83.6
81.2
78.9
76.7
74.6
72.6
70.8
69.0
3900
488
307
10.4
193
2100
262
161
7.98
141
3150
394
242
12.0
212
1840
230
141
7.69
124
2760
345
213
11.4
186
Beam Properties
Zx , in.3
Lp , ft
Lr , ft
ASD
175
8.80
30.2
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
v
4500
563
352
11.1
225
150
8.72
27.8
2590
324
204
6.89
129
130
8.69
26.1
105
5.65
18.3
92.0
5.62
17.2
Shape does not meet the h/tw limit for shear in AISC Specification Section G2.1(a) with Fy = 50 ksi;
therefore, φv = 0.90 and Ωv = 1.67.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3A:14th Ed.
2/24/11
8:46 AM
Page 63
3–63
MAXIMUM TOTAL UNIFORM LOAD TABLES
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
Fy = 50 ksi
W-Shapes
W16×
Shape
45
Design
40
36
ASD
LRFD
ASD
LRFD
223
205
183
164.0
149
137
126
117
110
103
96.6
91.3
86.5
82.1
78.2
74.7
71.4
68.4
65.7
63.2
60.8
58.7
56.6
54.8
53.0
51.3
49.8
48.3
46.9
45.6
44.4
43.2
42.1
41.1
333
309
274
247
224
206
190
176
165
154
145
137
130
123
118
112
107
103
98.8
95.0
91.4
88.2
85.1
82.3
79.6
77.2
74.8
72.6
70.5
68.6
66.7
65.0
63.3
61.7
195
182
162
146
132
121
112
104
97.1
91.1
85.7
80.9
76.7
72.9
69.4
66.2
63.4
60.7
58.3
56.0
54.0
52.0
50.2
48.6
47.0
45.5
44.2
42.9
41.6
40.5
39.4
38.3
37.4
36.4
293
274
243
219
199
183
168
156
146
137
129
122
115
110
104
99.5
95.2
91.3
87.6
84.2
81.1
78.2
75.5
73.0
70.6
68.4
66.4
64.4
62.6
60.8
59.2
57.6
56.2
54.8
Wc /Ωb φbWc , kip-ft 1640
Mp /Ωb φb Mp , kip-ft 205
Mr /Ωb φb Mr , kip-ft 127
BF /Ωb φb BF, kips
7.12
Vn /Ωv φvVn , kips
111
2470
309
191
10.8
167
1460
182
113
6.67
97.6
Span, ft
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
W16
26v
31
ASD
175
154
135
120
108
98.0
89.8
82.9
77.0
71.9
67.4
63.4
59.9
56.7
53.9
51.3
49.0
46.9
44.9
43.1
41.5
39.9
38.5
37.2
35.9
34.8
33.7
32.7
31.7
30.8
29.9
29.1
28.4
27.6
LRFD
262
231
203
180
162
147
135
125
116
108
101
95.3
90.0
85.3
81.0
77.1
73.6
70.4
67.5
64.8
62.3
60.0
57.9
55.9
54.0
52.3
50.6
49.1
47.6
46.3
45.0
43.8
42.6
41.5
ASD
141
126
110
98.0
88.2
80.2
73.5
67.9
63.0
58.8
55.1
51.9
49.0
46.4
44.1
42.0
40.1
38.4
36.8
35.3
33.9
32.7
31.5
30.4
29.4
28.5
27.6
26.7
25.9
25.2
24.5
23.8
23.2
22.6
LRFD
212
189
166
147
133
121
111
102
94.7
88.4
82.9
78.0
73.7
69.8
66.3
63.1
60.3
57.7
55.3
53.0
51.0
49.1
47.4
45.7
44.2
42.8
41.4
40.2
39.0
37.9
36.8
35.8
34.9
34.0
1280
1920
1080
160
240
135
98.7
148
82.4
6.24
9.36
6.86
93.8
141
87.5
1620
203
124
10.3
131
882
110
67.1
5.93
70.5
1330
166
101
8.98
106
ASD
188
182
160
142
128
116
106
98.3
91.2
85.2
79.8
75.1
71.0
67.2
63.9
60.8
58.1
55.5
53.2
51.1
49.1
47.3
45.6
44.0
42.6
41.2
39.9
38.7
37.6
36.5
35.5
34.5
33.6
32.8
LRFD
281
274
240
213
192
175
160
148
137
128
120
113
107
101
96.0
91.4
87.3
83.5
80.0
76.8
73.8
71.1
68.6
66.2
64.0
61.9
60.0
58.2
56.5
54.9
53.3
51.9
50.5
49.2
Beam Properties
Zx , in.3
Lp , ft
Lr , ft
ASD
82.3
5.55
16.5
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
2190
274
170
10.0
146
73.0
5.55
15.9
64.0
5.37
15.2
54.0
4.13
11.8
Note: For beams laterally unsupported, see Table 3-10.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
44.2
3.96
11.2
AISC_Part 3B_14th Ed._Nov. 19, 2012 14-11-10 10:48 AM Page 64
3–64
DESIGN OF FLEXURAL MEMBERS
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
W-Shapes
W14
Shape
W14×
730h
ASD LRFD
665h
ASD LRFD
605h
ASD LRFD
550h
ASD LRFD
500h
ASD LRFD
455h
ASD LRFD
12
13
14
15
2750
2550
2370
2210
4130
3830
3560
3320
2450
2270
2110
1970
3670
3420
3170
2960
2170
2030
1880
1760
3260
3050
2830
2640
1920
1810
1680
1570
2880
2720
2530
2360
1720
1610
1500
1400
2580
2420
2250
2100
1540
1440
1330
1250
2300
2160
2010
1870
16
17
18
19
20
2070
1950
1840
1740
1660
3110
2930
2770
2620
2490
1850
1740
1640
1550
1480
2780
2610
2470
2340
2220
1650
1550
1460
1390
1320
2480
2330
2200
2080
1980
1470
1390
1310
1240
1180
2210
2080
1970
1860
1770
1310
1230
1160
1100
1050
1970
1850
1750
1660
1580
1170
1100
1040
983
934
1760
1650
1560
1480
1400
21
22
23
24
25
1580
1510
1440
1380
1330
2370
2260
2170
2080
1990
1410
1340
1280
1230
1180
2110
2020
1930
1850
1780
1250
1200
1150
1100
1050
1890
1800
1720
1650
1580
1120
1070
1020
981
942
1690
1610
1540
1480
1420
998
953
911
873
838
1500
1430
1370
1310
1260
890
849
812
778
747
1340
1280
1220
1170
1120
26
27
28
29
30
1270
1230
1180
1140
1100
1920
1840
1780
1720
1660
1140
1090
1060
1020
985
1710
1640
1590
1530
1480
1010
976
941
909
878
1520
1470
1410
1370
1320
906
872
841
812
785
1360
1310
1260
1220
1180
806
776
749
723
699
1210
1170
1130
1090
1050
719
692
667
644
623
1080
1040
1000
968
936
31
32
33
34
35
1070
1040
1000
975
947
1610
1560
1510
1460
1420
953
923
895
869
844
1430
1390
1350
1310
1270
850
823
798
775
753
1280
1240
1200
1160
1130
760
736
714
693
673
1140
1110
1070
1040
1010
676
655
635
616
599
1020
984
955
926
900
603
584
566
549
534
906
878
851
826
802
36
37
38
39
40
920
896
872
850
828
1380
1350
1310
1280
1250
821
798
777
757
739
1230
1200
1170
1140
1110
732
712
693
676
659
1100
1070
1040
1020
990
654
637
620
604
589
983
957
932
908
885
582
566
552
537
524
875
851
829
808
788
519
505
492
479
467
780
759
739
720
702
42
44
46
48
50
789
753
720
690
663
1190
1130
1080
1040
996
703
671
642
615
591
1060
1010
965
925
888
627
599
573
549
527
943
900
861
825
792
561
535
512
491
471
843
805
770
738
708
499
476
456
437
750
716
685
656
445
425
406
669
638
610
52
54
56
667
614
592
958
922
889
568
547
854
822
507
762
Design
Span, ft
Fy = 50 ksi
Beam Properties
Wc /Ωb φbWc , kip-ft 33100 49800 29500
Mp /Ωb φb Mp , kip-ft 4140 6230 3690
Mr /Ωb φb Mr , kip-ft 2240 3360 2010
BF /Ωb φb BF, kips 7.35
11.1
7.10
Vn /Ωv φvVn , kips 1380 2060 1220
Zx , in.3
Lp , ft
Lr , ft
ASD
1660
16.6
275
LRFD
44400 26300 39600 23600 35400 21000 31500 18700 28100
5550 3290 4950 2940 4430 2620 3940 2340 3510
3020 1820 2730 1630 2440 1460 2200 1320 1980
10.7
6.81
10.3
6.65
10.1
6.43
9.65
6.24
9.36
1830 1090 1630
962
1440
858
1290
768
1150
1480
16.3
253
1320
16.1
232
1180
15.9
213
1050
15.6
196
936
15.5
179
h Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3B:14th Ed.
2/24/11
8:49 AM
Page 65
MAXIMUM TOTAL UNIFORM LOAD TABLES
3–65
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
Fy = 50 ksi
W-Shapes
Shape
W14×
12
13
14
15
426h
ASD LRFD
1410 2110
1330 2010
1240 1860
1160 1740
342h
398h
370h
ASD LRFD ASD LRFD ASD LRFD
1300 1940 1190 1780 1080 1620
1230 1850 1130 1700 1030 1550
1140 1720 1050 1580 958 1440
1070 1600
979 1470 894 1340
311h
ASD LRFD
964 1450
926 1390
860 1290
802 1210
283h
ASD LRFD
862 1290
832 1250
773 1160
721 1080
16
17
18
19
20
1080
1020
964
913
867
1630
1530
1450
1370
1300
999
940
888
841
799
1500
1410
1340
1260
1200
918
864
816
773
735
1380
1300
1230
1160
1100
838
789
745
706
671
1260
1190
1120
1060
1010
752
708
669
633
602
1130
1060
1010
952
905
676
636
601
569
541
1020
956
903
856
813
21
22
23
24
25
826
788
754
723
694
1240
1190
1130
1090
1040
761
727
695
666
640
1140
1090
1040
1000
961
700
668
639
612
588
1050
1000
960
920
883
639
610
583
559
537
960
916
877
840
806
573
547
523
501
481
861
822
787
754
724
515
492
470
451
433
774
739
707
678
650
26
27
28
29
30
667
642
619
598
578
1000
966
931
899
869
615
592
571
551
533
924
890
858
829
801
565
544
525
507
490
849
818
789
761
736
516
497
479
463
447
775
747
720
695
672
463
446
430
415
401
696
670
646
624
603
416
401
386
373
361
625
602
581
561
542
31
32
33
34
35
560
542
526
510
496
841
815
790
767
745
516
500
484
470
457
775
751
728
707
687
474
459
445
432
420
712
690
669
649
631
433
419
406
395
383
650
630
611
593
576
388
376
365
354
344
584
565
548
532
517
349
338
328
318
309
525
508
493
478
465
36
37
38
39
40
482
469
456
445
434
724
705
686
668
652
444
432
421
410
400
668
649
632
616
601
408
397
387
377
367
613
597
581
566
552
373
363
353
344
335
560
545
531
517
504
334
325
317
309
301
503
489
476
464
452
301
292
285
277
270
452
439
428
417
407
42
44
46
413
394
377
621
593
567
381
363
572
546
350
334
526
502
319
480
287
431
Design
Span, ft
W14
Beam Properties
Wc /Ωb φbWc , kip-ft 17300 26100 16000
Mp /Ωb φb Mp , kip-ft 2170 3260 2000
Mr /Ωb φb Mr , kip-ft 1230 1850 1150
BF /Ωb φb BF, kips 6.16
9.23
5.95
Vn /Ωv φvVn , kips
703
1050
648
Zx , in.3
Lp , ft
Lr , ft
ASD
869
15.3
168
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
24000 14700 22100 13400 20200 12000 18100 10800 16300
3000 1840 2760 1680 2520 1500 2260 1350 2030
1720 1060 1590
975
1460
884
1330
802
1200
8.96
5.87
8.80
5.73
8.62
5.59
8.44
5.52
8.36
972
594
891
539
809
482
723
431
646
801
15.2
158
736
15.1
148
672
15.0
138
603
14.8
125
Note: For beams laterally unsupported, see Table 3-10.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
542
14.7
114
AISC_Part 3B:14th Ed.
2/24/11
8:49 AM
Page 66
3–66
DESIGN OF FLEXURAL MEMBERS
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
Fy = 50 ksi
W-Shapes
W14
12
13
14
15
257
ASD LRFD
774 1160
748 1120
694 1040
648
974
233
ASD LRFD
685 1030
669 1010
622
934
580
872
W14×
211
193
ASD LRFD ASD LRFD
615 923 552 828
599 900 545 819
556 836 506 761
519 780 472 710
176
ASD LRFD
505 757
491 738
456 686
426 640
159
ASD LRFD
447 671
441 662
409 615
382 574
16
17
18
19
20
608
572
540
512
486
913
859
812
769
731
544
512
483
458
435
818
769
727
688
654
487
458
432
410
389
731
688
650
616
585
443
417
394
373
354
666
626
592
561
533
399
376
355
336
319
600
565
533
505
480
358
337
318
302
286
538
506
478
453
431
21
22
23
24
25
463
442
423
405
389
696
664
635
609
584
414
396
378
363
348
623
595
569
545
523
371
354
338
324
311
557
532
509
488
468
337
322
308
295
283
507
484
463
444
426
304
290
278
266
255
457
436
417
400
384
273
260
249
239
229
410
391
374
359
344
26
27
28
29
30
374
360
347
335
324
562
541
522
504
487
335
322
311
300
290
503
484
467
451
436
299
288
278
268
259
450
433
418
403
390
273
262
253
244
236
410
394
380
367
355
246
237
228
220
213
369
356
343
331
320
220
212
205
198
191
331
319
308
297
287
31
32
33
34
35
314
304
295
286
278
471
457
443
430
417
281
272
264
256
249
422
409
396
385
374
251
243
236
229
222
377
366
355
344
334
229
221
215
208
202
344
333
323
313
304
206
200
194
188
182
310
300
291
282
274
185
179
174
168
164
278
269
261
253
246
36
37
38
39
40
270
263
256
249
243
406
395
384
375
365
242
235
229
223
218
363
354
344
335
327
216
210
205
200
325
316
308
300
197
192
186
296
288
280
177
173
168
267
259
253
159
155
239
233
Wc /Ωb φbWc , kip-ft 9720
Mp /Ωb φb Mp , kip-ft 1220
Mr /Ωb φb Mr , kip-ft 725
BF /Ωb φb BF, kips 5.54
Vn /Ωv φvVn , kips
387
14600
1830
1090
8.28
581
8700
1090
655
5.40
342
13100
1640
984
8.15
514
7090
886
541
5.30
276
10700
1330
814
7.93
414
6390
798
491
5.20
252
9600
1200
738
7.83
378
5730
716
444
5.17
224
8610
1080
667
7.85
335
Shape
Span, ft
Design
Beam Properties
Zx , in.3
Lp , ft
Lr , ft
ASD
487
14.6
104
LRFD
436
14.5
95.0
7780
973
590
5.30
308
11700
1460
887
7.94
462
390
14.4
86.6
355
14.3
79.4
f Shape does not meet compact limit for flexure with F = 50 ksi.
y
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
320
14.2
73.2
287
14.1
66.7
AISC_Part 3B:14th Ed.
2/24/11
8:49 AM
Page 67
MAXIMUM TOTAL UNIFORM LOAD TABLES
3–67
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
Fy = 50 ksi
W-Shapes
Shape
W14
W14×
12
13
14
15
145
ASD LRFD
403 604
399 600
371 557
346 520
132
ASD LRFD
379 569
359 540
334 501
311 468
120
ASD LRFD
342 513
326 489
302 454
282 424
109
ASD LRFD
300 450
295 443
274 411
255 384
99f
ASD LRFD
275
413
264
397
246
369
229
344
90f
ASD LRFD
246
370
235
353
218
328
204
306
16
17
18
19
20
324
305
288
273
259
488
459
433
411
390
292
275
259
246
234
439
413
390
369
351
264
249
235
223
212
398
374
353
335
318
240
225
213
202
192
360
339
320
303
288
215
202
191
181
172
323
304
287
272
258
191
180
170
161
153
287
270
255
242
230
21
22
23
24
25
247
236
226
216
208
371
355
339
325
312
222
212
203
195
187
334
319
305
293
281
202
192
184
176
169
303
289
277
265
254
182
174
167
160
153
274
262
250
240
230
164
156
149
143
137
246
235
225
215
207
145
139
133
127
122
219
209
200
191
184
26
27
28
29
30
200
192
185
179
173
300
289
279
269
260
180
173
167
161
156
270
260
251
242
234
163
157
151
146
141
245
236
227
219
212
147
142
137
132
128
222
213
206
199
192
132
127
123
119
115
199
191
185
178
172
117
113
109
105
102
177
170
164
158
153
31
32
33
34
35
167
162
157
153
148
252
244
236
229
223
151
146
142
137
133
226
219
213
206
201
137
132
128
124
121
205
199
193
187
182
124
120
116
113
109
186
180
175
169
165
111
107
104
101
98.2
167
161
157
152
148
98.5
95.4
92.5
89.8
87.3
148
143
139
135
131
36
37
144
140
217
211
130
195
118
177
Wc /Ωb φbWc , kip-ft 5190
Mp /Ωb φb Mp , kip-ft 649
Mr /Ωb φb Mr , kip-ft 405
BF /Ωb φb BF, kips 5.13
Vn /Ωv φvVn , kips
201
7800
975
609
7.69
302
4670
584
365
5.15
190
7020
878
549
7.74
284
3830
479
302
5.01
150
5760
720
454
7.54
225
3440
430
274
4.91
138
5170
646
412
7.36
207
3050
382
250
4.82
123
4590
574
375
7.26
185
Span, ft
Design
Beam Properties
Zx , in.3
Lp , ft
Lr , ft
ASD
260
14.1
61.7
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
234
13.3
55.8
4230
529
332
5.09
171
212
13.2
51.9
6360
795
499
7.65
257
192
13.2
48.5
173
13.5
45.3
Note: For beams laterally unsupported, see Table 3-10.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
157
15.1
42.5
AISC_Part 3B:14th Ed.
2/24/11
8:50 AM
Page 68
3–68
DESIGN OF FLEXURAL MEMBERS
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
Fy = 50 ksi
W-Shapes
W14
82
ASD LRFD
74
ASD LRFD
W14×
68
61
ASD LRFD ASD LRFD
8
9
10
292
277
438
417
256
251
383
378
232
230
349
345
209
204
313
306
53
48
ASD LRFD ASD LRFD
206 309
188
282
193 290
174
261
174 261 156
235
11
12
13
14
15
252
231
213
198
185
379
348
321
298
278
229
210
193
180
168
344
315
291
270
252
209
191
177
164
153
314
288
265
246
230
185
170
157
145
136
278
255
235
219
204
158
145
134
124
116
238
218
201
187
174
142
130
120
112
104
214
196
181
168
157
16
17
18
19
20
173
163
154
146
139
261
245
232
219
209
157
148
140
132
126
236
222
210
199
189
143
135
128
121
115
216
203
192
182
173
127
120
113
107
102
191
180
170
161
153
109
102
96.6
91.5
86.9
163
154
145
138
131
97.8
92.1
86.9
82.4
78.2
147
138
131
124
118
21
22
23
24
25
132
126
121
116
111
199
190
181
174
167
120
114
109
105
101
180
172
164
158
151
109
104
99.8
95.6
91.8
164
157
150
144
138
96.9
92.5
88.5
84.8
81.4
146
139
133
128
122
82.8
79.0
75.6
72.4
69.5
124
119
114
109
105
74.5 112
71.1 107
68.0 102
65.2 98.0
62.6 94.1
26
27
28
29
30
107
103
99.1
95.7
92.5
160
154
149
144
139
96.7
93.1
89.8
86.7
83.8
145
140
135
130
126
88.3
85.0
82.0
79.2
76.5
133
128
123
119
115
78.3
75.4
72.7
70.2
67.9
118
113
109
106
102
66.9 101
64.4 96.8
62.1 93.3
59.9 90.1
58.0 87.1
60.2
58.0
55.9
54.0
52.2
90.5
87.1
84.0
81.1
78.4
31
32
33
34
35
89.5
86.7
84.1
81.6
79.3
135
130
126
123
119
81.1
78.6
76.2
74.0
71.9
122
118
115
111
108
74.0
71.7
69.6
67.5
65.6
111
108
105
101
98.6
65.7
63.6
61.7
59.9
98.7
95.6
92.7
90.0
56.1
54.3
52.7
51.1
84.3
81.7
79.2
76.9
50.5
48.9
47.4
46.0
75.9
73.5
71.3
69.2
Wc /Ωb φbWc , kip-ft 2770
Mp /Ωb φb Mp , kip-ft 347
Mr /Ωb φb Mr , kip-ft 215
BF /Ωb φb BF, kips 5.40
Vn /Ωv φvVn , kips
146
4170
521
323
8.10
219
2510
314
196
5.31
128
3780
473
294
8.05
192
2040
254
161
4.93
104
3060
383
242
7.48
156
1740
217
136
5.22
103
2610
327
204
7.93
154
1560
196
123
5.09
93.8
2350
294
184
7.67
141
Shape
Span, ft
Design
Beam Properties
Zx , in.3
Lp , ft
Lr , ft
ASD
139
8.76
33.2
126
8.76
31.0
2300
287
180
5.19
116
3450
431
270
7.81
174
115
8.69
29.3
102
8.65
27.5
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
87.1
6.78
22.3
78.4
6.75
21.1
AISC_Part 3B:14th Ed.
2/24/11
8:50 AM
Page 69
MAXIMUM TOTAL UNIFORM LOAD TABLES
3–69
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
Fy = 50 ksi
W-Shapes
W14
43
ASD LRFD
38
ASD LRFD
W14×
34
30
ASD LRFD ASD LRFD
6
7
8
9
10
167
154
139
251
232
209
175
153
136
123
262
231
205
185
160
156
136
121
109
239
234
205
182
164
149
135
118
105
94.4
224
203
177
158
142
134
115
100
89.2
80.2
11
12
13
14
15
126
116
107
99.2
92.6
190
174
161
149
139
112
102
94.4
87.7
81.8
168
154
142
132
123
99.1
90.8
83.8
77.8
72.7
149
137
126
117
109
85.8
78.7
72.6
67.4
62.9
129
118
109
101
94.6
72.9 110
66.9 101
61.7 92.8
57.3 86.1
53.5 80.4
60.2
55.2
51.0
47.3
44.2
90.5
83.0
76.6
71.1
66.4
16
17
18
19
20
86.8
81.7
77.2
73.1
69.5
131
123
116
110
104
76.7 115
72.2 109
68.2 103
64.6 97.1
61.4 92.3
68.1 102
64.1 96.4
60.5 91.0
57.4 86.2
54.5 81.9
59.0
55.5
52.5
49.7
47.2
88.7
83.5
78.8
74.7
71.0
50.1
47.2
44.6
42.2
40.1
75.4
70.9
67.0
63.5
60.3
41.4
39.0
36.8
34.9
33.1
62.3
58.6
55.3
52.4
49.8
21
22
23
24
25
66.2
63.1
60.4
57.9
55.6
99.4
94.9
90.8
87.0
83.5
58.5
55.8
53.4
51.1
49.1
87.9
83.9
80.2
76.9
73.8
51.9
49.5
47.4
45.4
43.6
78.0
74.5
71.2
68.3
65.5
45.0
42.9
41.0
39.3
37.8
67.6
64.5
61.7
59.1
56.8
38.2
36.5
34.9
33.4
32.1
57.4
54.8
52.4
50.3
48.2
31.6
30.1
28.8
27.6
26.5
47.4
45.3
43.3
41.5
39.8
26
27
28
29
30
53.4
51.5
49.6
47.9
46.3
80.3
77.3
74.6
72.0
69.6
47.2
45.5
43.8
42.3
40.9
71.0
68.3
65.9
63.6
61.5
41.9
40.4
38.9
37.6
36.3
63.0
60.7
58.5
56.5
54.6
36.3
35.0
33.7
32.6
31.5
54.6
52.6
50.7
48.9
47.3
30.9
29.7
28.7
27.7
26.7
46.4
44.7
43.1
41.6
40.2
25.5
24.5
23.7
22.9
22.1
38.3
36.9
35.6
34.3
33.2
31
32
33
34
35
44.8
43.4
42.1
40.9
67.4
65.3
63.3
61.4
39.6
38.4
37.2
36.1
35.1
59.5
57.7
55.9
54.3
52.7
35.2
34.1
33.0
32.1
31.1
52.8
51.2
49.6
48.2
46.8
30.5
29.5
28.6
27.8
45.8
44.3
43.0
41.7
25.9
25.1
24.3
23.6
38.9
37.7
36.5
35.5
21.4
20.7
20.1
19.5
32.1
31.1
30.2
29.3
Wc /Ωb φbWc , kip-ft 1390
Mp /Ωb φb Mp , kip-ft 174
Mr /Ωb φb Mr , kip-ft 109
BF /Ωb φb BF, kips 4.88
Vn /Ωv φvVn , kips 83.6
2090
261
164
7.28
125
1230
153
95.4
5.37
87.4
1850
231
143
8.20
131
944
118
73.4
4.63
74.5
1420
177
110
6.95
112
802
100
61.7
5.33
70.9
1210
151
92.7
8.11
106
663
82.8
50.6
4.78
63.0
996
125
76.1
7.27
94.5
Shape
Design
Span, ft
5
26
22
ASD LRFD ASD LRFD
142 213
126 189
201
172
151
134
121
110 166
94.7 142
82.8 125
73.6 111
66.3 99.6
Beam Properties
Zx , in.3
Lp , ft
Lr , ft
ASD
69.6
6.68
20.0
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
61.5
5.47
16.2
1090
136
84.9
5.01
79.8
1640
205
128
7.55
120
54.6
5.40
15.6
47.3
5.26
14.9
40.2
3.81
11.0
Note: For beams laterally unsupported, see Table 3-10.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
33.2
3.67
10.4
AISC_Part 3B:14th Ed.
2/24/11
8:50 AM
Page 70
3–70
DESIGN OF FLEXURAL MEMBERS
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
Fy = 50 ksi
W-Shapes
W12
Shape
W12×
336h
ASD LRFD
305h
ASD LRFD
252h
ASD LRFD
862 1290
854 1280
230h
ASD LRFD
779 1170
770 1160
210
ASD LRFD
1590
279h
ASD LRFD
973 1460
960 1440
9
10
1200
1790
1060
11
12
13
14
15
1090
1000
926
860
802
1640
1510
1390
1290
1210
974
893
825
766
715
694
1040
1460
1340
1240
1150
1070
873
800
739
686
640
1310
1200
1110
1030
962
777
712
657
610
570
1170
1070
988
917
856
700
642
593
550
514
1050
965
891
827
772
631
579
534
496
463
949
870
803
746
696
16
17
18
19
20
752
708
669
633
602
1130
1060
1010
952
905
670
631
595
564
536
1010
948
895
848
806
600
565
533
505
480
902
849
802
759
722
534
503
475
450
427
803
755
713
676
642
482
453
428
406
385
724
681
643
609
579
434
409
386
366
347
653
614
580
549
522
21
22
23
24
25
573
547
523
501
481
861
822
787
754
724
510
487
466
447
429
767
732
700
671
644
457
436
417
400
384
687
656
627
601
577
407
388
371
356
342
611
584
558
535
514
367
350
335
321
308
551
526
503
483
463
331
316
302
289
278
497
475
454
435
418
26
27
28
29
30
463
446
430
415
401
696
670
646
624
603
412
397
383
370
357
620
597
575
556
537
369
356
343
331
320
555
534
515
498
481
329
316
305
295
285
494
476
459
443
428
296
285
275
266
257
445
429
414
399
386
267
257
248
240
232
402
387
373
360
348
31
32
33
34
35
388
376
365
354
344
584
565
548
532
517
346
335
325
315
306
520
503
488
474
460
310
300
291
282
274
465
451
437
424
412
276
267
259
251
244
414
401
389
378
367
249
241
233
227
220
374
362
351
341
331
224
217
210
204
198
337
326
316
307
298
36
37
38
39
40
334
325
317
309
301
503
489
476
464
452
298
290
282
275
268
448
435
424
413
403
267
259
253
246
401
390
380
370
237
231
225
357
347
338
214
208
322
313
193
290
41
42
294
287
441
431
Wc /Ωb φbWc , kip-ft 12000 18100 10700
Mp /Ωb φb Mp , kip-ft 1500 2260 1340
Mr /Ωb φb Mr , kip-ft 844
1270
760
BF /Ωb φb BF, kips 4.76
7.19
4.64
Vn /Ωv φvVn , kips
598
897
531
16100
2010
1140
6.97
797
8540
1070
617
4.43
431
12800
1610
927
6.68
647
7700
963
561
4.31
390
11600
1450
843
6.51
584
6950
868
510
4.25
347
10400
1310
767
6.45
520
Span, ft
Design
Beam Properties
Zx , in.3
Lp , ft
Lr , ft
ASD
603
12.3
150
LRFD
537
12.1
137
9600
1200
686
4.50
487
14400
1800
1030
6.75
730
481
11.9
126
428
11.8
114
386
11.7
105
348
11.6
95.8
h Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3B_14th Ed._Nov. 19, 2012 14-11-10 10:49 AM Page 71
MAXIMUM TOTAL UNIFORM LOAD TABLES
3–71
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
Fy = 50 ksi
W-Shapes
W12
190
ASD LRFD
170
ASD LRFD
W12×
152
136
ASD LRFD ASD LRFD
9
10
611
916
538
806
477
715
423
11
12
13
14
15
564
517
478
443
414
848
778
718
666
622
499
457
422
392
366
750
688
635
589
550
441
404
373
346
323
663
608
561
521
486
16
17
18
19
20
388
365
345
327
310
583
549
518
491
467
343
323
305
289
274
516
485
458
434
413
303
285
269
255
243
21
22
23
24
25
296
282
270
259
248
444
424
406
389
373
261
250
239
229
220
393
375
359
344
330
26
27
28
29
30
239
230
222
214
207
359
346
333
322
311
211
203
196
189
183
31
32
33
34
35
200
194
188
183
177
301
292
283
274
267
36
172
259
Wc /Ωb φbWc , kip-ft 6210
Mp /Ωb φb Mp , kip-ft 776
Mr /Ωb φb Mr , kip-ft 459
BF /Ωb φb BF, kips 4.18
Vn /Ωv φvVn , kips
305
9330
1170
690
6.33
458
Shape
Span, ft
Design
106
ASD LRFD
635
120
ASD LRFD
372 558
371 558
315
472
388
356
329
305
285
584
535
494
459
428
338
309
286
265
248
507
465
429
399
372
298
273
252
234
218
447
410
378
351
328
456
429
405
384
365
267
251
237
225
214
401
378
357
338
321
232
218
206
195
186
349
328
310
294
279
205
193
182
172
164
308
289
273
259
246
231
220
211
202
194
347
331
317
304
292
203
194
186
178
171
306
292
279
268
257
177
169
161
155
149
266
254
243
233
223
156
149
142
136
131
234
224
214
205
197
317
306
295
284
275
187
180
173
167
162
280
270
260
251
243
164
158
153
147
142
247
238
229
221
214
143
138
133
128
124
215
207
199
192
186
126
121
117
113
109
189
182
176
170
164
177
172
166
161
157
266
258
250
243
236
156
152
147
143
235
228
221
214
138
133
129
207
201
195
120
116
180
174
106
102
159
154
5490
686
410
4.11
269
8250
1030
617
6.15
403
4270
534
325
4.02
212
6420
803
488
6.06
318
3710
464
285
3.94
186
5580
698
428
5.95
279
3270
409
253
3.93
157
4920
615
381
5.89
236
Beam Properties
Zx , in.3
Lp , ft
Lr , ft
ASD
311
11.5
87.3
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
275
11.4
78.5
4850
606
365
4.06
238
243
11.3
70.6
7290
911
549
6.10
358
214
11.2
63.2
186
11.1
56.5
Note: For beams laterally unsupported, see Table 3-10.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
164
11.0
50.7
AISC_Part 3B_14th Ed._Nov. 19, 2012 14-11-10 10:53 AM Page 72
3–72
DESIGN OF FLEXURAL MEMBERS
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
Fy = 50 ksi
W-Shapes
W12
Shape
W12×
96
ASD LRFD
87
ASD LRFD
79
ASD LRFD
72
ASD LRFD
65f
ASD LRFD
9
10
279
419
258
386
233
350
212
317
189
11
12
13
14
15
267
245
226
210
196
401
368
339
315
294
240
220
203
188
176
360
330
305
283
264
216
198
183
170
158
325
298
275
255
238
196
180
166
154
144
295
270
249
231
216
16
17
18
19
20
183
173
163
154
147
276
259
245
232
221
165
155
146
139
132
248
233
220
208
198
148
140
132
125
119
223
210
198
188
179
135
127
120
113
108
21
22
23
24
25
140
133
128
122
117
210
200
192
184
176
125
120
115
110
105
189
180
172
165
158
113
108
103
99.0
95.0
170
162
155
149
143
26
27
28
29
30
113
109
105
101
97.8
170
163
158
152
147
101
97.6
94.1
90.9
87.8
152
147
141
137
132
91.4
88.0
84.8
81.9
79.2
137
132
128
123
119
31
94.6
142
85.0
128
76.6
115
Wc /Ωb φbWc , kip-ft 2930
Mp /Ωb φb Mp , kip-ft 367
Mr /Ωb φb Mr , kip-ft 229
BF /Ωb φb BF, kips 3.85
Vn /Ωv φvVn , kips
140
4410
551
344
5.78
210
2630
329
206
3.81
129
3960
495
310
5.73
193
Span, ft
Design
283
ASD
176
172
58
LRFD
264
259
172
158
146
135
126
259
237
219
204
190
157
144
133
123
115
236
216
199
185
173
203
191
180
171
162
118
112
105
99.8
94.8
178
168
158
150
142
108
101
95.8
90.8
86.2
162
152
144
136
130
103
98.0
93.7
89.8
86.2
154
147
141
135
130
90.3
86.2
82.4
79.0
75.8
136
130
124
119
114
82.1
78.4
75.0
71.9
69.0
123
118
113
108
104
82.9
79.8
77.0
74.3
71.9
125
120
116
112
108
72.9 110
70.2 106
67.7 102
65.4 98.3
63.2 95.0
66.3
63.9
61.6
59.5
57.5
99.7
96.0
92.6
89.4
86.4
2160
269
170
3.69
106
3240
405
256
5.56
159
1900
237
154
3.58
94.4
1720
216
136
3.82
87.8
2590
324
205
5.69
132
Beam Properties
Zx , in.3
Lp , ft
Lr , ft
ASD
147
10.9
46.7
LRFD
132
10.8
43.1
2380
297
187
3.78
117
119
10.8
39.9
3570
446
281
5.67
175
108
10.7
37.5
f Shape does not meet compact limit for flexure with F = 50 ksi.
y
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
96.8
10.7
35.1
2850
356
231
5.39
142
86.4
8.87
29.8
AISC_Part 3B:14th Ed.
2/24/11
8:50 AM
Page 73
MAXIMUM TOTAL UNIFORM LOAD TABLES
3–73
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
Fy = 50 ksi
W-Shapes
53
ASD LRFD
50
ASD LRFD
W12×
45
40
ASD LRFD ASD LRFD
6
7
8
9
10
167
155
250
234
181
179
159
144
271
270
240
216
162
160
142
128
243
241
214
193
140
126
114
211
190
171
ASD
150
146
128
114
102
11
12
13
14
15
141
130
120
111
104
212
195
180
167
156
130
120
110
103
95.7
196
180
166
154
144
116
107
98.6
91.5
85.4
175
161
148
138
128
103
94.8
87.5
81.3
75.8
155
143
132
122
114
92.9
85.2
78.6
73.0
68.1
140
128
118
110
102
78.2 118
71.7 108
66.2 99.5
61.4 92.4
57.4 86.2
16
17
18
19
20
97.2
91.5
86.4
81.8
77.7
146
137
130
123
117
89.7
84.4
79.7
75.5
71.8
135
127
120
114
108
80.1
75.4
71.2
67.4
64.1
120
113
107
101
96.3
71.1 107
66.9 101
63.2 95.0
59.9 90.0
56.9 85.5
63.9
60.1
56.8
53.8
51.1
96.0
90.4
85.3
80.8
76.8
53.8
50.6
47.8
45.3
43.0
80.8
76.1
71.8
68.1
64.7
21
22
23
24
25
74.0 111
70.7 106
67.6 102
64.8 97.4
62.2 93.5
68.3 103
65.2 98.0
62.4 93.8
59.8 89.9
57.4 86.3
61.0
58.2
55.7
53.4
51.3
91.7
87.5
83.7
80.3
77.0
54.2
51.7
49.5
47.4
45.5
81.4
77.7
74.3
71.3
68.4
48.7
46.5
44.4
42.6
40.9
73.1
69.8
66.8
64.0
61.4
41.0
39.1
37.4
35.8
34.4
61.6
58.8
56.2
53.9
51.7
26
27
28
29
30
59.8
57.6
55.5
53.6
51.8
55.2
53.2
51.3
49.5
47.8
49.3
47.5
45.8
44.2
42.7
74.1
71.3
68.8
66.4
64.2
43.8
42.1
40.6
39.2
65.8
63.3
61.1
59.0
39.3
37.9
36.5
35.2
34.1
59.1
56.9
54.9
53.0
51.2
33.1
31.9
30.7
29.7
28.7
49.7
47.9
46.2
44.6
43.1
33.0
49.5
1020
128
79.6
4.34
75.0
1540
192
120
6.45
113
860
108
67.4
3.97
64.0
1290
162
101
5.96
95.9
Shape
Design
Span, ft
W12
89.9
86.6
83.5
80.6
77.9
83.0
79.9
77.0
74.4
71.9
31
35
30
LRFD ASD LRFD
225 128
192
219 123
185
192 108
162
171
95.6 144
154
86.0 129
Beam Properties
Wc /Ωb φbWc , kip-ft 1550
Mp /Ωb φb Mp , kip-ft 194
Mr /Ωb φb Mr , kip-ft 123
BF /Ωb φb BF, kips 3.65
Vn /Ωv φvVn , kips 83.5
Zx , in.3
Lp , ft
Lr , ft
ASD
2340
292
185
5.50
125
77.9
8.76
28.2
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
1440
179
112
3.97
90.3
2160
270
169
5.98
135
71.9
6.92
23.8
1280
160
101
3.80
81.1
1930
241
151
5.80
122
64.2
6.89
22.4
1140
142
89.9
3.66
70.2
1710
214
135
5.54
105
57.0
6.85
21.1
51.2
5.44
16.6
Note: For beams laterally unsupported, see Table 3-10.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
43.1
5.37
15.6
AISC_Part 3B:14th Ed.
2/24/11
8:51 AM
Page 74
3–74
DESIGN OF FLEXURAL MEMBERS
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
W-Shapes
W12
W12×
Shape
26
ASD LRFD
Design
3
4
5
Span, ft
Fy = 50 ksi
168
159
140
124
112
22
ASD LRFD
19
ASD LRFD
128
117
W10×
14v
ASD LRFD
115
172
98.6 148
16
ASD LRFD
106 158
100 151
80.2 121
85.5 129
69.5 104
97.5 147
83.5 126
73.1 110
65.0 97.7
58.5 87.9
82.2 124
70.4 106
61.6 92.6
54.8 82.3
49.3 74.1
66.9 101
57.3 86.1
50.1 75.4
44.6 67.0
40.1 60.3
57.9
49.6
43.4
38.6
34.7
87.0
74.6
65.3
58.0
52.2
344
326
293
516
490
441
192
176
112
ASD LRFD
6
7
8
9
10
112
106
92.8
82.5
74.3
11
12
13
14
15
67.5 101
61.9 93.0
57.1 85.8
53.0 79.7
49.5 74.4
53.2
48.7
45.0
41.8
39.0
79.9
73.3
67.6
62.8
58.6
44.8
41.1
37.9
35.2
32.9
67.4
61.8
57.0
52.9
49.4
36.5
33.4
30.9
28.7
26.7
54.8
50.3
46.4
43.1
40.2
31.6
28.9
26.7
24.8
23.2
47.5
43.5
40.2
37.3
34.8
267
245
226
210
196
401
368
339
315
294
16
17
18
19
20
46.4
43.7
41.3
39.1
37.1
69.8
65.6
62.0
58.7
55.8
36.6
34.4
32.5
30.8
29.2
54.9
51.7
48.8
46.3
44.0
30.8
29.0
27.4
25.9
24.7
46.3
43.6
41.2
39.0
37.1
25.1
23.6
22.3
21.1
20.1
37.7
35.5
33.5
31.7
30.2
21.7
20.4
19.3
18.3
17.4
32.6
30.7
29.0
27.5
26.1
183
173
163
154
147
276
259
245
232
221
21
22
23
24
25
35.4
33.8
32.3
30.9
29.7
53.1
50.7
48.5
46.5
44.6
27.8
26.6
25.4
24.4
23.4
41.9
40.0
38.2
36.6
35.2
23.5
22.4
21.4
20.5
19.7
35.3
33.7
32.2
30.9
29.6
19.1
18.2
17.4
16.7
16.0
28.7
27.4
26.2
25.1
24.1
16.5
15.8
15.1
14.5
13.9
24.9
23.7
22.7
21.8
20.9
140
133
128
122
117
210
200
192
184
176
26
27
28
29
30
28.6
27.5
26.5
25.6
24.8
42.9
41.3
39.9
38.5
37.2
22.5
21.7
20.9
20.2
19.5
33.8
32.6
31.4
30.3
29.3
19.0
18.3
17.6
17.0
16.4
28.5
27.4
26.5
25.6
24.7
15.4
14.9
14.3
13.8
13.4
23.2
22.3
21.5
20.8
20.1
13.4
12.9
12.4
12.0
20.1
19.3
18.6
18.0
113
109
105
170
163
158
743
92.8
58.3
3.61
56.1
1120
140
87.7
5.46
84.2
585
73.1
44.4
4.68
64.0
879
110
66.7
7.06
95.9
401
50.1
29.9
3.80
52.8
603
75.4
44.9
5.73
79.2
347
43.4
26.0
3.43
42.8
522
65.3
39.1
5.17
64.3
2930
367
220
2.69
172
4410
551
331
4.03
258
Beam Properties
Wc /Ωb φbWc , kip-ft
Mp /Ωb φb Mp , kip-ft
Mr /Ωb φb Mr , kip-ft
BF /Ωb φb BF, kips
Vn /Ωv φvVn , kips
Zx , in.3
Lp , ft
Lr , ft
ASD
37.2
5.33
14.9
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
493
61.6
37.2
4.27
57.3
29.3
3.00
9.13
741
92.6
55.9
6.43
86.0
24.7
2.90
8.61
20.1
2.73
8.05
17.4
2.66
7.73
147
9.47
64.1
v Shape does not meet the h /t limit for shear in AISC Specification Section G2.1(a) with F = 50 ksi;
w
y
therefore, φv = 0.90 and Ωv = 1.67.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3B:14th Ed.
2/24/11
8:51 AM
Page 75
MAXIMUM TOTAL UNIFORM LOAD TABLES
3–75
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
Fy = 50 ksi
W-Shapes
Shape
W10×
8
9
10
88
77
68
60
54
100
ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD
302
453 261
392 225
337 196 293
171 257 149 224
288
433 251
377 216
325 189 284
165 249 148 222
259
390 226
339 195
293 170 256 149
224 133 200
11
12
13
14
15
236
216
200
185
173
355
325
300
279
260
205
188
173
161
150
308
283
261
242
226
177
162
150
139
130
266
244
225
209
195
155
142
131
122
114
233
213
197
183
171
135
124
115
106
99.3
203
187
172
160
149
121
111
102
95.0
88.6
182
167
154
143
133
16
17
18
19
20
162
153
144
137
130
244
229
217
205
195
141
133
125
119
113
212
199
188
178
170
122
115
108
103
97.4
183
172
163
154
146
106
100
94.6
89.6
85.1
160
151
142
135
128
93.1
87.6
82.7
78.4
74.5
140
132
124
118
112
83.1
78.2
73.9
70.0
66.5
125
118
111
105
99.9
21
22
23
24
25
124
118
113
108
104
186
177
170
163
156
107
103
98.1
94.0
90.2
161
154
147
141
136
92.8
88.6
84.7
81.2
77.9
139
133
127
122
117
81.1
77.4
74.0
70.9
68.1
122
116
111
107
102
70.9 107
67.7 102
64.7 97.3
62.0 93.3
59.6 89.5
63.3
60.4
57.8
55.4
53.2
95.1
90.8
86.9
83.3
79.9
26
27
99.8
96.1
150
144
86.7
83.5
130
126
74.9
113
65.5
98.4
Design
Span, ft
W10
Beam Properties
Wc /Ωb φbWc , kip-ft 2590 3900 2260 3390 1950 2930 1700 2560 1490 2240 1330 2000
Mp /Ωb φb Mp , kip-ft 324
488
282
424
244
366
213
320
186
280
166
250
Mr /Ωb φb Mr , kip-ft 196
294
172
259
150
225
132
199
116
175
105
158
BF /Ωb φb BF, kips
2.64
4.00
2.62
3.94
2.60
3.90
2.58
3.85
2.54
3.82
2.48
3.75
Vn /Ωv φvVn , kips 151
226
131
196
112
169
97.8 147
85.7 129
74.7 112
Zx , in.3
Lp , ft
Lr , ft
ASD
130
9.36
57.9
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
113
9.29
51.2
97.6
9.18
45.3
85.3
9.15
40.6
74.6
9.08
36.6
Note: For beams laterally unsupported, see Table 3-10.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
66.6
9.04
33.6
AISC_Part 3B:14th Ed.
2/24/11
8:51 AM
Page 76
3–76
DESIGN OF FLEXURAL MEMBERS
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
W-Shapes
W10
49
ASD LRFD
45
ASD LRFD
W10×
39
33
ASD LRFD ASD LRFD
6
7
8
9
10
136
134
121
204
201
181
141
137
122
110
212
206
183
165
125
117
104
93.4
187
176
156
140
113
111
96.8
86.1
77.4
11
12
13
14
15
110
100
92.7
86.1
80.4
165
151
139
129
121
99.6
91.3
84.3
78.3
73.1
150
137
127
118
110
84.9
77.8
71.9
66.7
62.3
128
117
108
100
93.6
16
17
18
19
20
75.3 113
70.9 107
67.0 101
63.5 95.4
60.3 90.6
68.5 103
64.5 96.9
60.9 91.5
57.7 86.7
54.8 82.4
58.4
54.9
51.9
49.2
46.7
21
22
23
24
25
57.4
54.8
52.4
50.2
48.2
52.2
49.8
47.6
45.7
43.8
44.5
42.5
40.6
38.9
Shape
Design
5
Span, ft
Fy = 50 ksi
86.3
82.4
78.8
75.5
72.5
78.4
74.9
71.6
68.6
65.9
169
166
146
129
116
30
26
ASD LRFD ASD LRFD
126 189 107 161
122
104
91.3
81.2
73.1
183
157
137
122
110
104
89.3
78.1
69.4
62.5
157
134
117
104
93.9
70.4 106
64.5 97.0
59.6 89.5
55.3 83.1
51.6 77.6
66.4
60.9
56.2
52.2
48.7
99.8
91.5
84.5
78.4
73.2
56.8
52.1
48.1
44.6
41.7
85.4
78.3
72.2
67.1
62.6
87.8
82.6
78.0
73.9
70.2
48.4
45.6
43.0
40.8
38.7
72.8
68.5
64.7
61.3
58.2
45.7
43.0
40.6
38.4
36.5
68.6
64.6
61.0
57.8
54.9
39.0
36.8
34.7
32.9
31.2
58.7
55.2
52.2
49.4
47.0
66.9
63.8
61.0
58.5
36.9
35.2
33.7
32.3
55.4
52.9
50.6
48.5
34.8
33.2
31.8
30.4
29.2
52.3
49.9
47.7
45.8
43.9
29.8
28.4
27.2
26.0
25.0
44.7
42.7
40.8
39.1
37.6
28.1
42.2
26
Beam Properties
Wc /Ωb φbWc , kip-ft 1210 1810 1100 1650
934
1400
774
1160
731
1100
625
939
Mp /Ωb φb Mp , kip-ft 151
227
137
206
117
176
96.8 146
91.3 137
78.1 117
Mr /Ωb φb Mr , kip-ft 95.4 143
85.8 129
73.5 111
61.1
91.9
56.6
85.1 48.7
73.2
BF /Ωb φb BF, kips
2.46
3.71
2.59
3.89 2.53
3.78 2.39
3.62
3.08
4.61 2.91
4.34
Vn /Ωv φvVn , kips
68.0 102
70.7 106
62.5
93.7 56.4
84.7
63.0
94.5 53.6
80.3
Zx , in.3
Lp , ft
Lr , ft
ASD
60.4
8.97
31.6
LRFD
54.9
7.10
26.9
46.8
6.99
24.2
38.8
6.85
21.8
f Shape does not meet compact limit for flexure with F = 50 ksi.
y
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
36.6
4.84
16.1
31.3
4.80
14.9
AISC_Part 3B:14th Ed.
2/24/11
8:51 AM
Page 77
MAXIMUM TOTAL UNIFORM LOAD TABLES
3–77
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
Fy = 50 ksi
W-Shapes
W10×
Shape
W8×
102 153
86.2 130
17
ASD LRFD
97.0 145
93.3 140
74.7 112
15
ASD LRFD
91.9 138
79.8 120
63.9 96.0
12f
ASD LRFD
75.0 113
62.4 93.8
49.9 75.0
130
111
97.5
86.7
78.0
71.9 108
61.6 92.6
53.9 81.0
47.9 72.0
43.1 64.8
62.2
53.3
46.7
41.5
37.3
93.5
80.1
70.1
62.3
56.1
53.2
45.6
39.9
35.5
31.9
80.0
68.6
60.0
53.3
48.0
41.6
35.7
31.2
27.7
25.0
62.5
53.6
46.9
41.7
37.5
47.2
43.2
39.9
37.1
34.6
70.9
65.0
60.0
55.7
52.0
39.2
35.9
33.2
30.8
28.7
58.9
54.0
49.8
46.3
43.2
33.9
31.1
28.7
26.7
24.9
51.0
46.8
43.2
40.1
37.4
29.0
26.6
24.6
22.8
21.3
43.6
40.0
36.9
34.3
32.0
22.7
20.8
19.2
17.8
16.6
34.1 127
31.3 117
28.9 108
26.8 99.9
25.0 93.3
191
175
162
150
140
16
17
18
19
20
32.4
30.5
28.8
27.3
25.9
48.8
45.9
43.3
41.1
39.0
26.9
25.4
24.0
22.7
21.6
40.5
38.1
36.0
34.1
32.4
23.3
22.0
20.7
19.6
18.7
35.1
33.0
31.2
29.5
28.1
20.0
18.8
17.7
16.8
16.0
30.0
28.2
26.7
25.3
24.0
15.6
14.7
13.9
13.1
12.5
23.5
22.1
20.8
19.7
18.8
87.5
82.3
77.7
73.6
70.0
131
124
117
111
105
21
22
23
24
25
24.7
23.6
22.6
21.6
20.8
37.1
35.5
33.9
32.5
31.2
20.5
19.6
18.7
18.0
17.2
30.9
29.5
28.2
27.0
25.9
17.8
17.0
16.2
15.6
14.9
26.7
25.5
24.4
23.4
22.4
15.2
14.5
13.9
13.3
22.9
21.8
20.9
20.0
11.9
11.3
10.9
10.4
17.9
17.1
16.3
15.6
66.6 100
63.6 95.6
22
ASD LRFD
19
ASD LRFD
3
4
5
97.9
147
6
7
8
9
10
86.5
74.1
64.9
57.7
51.9
11
12
13
14
15
Design
Span, ft
W10-W8
ASD
67
LRFD
205
200
175
155
140
308
300
263
234
210
Beam Properties
Wc /Ωb φbWc , kip-ft 519
780
431
648
373
561
319
480
250
375
1400 2100
Mp /Ωb φb Mp , kip-ft 64.9
97.5
53.9
81.0
46.7
70.1
39.9
60.0
31.2
46.9 175
263
Mr /Ωb φb Mr , kip-ft 40.5
60.9
32.8
49.4
28.3
42.5
24.1
36.2
19.0
28.6 105
159
BF /Ωb φb BF, kips
2.68
4.02
3.18
4.76
2.98
4.47
2.75
4.14
2.36
3.53
1.75
2.59
Vn /Ωv φvVn , kips
49.0
73.4
51.0
76.5
48.5
72.7
46.0
68.9
37.5
56.3 103
154
Zx , in.3
Lp , ft
Lr , ft
ASD
26.0
4.70
13.8
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
21.6
3.09
9.73
18.7
2.98
9.16
16.0
2.86
8.61
12.6
2.87
8.05
Note: For beams laterally unsupported, see Table 3-10.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
70.1
7.49
47.6
AISC_Part 3B:14th Ed.
2/24/11
8:51 AM
Page 78
3–78
DESIGN OF FLEXURAL MEMBERS
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
Fy = 50 ksi
W-Shapes
W8
W8×
Shape
58
ASD LRFD
48
ASD LRFD
40
ASD LRFD
35
ASD LRFD
31f
ASD LRFD
28
ASD LRFD
91.9 138
6
7
8
9
10
179
171
149
133
119
268
256
224
199
179
136
122
109
97.8
204
184
163
147
119
113
99.3
88.3
79.4
101
98.9
86.6
77.0
69.3
151.0
149
130
116
104
91.2
86.6
75.8
67.4
60.6
137
130
114
101
91.1
90.5 136
77.6 117
67.9 102
60.3 90.7
54.3 81.6
11
12
13
14
15
109
99.5
91.8
85.3
79.6
163
150
138
128
120
88.9
81.5
75.2
69.9
65.2
134
123
113
105
98.0
72.2 109
66.2 99.5
61.1 91.8
56.7 85.3
53.0 79.6
63.0
57.7
53.3
49.5
46.2
94.6
86.8
80.1
74.4
69.4
55.1
50.5
46.6
43.3
40.4
82.8
75.9
70.1
65.1
60.7
49.4
45.2
41.8
38.8
36.2
74.2
68.0
62.8
58.3
54.4
16
17
18
19
20
74.6 112
70.2 106
66.3 99.7
62.8 94.4
59.7 89.7
61.1
57.5
54.3
51.5
48.9
91.9
86.5
81.7
77.4
73.5
49.7
46.7
44.1
41.8
39.7
43.3
40.7
38.5
36.5
34.6
65.1
61.2
57.8
54.8
52.1
37.9
35.7
33.7
31.9
30.3
56.9
53.6
50.6
48.0
45.6
33.9
31.9
30.2
28.6
27.1
51.0
48.0
45.3
42.9
40.8
21
56.8
46.6
70.0
Design
Span, ft
5
85.4
178
171
149
133
119
74.6
70.2
66.3
62.8
59.7
Beam Properties
Wc /Ωb φbWc , kip-ft 1190 1790
978
1470
794
1190
693
1040
606
911
543
816
Mp /Ωb φb Mp , kip-ft 149
224
122
184
99.3 149
86.6 130
75.8 114
67.9 102
Mr /Ωb φb Mr , kip-ft 90.8 137
75.4 113
62.0
93.2 54.5
81.9 48.0
72.2
42.4
63.8
BF /Ωb φb BF, kips
1.70
2.55 1.67
2.55 1.64
2.46 1.62
2.43 1.58
2.37
1.67
2.50
Vn /Ωv φvVn , kips
89.3 134
68.0 102
59.4
89.1 50.3
75.5 45.6
68.4
45.9
68.9
Zx , in.3
Lp , ft
Lr , ft
ASD
59.8
7.42
41.6
LRFD
49.0
7.35
35.2
39.8
7.21
29.9
34.7
7.17
27.0
f Shape does not meet compact limit for flexure with F = 50 ksi.
y
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
30.4
7.18
24.8
27.2
5.72
21.0
AISC_Part 3B:14th Ed.
2/24/11
8:51 AM
Page 79
MAXIMUM TOTAL UNIFORM LOAD TABLES
3–79
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
Fy = 50 ksi
W-Shapes
Shape
Span, ft
124
122
W8×
18
15
ASD LRFD ASD LRFD
79.5 119
74.9 112
67.9 102
67.9 102
54.3 81.6
13
ASD LRFD
73.5 110
56.9 85.5
45.5 68.4
10f
ASD LRFD
53.7 80.5
43.7 65.7
35.0 52.6
67.9
58.2
50.9
45.2
40.7
102
87.4
76.5
68.0
61.2
56.6
48.5
42.4
37.7
33.9
85.0
72.9
63.8
56.7
51.0
45.2
38.8
33.9
30.2
27.1
68.0
58.3
51.0
45.3
40.8
37.9
32.5
28.4
25.3
22.8
57.0
48.9
42.8
38.0
34.2
29.2
25.0
21.9
19.4
17.5
43.8
37.6
32.9
29.2
26.3
63.0
57.8
53.3
49.5
46.2
37.0
33.9
31.3
29.1
27.1
55.6
51.0
47.1
43.7
40.8
30.8
28.3
26.1
24.2
22.6
46.4
42.5
39.2
36.4
34.0
24.7
22.6
20.9
19.4
18.1
37.1
34.0
31.4
29.1
27.2
20.7
19.0
17.5
16.3
15.2
31.1
28.5
26.3
24.4
22.8
15.9
14.6
13.5
12.5
11.7
23.9
21.9
20.2
18.8
17.5
43.3
40.8
38.5
36.5
25.4
24.0
22.6
21.4
20.4
38.3
36.0
34.0
32.2
30.6
21.2
20.0
18.9
17.9
17.0
31.9
30.0
28.3
26.8
25.5
17.0
16.0
15.1
14.3
13.6
25.5
24.0
22.7
21.5
20.4
14.2
13.4
12.6
12.0
21.4
20.1
19.0
18.0
10.9
10.3
9.72
9.21
16.4
15.5
14.6
13.8
24
ASD LRFD
21
ASD LRFD
3
4
5
77.7
117
82.8
81.4
6
7
8
9
10
76.8
65.9
57.6
51.2
46.1
115
99.0
86.6
77.0
69.3
11
12
13
14
15
41.9
38.4
35.5
32.9
30.7
16
17
18
19
20
28.8
27.1
25.6
24.3
Design
W8
Beam Properties
Wc /Ωb φbWc , kip-ft 461
693
407
612
339
510
271
408
228
342
175
263
Mp /Ωb φb Mp , kip-ft 57.6
86.6
50.9
76.5
42.4
63.8
33.9
51.0
28.4
42.8
21.9
32.9
Mr /Ωb φb Mr , kip-ft 36.5
54.9
31.8
47.8
26.5
39.9
20.6
31.0
17.3
26.0
13.6
20.5
BF /Ωb φb BF, kips
1.60
2.40
1.85
2.77
1.74
2.61
1.90
2.85
1.76
2.67
1.54
2.30
Vn /Ωv φvVn , kips
38.9
58.3
41.4
62.1
37.4
56.2
39.7
59.6
36.8
55.1
26.8
40.2
Zx , in.3
Lp , ft
Lr , ft
ASD
23.1
5.69
18.9
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
20.4
4.45
14.8
17.0
4.34
13.5
13.6
3.09
10.1
11.4
2.98
9.27
Note: For beams laterally unsupported, see Table 3-10.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
8.87
3.14
8.52
AISC_Part 3B:14th Ed.
2/24/11
8:52 AM
Page 80
3–80
DESIGN OF FLEXURAL MEMBERS
Table 3-7
Maximum Total
Uniform Load, kips
S-Shapes
S24-S20
Shape
Design
Span, ft
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
Fy = 36 ksi
121
ASD LRFD
564
550
489
440
400
366
338
314
293
275
259
244
231
220
209
200
191
183
176
169
163
157
152
147
137
129
122
116
110
105
99.9
95.6
91.6
88.0
84.6
81.4
78.5
75.8
73.3
847
826
734
661
601
551
508
472
441
413
389
367
348
330
315
300
287
275
264
254
245
236
228
220
207
194
184
174
165
157
150
144
138
132
127
122
118
114
110
106
ASD LRFD
S24×
100
ASD LRFD
90
ASD LRFD
437
401
365
334
308
286
267
251
236
223
211
200
191
182
174
167
160
154
149
143
138
134
125
118
111
106
100
95.5
91.1
87.2
83.5
80.2
77.1
74.3
71.6
69.1
66.8
515
491
429
382
343
312
286
264
245
229
215
202
191
181
172
164
156
149
143
137
132
127
123
118
114
107
101
95.4
90.4
85.9
81.8
78.1
74.7
71.6
68.7
66.1
63.6
61.3
59.2
57.2
432
399
354
319
290
266
245
228
213
199
188
177
168
160
152
145
139
133
128
123
118
114
110
106
99.7
93.8
88.6
84.0
79.8
76.0
72.5
69.4
66.5
63.8
61.4
59.1
57.0
55.0
53.2
656
603
548
502
464
430
402
377
354
335
317
301
287
274
262
251
241
232
223
215
208
201
188
177
167
159
151
143
137
131
126
121
116
112
108
104
100
772
737
645
574
516
469
430
397
369
344
323
304
287
272
258
246
235
224
215
206
199
191
184
178
172
161
152
143
136
129
123
117
112
108
103
99.3
95.6
92.2
89.0
86.0
S20×
648
599
533
480
436
400
369
343
320
300
282
266
252
240
228
218
208
200
192
184
178
171
165
160
150
141
133
126
120
114
109
104
99.9
95.9
92.2
88.8
85.6
82.7
79.9
80
ASD LRFD
346
326
293
267
244
226
209
195
183
172
163
154
147
140
133
127
122
117
113
109
105
101
97.7
91.6
86.2
81.4
77.2
73.3
69.8
66.6
63.7
61.1
58.6
56.4
54.3
52.4
50.5
48.9
518
490
441
401
367
339
315
294
275
259
245
232
220
210
200
192
184
176
169
163
157
152
147
138
130
122
116
110
105
100
95.8
91.8
88.1
84.7
81.6
78.7
76.0
73.4
ASD
96
LRFD
468
407
356
316
285
259
237
219
203
190
178
167
158
150
142
136
129
124
119
114
109
105
102
98.1
94.9
88.9
83.7
79.0
74.9
71.1
67.8
64.7
61.9
59.3
56.9
702
611
535
475
428
389
356
329
305
285
267
252
238
225
214
204
194
186
178
171
164
158
153
147
143
134
126
119
113
107
102
97.2
93.0
89.1
85.5
Beam Properties
Wc /Ωb φbWc , kip-ft 4400 6610 4010 6030 3430 5160 3190 4800 2930 4410 2850
4280
Mp /Ωb φb Mp , kip-ft 550
826
501
753
429
645
399
599
366
551
356
535
Mr /Ωb φb Mr , kip-ft 324
488
302
454
250
376
235
353
220
331
207
312
BF /Ωb φb BF, kips
11.4
17.1
11.0
16.5
11.6
17.5
11.4
17.1
10.8
16.2
7.63 11.5
Vn /Ωv φvVn , kips
282
423
219
328
257
386
216
324
173
259
234
351
Zx , in.3
Lp , ft
Lr , ft
ASD
306
6.37
26.2
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
279
6.54
24.7
239
5.29
20.7
222
5.41
19.8
204
5.58
19.2
Note: Beams must be laterally supported if Table 3-7 is used.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
198
5.54
24.9
AISC_Part 3B:14th Ed.
2/24/11
8:52 AM
Page 81
MAXIMUM TOTAL UNIFORM LOAD TABLES
3–81
Table 3-7 (continued)
Maximum Total
Uniform Load, kips
Fy = 36 ksi
S-Shapes
Shape
Design
Span, ft
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
32
34
36
38
40
42
44
46
48
50
86
ASD LRFD
S20×
75
ASD LRFD
66
ASD LRFD
386
376
329
292
263
239
219
202
188
175
164
155
146
138
131
125
120
114
110
105
101
97.4
93.9
90.7
87.7
82.2
77.4
73.1
69.2
65.7
62.6
59.8
57.2
54.8
52.6
366
364
312
273
243
218
199
182
168
156
146
137
128
121
115
109
104
99.3
95.0
91.0
87.4
84.0
80.9
78.0
75.3
72.8
68.3
64.2
60.7
57.5
54.6
52.0
49.6
47.5
45.5
43.7
291
285
250
222
200
182
166
154
143
133
125
118
111
105
99.9
95.1
90.8
86.9
83.2
79.9
76.8
74.0
71.3
68.9
66.6
62.4
58.8
55.5
52.6
49.9
47.6
45.4
43.4
41.6
40.0
579
565
494
439
395
359
329
304
282
264
247
233
220
208
198
188
180
172
165
158
152
146
141
136
132
124
116
110
104
98.8
94.1
89.8
85.9
82.4
79.1
549
547
469
410
365
328
298
274
253
235
219
205
193
182
173
164
156
149
143
137
131
126
122
117
113
109
103
96.6
91.2
86.4
82.1
78.2
74.6
71.4
68.4
65.7
S20-S15
S18×
436
429
375
334
300
273
250
231
214
200
188
177
167
158
150
143
136
131
125
120
115
111
107
104
100
93.8
88.3
83.4
79.0
75.1
71.5
68.2
65.3
62.6
60.0
70
ASD LRFD
369
553
356
536
297
446
255
383
223
335
198
298
178
268
162
243
149
223
137
206
127
191
119
179
111
167
105
158
99.0 149
93.8 141
89.1 134
84.9 128
81.0 122
77.5 116
74.3 112
71.3 107
68.5 103
66.0 99.2
63.6 95.7
61.4 92.4
59.4 89.3
55.7 83.7
52.4 78.8
49.5 74.4
46.9 70.5
44.6 67.0
42.4 63.8
40.5 60.9
S15×
54.7
ASD LRFD
239
214
187
166
149
136
125
115
107
99.6
93.4
87.9
83.0
78.7
74.7
71.2
67.9
65.0
62.3
59.8
57.5
55.4
53.4
51.5
49.8
46.7
44.0
41.5
39.3
37.4
35.6
34.0
358
321
281
250
225
204
187
173
160
150
140
132
125
118
112
107
102
97.7
93.6
89.9
86.4
83.2
80.2
77.5
74.9
70.2
66.1
62.4
59.1
56.2
53.5
51.1
50
ASD LRFD
238
356
221
333
184
277
158
238
138
208
123
185
111
166
101
151
92.2 139
85.1 128
79.0 119
73.8 111
69.2 104
65.1 97.8
61.5 92.4
58.2 87.5
55.3 83.2
52.7 79.2
50.3 75.6
48.1 72.3
46.1 69.3
44.3 66.5
42.6 64.0
41.0 61.6
39.5 59.4
38.2 57.4
36.9
34.6 52.0
32.5 48.9
30.7 46.2
Beam Properties
Wc /Ωb φbWc , kip-ft 2630
3950 2180
3280 2000
3000 1780 2680 1490 2250 1110 1660
Mp /Ωb φb Mp , kip-ft 329
494
273
410
250
375
223
335
187
281
138
208
Mr /Ωb φb Mr , kip-ft 195
293
161
242
150
225
130
195
112
168
81.4 122
BF /Ωb φb BF, kips
7.53 11.3
7.74 11.6
7.49 11.3
6.12
9.19
5.98
8.99
4.07
6.12
Vn /Ωv φvVn , kips 193
289
183
274
145
218
184
276
119
179
119
178
Zx , in.3
Lp , ft
Lr , ft
ASD
183
5.66
23.4
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
152
4.83
19.3
139
4.95
18.3
124
4.50
19.7
104
4.75
17.3
Note: Beams must be laterally supported if Table 3-7 is used.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
77.0
4.29
18.3
AISC_Part 3B:14th Ed.
2/24/11
8:52 AM
Page 82
3–82
DESIGN OF FLEXURAL MEMBERS
Table 3-7 (continued)
Maximum Total
Uniform Load, kips
S-Shapes
S15-S10
Shape
Design
Span, ft
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
32
34
36
Fy = 36 ksi
S15×
42.9
ASD LRFD
178
166
142
124
110
99.4
90.4
82.9
76.5
71.0
66.3
62.2
58.5
55.2
52.3
49.7
47.4
45.2
43.2
41.4
39.8
38.2
36.8
35.5
34.3
33.1
31.1
29.2
27.6
266
249
214
187
166
149
136
125
115
107
99.6
93.4
87.9
83.0
78.7
74.7
71.2
67.9
65.0
62.3
59.8
57.5
55.4
53.4
51.5
49.8
46.7
44.0
41.5
50
ASD LRFD
S12×
40.8
35
ASD LRFD ASD LRFD
237
219
175
146
125
109
97.2
87.5
79.6
72.9
67.3
62.5
58.3
54.7
51.5
48.6
46.1
43.8
41.7
39.8
38.1
36.5
35.0
33.7
32.4
31.3
30.2
29.2
160
151
126
108
94.7
84.2
75.7
68.9
63.1
58.3
54.1
50.5
47.3
44.6
42.1
39.9
37.9
36.1
34.4
32.9
31.6
30.3
29.1
28.1
27.0
26.1
25.2
356
329
263
219
188
164
146
132
120
110
101
94.0
87.7
82.2
77.4
73.1
69.2
65.8
62.6
59.8
57.2
54.8
52.6
50.6
48.7
47.0
45.4
43.8
240 148
228 128
190 107
163
91.6
142
80.1
126
71.2
114
64.1
103
58.3
94.9 53.4
87.6 49.3
81.3 45.8
75.9 42.7
71.1 40.1
67.0 37.7
63.2 35.6
59.9 33.7
56.9 32.0
54.2 30.5
51.7 29.1
49.5 27.9
47.4 26.7
45.5 25.6
43.8 24.7
42.2 23.7
40.7 22.9
39.3 22.1
37.9 21.4
S10×
31.8
ASD LRFD
222 121
193 120
161 100
138
85.8
120
75.1
107
66.7
96.3 60.1
87.6 54.6
80.3 50.1
74.1 46.2
68.8 42.9
64.2 40.0
60.2 37.5
56.7 35.3
53.5 33.4
50.7 31.6
48.2 30.0
45.9 28.6
43.8 27.3
41.9 26.1
40.1 25.0
38.5 24.0
37.1 23.1
35.7 22.2
34.4 21.5
33.2 20.7
32.1 20.0
181
150
129
113
100
90.3
82.1
75.2
69.5
64.5
60.2
56.4
53.1
50.2
47.5
45.1
43.0
41.0
39.3
37.6
36.1
34.7
33.4
32.2
31.1
30.1
35
ASD LRFD
171 257
170 255
127 191
102 153
84.8 127
72.7 109
63.6 95.6
56.5 85.0
50.9 76.5
46.2 69.5
42.4 63.7
39.1 58.8
36.3 54.6
33.9 51.0
31.8 47.8
29.9 45.0
28.3 42.5
26.8 40.2
25.4 38.2
24.2 36.4
23.1 34.8
22.1 33.2
21.2 31.9
20.3 30.6
Beam Properties
Wc /Ωb φbWc , kip-ft 994
1490
875
1320
757
1140
641
963
601
903
509
765
Mp /Ωb φb Mp , kip-ft 124
187
109
164
94.7 142
80.1 120
75.1 113
63.6
95.6
Mr /Ωb φb Mr , kip-ft 74.7 112
63.6
95.6
56.7
85.2 47.9
72.0
45.5
68.4
37.0
55.6
BF /Ωb φb BF, kips
4.01
6.03 2.22
3.33
2.31
3.48 2.45
3.69
2.43
3.66
1.51
2.26
Vn /Ωv φvVn , kips
88.8 133
119
178
79.8 120
74.0 111
60.5
90.7
85.5 128
Zx , in.3
Lp , ft
Lr , ft
ASD
69.2
4.41
16.8
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
60.9
4.29
24.9
52.7
4.41
20.8
44.6
4.08
17.2
41.8
4.16
16.3
Note: Beams must be laterally supported if Table 3-7 is used.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
35.4
3.74
21.4
AISC_Part 3B:14th Ed.
2/24/11
8:52 AM
Page 83
MAXIMUM TOTAL UNIFORM LOAD TABLES
3–83
Table 3-7 (continued)
Maximum Total
Uniform Load, kips
Fy = 36 ksi
S-Shapes
S10×
2
3
4
5
89.6
81.3
134
122
S8×
23
18.4
ASD LRFD ASD LRFD
102 152
92.0 138
62.4 93.7
69.0 104
59.3 89.1
55.2 82.9 47.4 71.3
6
7
8
9
10
67.8
58.1
50.8
45.2
40.7
102
87.3
76.4
67.9
61.1
46.0
39.4
34.5
30.7
27.6
69.1
59.2
51.8
46.1
41.5
39.5
33.9
29.6
26.3
23.7
59.4
50.9
44.6
39.6
35.6
25.1
21.6
18.9
16.8
15.1
37.8
32.4
28.4
25.2
22.7
20.2
17.3
15.2
13.5
12.1
30.4
26.1
22.8
20.3
18.3
13.6
11.6
10.2
9.04
8.13
20.4
17.5
15.3
13.6
12.2
11
12
13
14
15
37.0
33.9
31.3
29.1
27.1
55.6
50.9
47.0
43.7
40.8
25.1
23.0
21.2
19.7
18.4
37.7
34.6
31.9
29.6
27.6
21.6
19.8
18.2
16.9
15.8
32.4
29.7
27.4
25.5
23.8
13.7
12.6
11.6
10.8
10.1
20.6
18.9
17.4
16.2
15.1
11.0
10.1
9.34
8.67
8.10
16.6
15.2
14.0
13.0
12.2
7.39
6.78
11.1
10.2
16
17
18
19
20
25.4
23.9
22.6
21.4
20.3
38.2
36.0
34.0
32.2
30.6
17.2
16.2
15.3
14.5
13.8
25.9
24.4
23.0
21.8
20.7
14.8
13.9
13.2
12.5
11.9
22.3
21.0
19.8
18.8
17.8
21
22
23
24
25
19.4
18.5
17.7
16.9
16.3
29.1
27.8
26.6
25.5
24.5
Shape
25.4
ASD LRFD
Design
Span, ft
S10-S5
S6×
S5×
17.25
ASD LRFD
75.4 113
50.3
75.6
37.7
56.7
30.2
45.4
12.5
ASD LRFD
40.1
30.4
24.3
60.1
45.6
36.5
ASD
30.8
27.1
20.3
16.3
10
LRFD
46.2
40.8
30.6
24.5
Beam Properties
Wc /Ωb φbWc , kip-ft 407
611
276
415
237
356
151
227
121
183
81.3 122
Mp /Ωb φb Mp , kip-ft 50.8
76.4 34.5
51.8 29.6
44.6 18.9
28.4
15.2
22.8
10.2
15.3
Mr /Ωb φb Mr , kip-ft 30.9
46.5 20.4
30.6 18.1
27.2 11.0
16.5
9.23 13.9
6.16
9.26
BF /Ωb φb BF, kips
1.58
2.38 0.948 1.42 0.974 1.46 0.460 0.691 0.516 0.775 0.341 0.512
Vn /Ωv φvVn , kips
44.8
67.2 50.8
76.2 31.2
46.8 40.2
60.3
20.0
30.1
15.4
23.1
Zx , in.3
Lp , ft
Lr , ft
ASD
28.3
3.95
16.5
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.50 φ v = 1.00
19.2
3.31
18.2
16.5
3.44
15.3
10.5
2.80
19.9
8.45
2.92
14.5
Note: Beams must be laterally supported if Table 3-7 is used.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
5.66
2.66
14.4
AISC_Part 3B:14th Ed.
2/24/11
8:52 AM
Page 84
3–84
DESIGN OF FLEXURAL MEMBERS
Table 3-7 (continued)
Maximum Total
Uniform Load, kips
Fy = 36 ksi
S-Shapes
S4-S3
S4×
Shape
S3×
7.7
9.5
Design
7.5
5.7
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
2
3
4
5
29.0
19.4
14.5
11.6
43.6
29.1
21.8
17.5
22.2
16.8
12.6
10.1
33.4
25.2
18.9
15.1
16.9
11.3
8.44
6.75
25.4
16.9
12.7
10.2
13.9
9.29
6.97
5.58
21.0
14.0
10.5
8.38
6
7
8
9
10
9.68
8.29
7.26
6.45
5.81
14.5
12.5
10.9
9.70
8.73
8.38
7.19
6.29
5.59
5.03
12.6
10.8
9.45
8.40
7.56
5.63
4.82
8.46
7.25
4.65
3.98
6.98
5.99
φbWc , kip-ft
φb Mp , kip-ft
φb Mr , kip-ft
φb BF, kips
φvVn , kips
58.1
7.26
4.25
0.190
18.8
87.3
10.9
6.39
0.285
28.2
33.8
4.22
2.44
0.0899
15.1
50.8
6.35
3.67
0.135
22.6
27.9
3.49
2.10
0.102
7.34
41.9
5.24
3.16
0.154
11.0
Span, ft
ASD
Beam Properties
Wc /Ωb
Mp /Ωb
Mr /Ωb
BF /Ωb
Vn /Ωv
Zx , in.3
Lp , ft
Lr , ft
4.04
2.35
18.2
ASD
LRFD
Ωb = 1.67
Ωv = 1.50
φ b = 0.90
φ v = 1.00
50.3
6.29
3.81
0.202
11.1
75.6
9.45
5.73
0.304
16.7
3.50
2.40
14.6
2.35
2.14
22.0
Note: Beams must be laterally supported if Table 3-7 is used.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
1.94
2.16
15.7
AISC_Part 3B:14th Ed.
2/24/11
8:52 AM
Page 85
MAXIMUM TOTAL UNIFORM LOAD TABLES
3–85
Table 3-8
Maximum Total
Uniform Load, kips
Fy = 36 ksi
C-Shapes
Shape
Design
Span, ft
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
50
ASD LRFD
278 418
246 370
197 296
164 247
141 211
123 185
109 164
98.4 148
89.5 135
82.0 123
75.7 114
70.3 106
65.6 98.6
61.5 92.5
57.9 87.0
54.7 82.2
51.8 77.9
49.2 74.0
46.9 70.5
44.7 67.3
42.8 64.3
41.0 61.7
39.4 59.2
37.9 56.9
36.5 54.8
35.2 52.8
33.9 51.0
32.8 49.3
31.8 47.7
30.8 46.2
29.8 44.8
29.0 43.5
28.1 42.3
27.3 41.1
26.6 40.0
C15×
40
ASD LRFD
33.9
ASD LRFD
202
165
138
118
103
91.8
82.6
75.1
68.9
63.6
59.0
55.1
51.6
48.6
45.9
43.5
41.3
39.3
37.6
35.9
34.4
33.1
31.8
30.6
29.5
28.5
27.5
26.7
25.8
25.0
24.3
23.6
23.0
22.3
155
146
122
104
91.3
81.1
73.0
66.4
60.8
56.2
52.1
48.7
45.6
42.9
40.6
38.4
36.5
34.8
33.2
31.7
30.4
29.2
28.1
27.0
26.1
25.2
24.3
23.6
22.8
22.1
21.5
20.9
20.3
19.7
303
248
207
177
155
138
124
113
104
95.5
88.7
82.8
77.6
73.1
69.0
65.4
62.1
59.1
56.5
54.0
51.8
49.7
47.8
46.0
44.4
42.8
41.4
40.1
38.8
37.6
36.5
35.5
34.5
33.6
C15-C12
C12×
233
219
183
157
137
122
110
99.8
91.4
84.4
78.4
73.2
68.6
64.5
61.0
57.8
54.9
52.3
49.9
47.7
45.7
43.9
42.2
40.6
39.2
37.8
36.6
35.4
34.3
33.3
32.3
31.4
30.5
29.7
30
25
ASD LRFD ASD LRFD
158 238 120 181
121 183 106 159
97.1 146
84.5 127
81.0 122
70.4 106
69.4 104
60.4 90.7
60.7 91.3 52.8 79.4
54.0 81.1 46.9 70.6
48.6 73.0 42.3 63.5
44.2 66.4 38.4 57.7
40.5 60.8 35.2 52.9
37.4 56.2 32.5 48.8
34.7 52.1 30.2 45.4
32.4 48.7 28.2 42.3
30.4 45.6 26.4 39.7
28.6 42.9 24.9 37.4
27.0 40.6 23.5 35.3
25.6 38.4 22.2 33.4
24.3 36.5 21.1 31.8
23.1 34.8 20.1 30.2
22.1 33.2 19.2 28.9
21.1 31.7 18.4 27.6
20.2 30.4 17.6 26.5
19.4 29.2 16.9 25.4
18.7 28.1 16.3 24.4
18.0 27.0 15.6 23.5
17.3 26.1 15.1 22.7
16.7 25.2 14.6 21.9
16.2 24.3 14.1 21.2
20.7
ASD LRFD
87.5 132
73.6 111
61.3 92.2
52.6 79.0
46.0 69.1
40.9 61.4
36.8 55.3
33.4 50.3
30.7 46.1
28.3 42.5
26.3 39.5
24.5 36.9
23.0 34.6
21.6 32.5
20.4 30.7
19.4 29.1
18.4 27.6
17.5 26.3
16.7 25.1
16.0 24.0
15.3 23.0
14.7 22.1
14.2 21.3
13.6 20.5
13.1 19.7
12.7 19.1
12.3 18.4
Beam Properties
Wc /Ωb φbWc , kip-ft 984
1480
826
1240
730
1100
486
730
423
635
368
553
Mp /Ωb φb Mp , kip-ft 123
185
103
155
91.3 137
60.7
91.3
52.8
79.4
46.0
69.1
Mr /Ωb φb Mr , kip-ft 67.7 102
58.5
87.9 52.8
79.4 34.0
51.0
30.2
45.4
27.0
40.6
BF /Ωb φb BF, kips
3.46
5.19 3.58
5.40 3.58
5.36 2.18
3.30
2.22
3.35
2.16
3.25
Vn /Ωv φvVn , kips 139
209
101
152
77.6 117
79.2 119
60.1
90.3
43.8
65.8
Zx , in.3
Lp , ft
Lr , ft
ASD
68.5
3.60
19.6
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.67 φ v = 0.90
57.5
3.68
16.1
50.8
3.75
14.5
33.8
3.17
15.4
29.4
3.24
13.4
Note: For beams laterally unsupported, see Table 3-11.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
25.6
3.32
12.1
AISC_Part 3B:14th Ed.
2/24/11
8:52 AM
Page 86
3–86
DESIGN OF FLEXURAL MEMBERS
Table 3-8 (continued)
Maximum Total
Uniform Load, kips
C-Shapes
C10-C9
C10×
Shape
30
Design
C9×
20
25
15.3
ASD
LRFD
20
93.3
85.9
68.7
ASD
104
81.0
60.7
48.6
LRFD
157
122
91.3
73.0
38.1
32.6
28.6
25.4
22.9
57.2
49.1
42.9
38.2
34.3
40.5
34.7
30.4
27.0
24.3
60.8
52.1
45.6
40.6
36.5
38.1
34.9
32.2
29.9
27.9
20.8
19.0
17.6
16.3
15.2
31.2
28.6
26.4
24.5
22.9
22.1
20.2
18.7
17.3
16.2
33.2
30.4
28.1
26.1
24.3
17.4
16.4
15.5
14.7
13.9
26.2
24.6
23.3
22.1
21.0
14.3
13.4
12.7
12.0
11.4
21.5
20.2
19.1
18.1
17.2
15.2
14.3
13.5
12.8
12.1
22.8
21.5
20.3
19.2
18.3
13.3
12.7
12.1
11.6
11.2
20.0
19.0
18.2
17.5
16.8
10.9
10.4
9.93
9.52
9.14
16.4
15.6
14.9
14.3
13.7
11.6
11.0
17.4
16.6
419
52.4
29.9
2.22
73.7
229
28.6
17.0
1.44
31.0
343
42.9
25.5
2.16
46.7
243
30.4
17.0
1.12
52.2
365
45.6
25.5
1.68
78.4
2
3
4
5
ASD
174
128
95.9
76.7
LRFD
262
192
144
115
ASD
136
111
83.0
66.4
LRFD
205
166
125
99.8
ASD
98.0
92.9
69.7
55.8
LRFD
147
140
105
83.8
62.1
57.1
45.7
6
7
8
9
10
64.0
54.8
48.0
42.6
38.4
96.1
82.4
72.1
64.1
57.7
55.3
47.4
41.5
36.9
33.2
83.2
71.3
62.4
55.4
49.9
46.5
39.8
34.9
31.0
27.9
69.8
59.9
52.4
46.6
41.9
11
12
13
14
15
34.9
32.0
29.5
27.4
25.6
52.4
48.1
44.4
41.2
38.4
30.2
27.7
25.5
23.7
22.1
45.4
41.6
38.4
35.6
33.3
25.3
23.2
21.4
19.9
18.6
16
17
18
19
20
24.0
22.6
21.3
20.2
19.2
36.0
33.9
32.0
30.4
28.8
20.7
19.5
18.4
17.5
16.6
31.2
29.4
27.7
26.3
24.9
21
22
23
24
25
18.3
17.4
16.7
16.0
15.3
27.5
26.2
25.1
24.0
23.1
15.8
15.1
14.4
13.8
13.3
23.8
22.7
21.7
20.8
20.0
Wc /Ωb φbWc , kip-ft 384
Mp /Ωb φb Mp , kip-ft 48.0
Mr /Ωb φb Mr , kip-ft 26.0
BF /Ωb φb BF, kips
1.27
Vn /Ωv φvVn , kips
87.0
577
72.1
39.1
1.91
131
332
41.5
22.9
1.40
68.0
Span, ft
Fy = 36 ksi
Beam Properties
Zx , in.3
Lp , ft
Lr , ft
ASD
26.7
2.78
20.1
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.67 φ v = 0.90
499
62.4
34.4
2.11
102
23.1
2.81
16.1
279
34.9
19.9
1.48
49.0
19.4
2.87
13.0
15.9
2.96
11.0
Note: For beams laterally unsupported, see Table 3-11.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
16.9
2.66
14.6
AISC_Part 3B:14th Ed.
2/24/11
8:52 AM
Page 87
MAXIMUM TOTAL UNIFORM LOAD TABLES
3–87
Table 3-8 (continued)
Maximum Total
Uniform Load, kips
Fy = 36 ksi
C-Shapes
C9-C8
C9×
Shape
C8×
13.7
ASD
LRFD
62.7
94.2
52.7
79.2
39.5
59.4
31.6
47.5
ASD
11.5
LRFD
45.5
34.6
27.7
68.4
52.0
41.6
2
3
4
5
ASD
66.4
65.1
48.9
39.1
LRFD
99.7
97.9
73.4
58.8
54.2
45.3
36.2
81.5
68.0
54.4
18.75
ASD
LRFD
99.9
150
66.6
100
49.9
75.1
40.0
60.0
6
7
8
9
10
32.6
27.9
24.4
21.7
19.5
49.0
42.0
36.7
32.6
29.4
30.2
25.9
22.6
20.1
18.1
45.4
38.9
34.0
30.2
27.2
33.3
28.5
25.0
22.2
20.0
50.0
42.9
37.5
33.4
30.0
26.3
22.6
19.8
17.6
15.8
39.6
33.9
29.7
26.4
23.8
23.1
19.8
17.3
15.4
13.8
34.7
29.7
26.0
23.1
20.8
11
12
13
14
15
17.8
16.3
15.0
14.0
13.0
26.7
24.5
22.6
21.0
19.6
16.5
15.1
13.9
12.9
12.1
24.7
22.7
20.9
19.4
18.1
18.2
16.6
15.4
14.3
13.3
27.3
25.0
23.1
21.4
20.0
14.4
13.2
12.2
11.3
10.5
21.6
19.8
18.3
17.0
15.8
12.6
11.5
10.6
9.89
9.23
18.9
17.3
16.0
14.9
13.9
16
17
18
19
20
12.2
11.5
10.9
10.3
9.77
18.4
17.3
16.3
15.5
14.7
11.3
10.7
10.1
9.53
9.05
17.0
16.0
15.1
14.3
13.6
12.5
11.8
11.1
10.5
9.99
18.8
17.7
16.7
15.8
15.0
9.88
9.30
8.78
8.32
7.90
14.9
14.0
13.2
12.5
11.9
8.65
8.14
7.69
7.28
6.92
13.0
12.2
11.6
10.9
10.4
21
22
9.31
8.88
14.0
13.4
8.62
8.23
13.0
12.4
Wc /Ωb φbWc , kip-ft 195
Mp /Ωb φb Mp , kip-ft 24.4
Mr /Ωb φb Mr , kip-ft 14.2
BF /Ωb φb BF, kips
1.18
Vn /Ωv φvVn , kips
33.2
294
36.7
21.4
1.77
49.9
181
22.6
13.3
1.17
27.1
300
37.5
20.8
1.24
75.7
158
19.8
11.3
0.929
31.4
238
29.7
17.0
1.39
47.1
138
17.3
10.2
0.909
22.8
208
26.0
15.4
1.36
34.2
15
Span, ft
Design
13.4
ASD
LRFD
Beam Properties
Zx , in.3
Lp , ft
Lr , ft
ASD
13.6
2.74
11.4
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.67 φ v = 0.90
272
34.0
20.0
1.77
40.8
12.6
2.77
10.7
200
25.0
13.8
0.829
50.4
13.9
2.49
16.0
11.0
2.55
11.7
Note: For beams laterally unsupported, see Table 3-11.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
9.63
2.59
10.4
AISC_Part 3B:14th Ed.
2/24/11
8:53 AM
Page 88
3–88
DESIGN OF FLEXURAL MEMBERS
Table 3-8 (continued)
Maximum Total
Uniform Load, kips
C-Shapes
C7-C6
C7×
Shape
C6×
9.8
13
10.5
LRFD
66.7
44.5
33.4
26.7
2
3
4
5
14.75
ASD
LRFD
70.1
105
46.7
70.2
35.0
52.7
28.0
42.1
12.25
ASD
LRFD
56.9
85.5
40.5
60.9
30.4
45.7
24.3
36.5
ASD
38.0
34.4
25.8
20.7
LRFD
57.2
51.8
38.8
31.1
ASD
52.4
34.9
26.2
21.0
LRFD
78.7
52.5
39.4
31.5
ASD
44.4
29.6
22.2
17.8
6
7
8
9
10
23.4
20.0
17.5
15.6
14.0
35.1
30.1
26.3
23.4
21.1
20.3
17.4
15.2
13.5
12.2
30.5
26.1
22.8
20.3
18.3
17.2
14.8
12.9
11.5
10.3
25.9
22.2
19.4
17.3
15.5
17.5
15.0
13.1
11.6
10.5
26.2
22.5
19.7
17.5
15.7
14.8
12.7
11.1
9.87
8.88
22.2
19.1
16.7
14.8
13.3
11
12
13
14
15
12.7
11.7
10.8
10.0
9.34
19.1
17.6
16.2
15.0
14.0
11.1
10.1
9.35
8.68
8.11
16.6
15.2
14.1
13.1
12.2
9.39
8.61
7.95
7.38
6.89
14.1
12.9
11.9
11.1
10.4
9.52
8.73
8.06
7.48
6.98
14.3
13.1
12.1
11.2
10.5
8.07
7.40
6.83
6.34
5.92
12.1
11.1
10.3
9.53
8.90
16
17
8.76
8.24
13.2
12.4
7.60
7.15
11.4
10.7
6.46
6.08
9.72
9.14
105
157
13.1
19.7
7.27
10.9
0.413
0.623
33.9
51.0
88.8
11.1
6.34
0.458
24.4
133
16.7
9.53
0.689
36.6
Design
Span, ft
Fy = 36 ksi
Beam Properties
Wc /Ωb φbWc , kip-ft 140
211
122
183
103
Mp /Ωb φb Mp , kip-ft 17.5
26.3
15.2
22.8
12.9
Mr /Ωb φb Mr , kip-ft
9.78
14.7
8.70
13.1
7.63
BF /Ωb φb BF, kips
0.620
0.931
0.661
0.986
0.677
Vn /Ωv φvVn , kips
37.9
57.0
28.4
42.7
19.0
Zx , in.3
Lp , ft
Lr , ft
ASD
9.75
2.34
14.8
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.67 φ v = 0.90
8.46
2.36
12.2
155
19.4
11.5
1.01
28.6
7.19
2.41
10.2
7.29
2.18
16.3
Note: For beams laterally unsupported, see Table 3-11.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
6.18
2.20
12.6
AISC_Part 3B:14th Ed.
2/24/11
8:53 AM
Page 89
MAXIMUM TOTAL UNIFORM LOAD TABLES
3–89
Table 3-8 (continued)
Maximum Total
Uniform Load, kips
Fy = 36 ksi
C-Shapes
C6×
2
3
4
5
8.2
ASD LRFD
31.0 46.7
24.7 37.2
18.5 27.9
14.8 22.3
ASD
31.5
21.0
15.8
12.6
C4×
5.4
6.7
7.25
6.25
LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD
47.4 24.6 36.9 20.4 30.7 17.5 26.2 16.5 24.7
31.6 17.0 25.6 13.6 20.4 11.6 17.5 11.0 16.5
23.7 12.8 19.2 10.2 15.3
8.73 13.1
8.23 12.4
19.0 10.2 15.3
8.16 12.3
6.98 10.5
6.58 9.89
6
7
8
9
10
12.4
10.6
9.27
8.24
7.42
18.6
15.9
13.9
12.4
11.1
10.5
9.01
7.89
7.01
6.31
15.8
13.5
11.9
10.5
9.48
8.50 12.8
7.29 11.0
6.38 9.59
5.67 8.52
5.10 7.67
11
12
13
14
15
6.74 10.1
6.18 9.29
5.70 8.57
5.30 7.96
4.94 7.43
5.74
5.26
8.62
7.90
4.64
4.25
Shape
Design
Span, ft
C6-C4
C5×
9
6.80 10.2
5.83 8.76
5.10 7.67
4.53 6.82
4.08 6.13
5.82
4.99
4.37
3.88
3.49
8.75
7.50
6.56
5.83
5.25
5.49
4.70
4.11
3.66
3.29
8.24
7.07
6.18
5.50
4.95
6.97
6.39
Beam Properties
Wc /Ωb φbWc , kip-ft 74.2 111
63.1
94.8
51.0
76.7
40.8
61.3
34.9
52.5
32.9
49.5
Mp /Ωb φb Mp , kip-ft 9.27 13.9
7.89 11.9
6.38
9.59
5.10
7.67
4.37
6.56
4.11
6.18
Mr /Ωb φb Mr , kip-ft 5.47
8.22 4.48
6.73
3.76
5.65
2.88
4.33
2.51
3.78
2.41
3.63
BF /Ωb φb BF, kips
0.477 0.713 0.287 0.435 0.313 0.471 0.165 0.249 0.178 0.266 0.186 0.279
Vn /Ωv φvVn , kips 15.5
23.3 21.0
31.6
12.3
18.5
16.6
25.0
12.8
19.2
9.52 14.3
Zx , in.3
Lp , ft
Lr , ft
ASD
5.16
2.23
10.2
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.67 φ v = 0.90
4.39
2.02
13.9
3.55
2.04
10.4
2.84
1.86
15.3
2.43
1.84
12.3
Note: For beams laterally unsupported, see Table 3-11.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
2.29
1.85
11.0
AISC_Part 3B:14th Ed.
2/24/11
8:53 AM
Page 90
3–90
DESIGN OF FLEXURAL MEMBERS
Table 3-8 (continued)
Maximum Total
Uniform Load, kips
C-Shapes
C4-C3
C4×
Shape
C3×
4.5
Design
Fy = 36 ksi
5
6
4.1
3.5
LRFD
19.4
15.3
11.4
9.16
ASD
12.5
8.34
6.25
5.00
LRFD
18.8
12.5
9.40
7.52
ASD
10.9
7.28
5.46
4.37
LRFD
16.4
10.9
8.21
6.57
ASD
9.49
6.32
4.74
3.79
LRFD
14.3
9.50
7.13
5.70
ASD
8.91
5.94
4.46
3.56
LRFD
13.4
8.93
6.70
5.36
6
7
8
9
10
5.08
4.35
3.81
3.39
3.05
7.63
6.54
5.72
5.09
4.58
4.17
3.57
6.26
5.37
3.64
3.12
5.47
4.69
3.16
2.71
4.75
4.07
2.97
2.55
4.46
3.83
Wc /Ωb φbWc , kip-ft 30.5
Mp /Ωb φb Mp , kip-ft 3.81
Mr /Ωb φb Mr , kip-ft 2.30
BF /Ωb φb BF, kips
0.184
Vn /Ωv φvVn , kips
6.47
45.8
5.72
3.46
0.276
9.72
25.0
3.13
1.74
0.0760
13.8
32.8
4.10
2.32
0.130
15.0
19.0
2.37
1.38
0.0930
6.60
28.5
3.56
2.08
0.139
9.91
17.8
2.23
1.31
0.0962
5.12
26.8
3.35
1.97
0.144
7.70
Span, ft
2
3
4
5
ASD
12.9
10.2
7.62
6.09
Beam Properties
Zx , in.3
Lp , ft
Lr , ft
ASD
2.12
1.90
10.1
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.67 φ v = 0.90
37.6
4.70
2.61
0.114
20.8
1.74
1.72
20.0
21.8
2.73
1.55
0.0861
10.0
1.52
1.69
15.4
1.32
1.66
12.3
Note: For beams laterally unsupported, see Table 3-11.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
1.24
1.64
11.2
AISC_Part 3B:14th Ed.
2/24/11
8:53 AM
Page 91
MAXIMUM TOTAL UNIFORM LOAD TABLES
3–91
Table 3-9
Maximum Total
Uniform Load, kips
Fy = 36 ksi
MC-Shapes
Shape
Design
Span, ft
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
32
34
36
38
40
42
44
MC18-MC13
58
ASD LRFD
MC18×
51.9
45.8
ASD LRFD ASD LRFD
42.7
ASD LRFD
326
274
229
196
171
152
137
125
114
105
97.9
91.4
85.7
80.6
76.2
72.2
68.6
65.3
62.3
59.6
57.1
54.8
52.7
50.8
49.0
47.3
45.7
42.8
40.3
38.1
36.1
34.3
32.6
31.2
279
251
209
179
157
139
125
114
105
96.5
89.6
83.6
78.4
73.8
69.7
66.0
62.7
59.7
57.0
54.5
52.3
50.2
48.3
46.5
44.8
43.3
41.8
39.2
36.9
34.9
33.0
31.4
29.9
28.5
210
180
154
135
120
108
98.1
89.9
83.0
77.1
72.0
67.5
63.5
60.0
56.8
54.0
51.4
49.1
46.9
45.0
43.2
41.5
40.0
38.5
37.2
36.0
33.7
31.7
30.0
28.4
27.0
25.7
24.5
490
412
343
294
258
229
206
187
172
159
147
137
129
121
114
108
103
98.1
93.7
89.6
85.9
82.4
79.3
76.3
73.6
71.1
68.7
64.4
60.6
57.2
54.2
51.5
49.1
46.8
420
377
314
269
236
210
189
171
157
145
135
126
118
111
105
99.2
94.3
89.8
85.7
82.0
78.6
75.4
72.5
69.8
67.3
65.0
62.9
58.9
55.5
52.4
49.6
47.1
44.9
42.9
233
228
190
163
142
126
114
103
94.9
87.6
81.3
75.9
71.1
67.0
63.2
59.9
56.9
54.2
51.7
49.5
47.4
45.5
43.8
42.2
40.7
39.2
37.9
35.6
33.5
31.6
30.0
28.5
27.1
25.9
350
342
285
244
214
190
171
156
143
132
122
114
107
101
95.0
90.0
85.5
81.5
77.8
74.4
71.3
68.4
65.8
63.4
61.1
59.0
57.0
53.5
50.3
47.5
45.0
42.8
40.7
38.9
MC13×
315
270
232
203
180
162
147
135
125
116
108
101
95.4
90.1
85.4
81.1
77.2
73.7
70.5
67.6
64.9
62.4
60.1
57.9
55.9
54.1
50.7
47.7
45.1
42.7
40.6
38.6
36.9
50
ASD LRFD
265 398
218 328
175 263
146 219
125 188
109 164
97.1 146
87.4 131
79.4 119
72.8 109
67.2 101
62.4 93.8
58.3 87.6
54.6 82.1
51.4 77.3
48.5 73.0
46.0 69.1
43.7 65.7
41.6 62.5
39.7 59.7
38.0 57.1
36.4 54.7
35.0 52.5
33.6 50.5
32.4 48.6
31.2 46.9
30.1 45.3
29.1 43.8
27.3 41.0
40
ASD LRFD
188
283
184
276
147
221
123
184
105
158
92.0 138
81.8 123
73.6 111
66.9 101
61.3 92.2
56.6 85.1
52.6 79.0
49.1 73.7
46.0 69.1
43.3 65.1
40.9 61.4
38.7 58.2
36.8 55.3
35.0 52.7
33.4 50.3
32.0 48.1
30.7 46.1
29.4 44.2
28.3 42.5
27.3 41.0
26.3 39.5
25.4 38.1
24.5 36.9
23.0 34.6
Beam Properties
Wc /Ωb φbWc , kip-ft 1370 2060 1250 1890 1140 1710 1080 1620
874
1310
736
1110
Mp /Ωb φb Mp , kip-ft 171
258
157
236
142
214
135
203
109
164
92.0 138
Mr /Ωb φb Mr , kip-ft 94.3 142
87.5 132
80.7 121
77.3 116
60.7
91.3 52.7
79.2
BF /Ωb φb BF, kips
5.16
7.81
5.26
7.87
5.23
7.93
5.17
7.80
2.08
3.13 2.28
3.42
Vn /Ωv φvVn , kips 163
245
140
210
116
175
105
157
132
199
94.2 142
Zx , in.3
Lp , ft
Lr , ft
ASD
95.4
4.25
19.1
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.67 φ v = 0.90
87.3
4.29
17.5
79.2
4.37
16.1
75.1
4.45
15.6
60.8
4.41
27.6
Note: For beams laterally unsupported, see Table 3-11.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
51.2
4.50
21.7
AISC_Part 3B:14th Ed.
2/24/11
8:53 AM
Page 92
3–92
DESIGN OF FLEXURAL MEMBERS
Table 3-9 (continued)
Maximum Total
Uniform Load, kips
MC-Shapes
MC13-MC12
MC13×
Shape
Span, ft
MC12×
50
45
40
35
ASD LRFD ASD LRFD ASD LRFD ASD LRFD
259 390 220
331 183 275
203 305 187
281 171 258 144
217
162 244 149
225 137 206 124
187
35
ASD LRFD
31.8
ASD LRFD
3
4
5
150
134
226
201
126
125
190
187
6
7
8
9
10
111
95.5
83.5
74.3
66.8
167
143
126
112
100
104
89.1
78.0
69.3
62.4
156
135
134
116
117
101
104
90.2
93.7 81.2
11
12
13
14
15
60.8
55.7
51.4
47.7
44.6
91.3
83.7
77.3
71.7
67.0
56.7
52.0
48.0
44.6
41.6
85.2
78.1
72.1
67.0
62.5
73.8 111
67.7 102
62.5 93.9
58.0 87.2
54.1 81.4
16
17
18
19
20
41.8
39.3
37.1
35.2
33.4
62.8
59.1
55.8
52.9
50.2
39.0
36.7
34.7
32.8
31.2
58.6
55.1
52.1
49.3
46.9
50.7
47.8
45.1
42.7
40.6
21
22
23
24
25
31.8
30.4
29.1
27.8
26.7
47.8
45.7
43.7
41.9
40.2
29.7
28.4
27.1
26.0
24.9
44.6
42.6
40.8
39.1
37.5
26
27
28
29
30
25.7
24.8
23.9
23.0
22.3
38.6
37.2
35.9
34.6
33.5
24.0
23.1
22.3
21.5
20.8
36.1
34.7
33.5
32.3
31.2
32
20.9
31.4
19.5
29.3
Design
Fy = 36 ksi
203
174
153
136
122
125
107
93.4
83.0
74.7
187
160
140
125
112
114
97.9
85.7
76.2
68.6
172
147
129
114
103
103
88.7
77.6
69.0
62.1
156
133
117
104
93.3
67.9 102
62.3 93.6
57.5 86.4
53.4 80.2
49.8 74.9
62.3
57.1
52.7
49.0
45.7
93.7
85.9
79.3
73.6
68.7
56.4
51.7
47.8
44.3
41.4
84.8
77.8
71.8
66.7
62.2
76.3
71.8
67.8
64.2
61.0
46.7
44.0
41.5
39.3
37.4
70.2
66.1
62.4
59.1
56.2
42.8
40.3
38.1
36.1
34.3
64.4
60.6
57.2
54.2
51.5
38.8
36.5
34.5
32.7
31.0
58.3
54.9
51.8
49.1
46.7
38.7
36.9
35.3
33.8
32.5
58.1
55.5
53.1
50.9
48.8
35.6
34.0
32.5
31.1
29.9
53.5
51.1
48.8
46.8
44.9
32.6
31.2
29.8
28.6
27.4
49.1
46.8
44.8
42.9
41.2
29.6
28.2
27.0
25.9
24.8
44.4
42.4
40.6
38.9
37.3
31.2
30.1
29.0
28.0
27.1
46.9
45.2
43.6
42.1
40.7
28.7
27.7
26.7
25.8
24.9
43.2
41.6
40.1
38.7
37.4
26.4
25.4
24.5
23.6
22.9
39.6
38.2
36.8
35.5
34.3
23.9
23.0
22.2
21.4
20.7
35.9
34.6
33.3
32.2
31.1
Beam Properties
Wc /Ωb φbWc , kip-ft 668
1000
624
937
812
1220
747
1120
686
1030
621
933
Mp /Ωb φb Mp , kip-ft 83.5 126
78.0 117
101
153
93.4 140
85.7 129
77.6 117
Mr /Ωb φb Mr , kip-ft 48.8
73.3
46.1
69.4
56.5
84.9 52.7
79.2 49.0
73.7 45.3
68.0
BF /Ωb φb BF, kips
2.34
3.55
2.31
3.44
1.65
2.53 1.77
2.65 1.87
2.82 1.92
2.92
Vn /Ωv φvVn , kips
75.2 113
63.1
94.8 130
195
110
166
91.6 138
72.2 108
Zx , in.3
Lp , ft
Lr , ft
ASD
46.5
4.54
19.4
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.67 φ v = 0.90
43.4
4.58
18.4
56.5
4.54
31.5
52.0
4.54
27.5
47.7
4.58
24.2
Note: For beams laterally unsupported, see Table 3-11.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
43.2
4.62
21.4
AISC_Part 3B:14th Ed.
2/24/11
8:53 AM
Page 93
MAXIMUM TOTAL UNIFORM LOAD TABLES
3–93
Table 3-9 (continued)
Maximum Total
Uniform Load, kips
Fy = 36 ksi
MC-Shapes
Shape
31
ASD LRFD
Span, ft
Design
MC12-MC10
MC12×
14.3
ASD LRFD
77.6 117
76.2 114
57.1
85.9
45.7
68.7
10.6
ASD LRFD
59.0 88.6
55.6 83.5
41.7 62.6
33.3 50.1
41.1
33.6
28.5
ASD LRFD ASD LRFD ASD LRFD
206 309
188 283 149 224 110 165
141 212 121 182 108 162
113 170
96.9 146
86.2 130
MC10×
2
3
4
5
115
114
6
7
8
9
10
95.1 143
81.5 123
71.3 107
63.4 95.3
57.1 85.8
38.1
32.6
28.6
25.4
22.9
57.2
49.1
42.9
38.2
34.3
27.8
23.8
20.8
18.5
16.7
41.8
35.8
31.3
27.8
25.1
94.1 141
80.7 121
70.6 106
62.8 94.3
56.5 84.9
80.7 121
69.2 104
60.5 91.0
53.8 80.9
48.4 72.8
71.9 108
61.6 92.6
53.9 81.0
47.9 72.0
43.1 64.8
11
12
13
14
15
51.9
47.5
43.9
40.8
38.0
78.0
71.5
66.0
61.3
57.2
20.8
19.0
17.6
16.3
15.2
31.2
28.6
26.4
24.5
22.9
15.2
13.9
12.8
11.9
11.1
22.8
20.9
19.3
17.9
16.7
51.3
47.1
43.4
40.3
37.7
77.2
70.7
65.3
60.6
56.6
44.0
40.4
37.3
34.6
32.3
66.2
60.7
56.0
52.0
48.5
39.2
35.9
33.2
30.8
28.7
58.9
54.0
49.8
46.3
43.2
16
17
18
19
20
35.7
33.6
31.7
30.0
28.5
53.6
50.4
47.6
45.1
42.9
14.3
13.4
12.7
12.0
11.4
21.5 10.4
20.2 9.81
19.1 9.26
18.1 8.77
17.2 8.34
15.7
14.7
13.9
13.2
12.5
35.3
33.2
31.4
29.7
28.2
53.1
49.9
47.2
44.7
42.4
30.3
28.5
26.9
25.5
24.2
45.5
42.8
40.4
38.3
36.4
26.9
25.4
24.0
22.7
21.6
40.5
38.1
36.0
34.1
32.4
21
22
23
24
25
27.2
25.9
24.8
23.8
22.8
40.8 10.9
39.0 10.4
37.3 9.93
35.7 9.52
34.3 9.14
16.4
15.6
14.9
14.3
13.7
7.94
7.58
7.25
6.95
6.67
11.9
11.4
10.9
10.4
10.0
26.9
25.7
24.6
23.5
22.6
40.4
38.6
36.9
35.4
34.0
23.1
22.0
21.1
20.2
19.4
34.7
33.1
31.6
30.3
29.1
20.5
19.6
18.7
18.0
17.2
30.9
29.5
28.2
27.0
25.9
26
27
28
29
30
21.9
21.1
20.4
19.7
19.0
33.0
31.8
30.6
29.6
28.6
13.2
12.7
12.3
11.8
11.4
6.41
6.17
5.95
5.75
5.56
9.64
9.28
8.95
8.64
8.35
173
172
8.79
8.46
8.16
7.88
7.62
Beam Properties
Wc /Ωb φbWc , kip-ft 571
858
229
343
167
251
565
849
484
728
431
648
Mp /Ωb φb Mp , kip-ft 71.3 107
28.6
42.9
20.8
31.3
70.6 106
60.5
91.0
53.9
81.0
Mr /Ωb φb Mr , kip-ft 42.4
63.7
16.0
24.0
11.6
17.4
39.6
59.5
35.0
52.5
31.8
47.8
BF /Ωb φb BF, kips
1.90
2.85
2.49
3.73
2.72
4.11
1.00
1.50
1.13
1.71
1.22
1.83
Vn /Ωv φvVn , kips
57.4
86.3
38.8
58.3
29.5
44.3 103
155
74.4 112
55.0
82.6
Zx , in.3
Lp , ft
Lr , ft
ASD
39.7
4.62
19.8
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.67 φ v = 0.90
15.9
2.04
7.11
11.6
1.45
4.83
39.3
4.75
35.7
33.7
4.79
27.3
Note: For beams laterally unsupported, see Table 3-11.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
30.0
4.83
23.0
AISC_Part 3B:14th Ed.
2/24/11
8:53 AM
Page 94
3–94
DESIGN OF FLEXURAL MEMBERS
Table 3-9 (continued)
Maximum Total
Uniform Load, kips
MC-Shapes
MC10-MC9
2
3
4
5
98.3
94.1
75.3
148
141
113
MC10×
22
8.4
ASD LRFD ASD LRFD
44.0 66.1
37.9 57.0
75.0 113
28.5 42.8
68.7 103
22.8 34.2
6
7
8
9
10
62.8
53.8
47.1
41.8
37.7
94.3
80.8
70.7
62.9
56.6
57.2
49.1
42.9
38.2
34.3
86.0
73.7
64.5
57.4
51.6
19.0
16.3
14.2
12.6
11.4
28.5
24.4
21.4
19.0
17.1
14.1
12.1
10.6
9.42
8.48
21.2
18.2
15.9
14.2
12.7
56.3
48.2
42.2
37.5
33.8
84.6
72.5
63.5
56.4
50.8
53.9
46.2
40.4
35.9
32.3
81.0
69.4
60.8
54.0
48.6
11
12
13
14
15
34.2
31.4
29.0
26.9
25.1
51.4
47.2
43.5
40.4
37.7
31.2
28.6
26.4
24.5
22.9
46.9 10.3
43.0 9.49
39.7 8.76
36.9 8.13
34.4 7.59
15.6
14.3
13.2
12.2
11.4
7.71 11.6
7.07 10.6
6.52 9.80
6.06 9.10
5.65 8.50
30.7
28.1
26.0
24.1
22.5
46.1
42.3
39.0
36.3
33.8
29.4
26.9
24.9
23.1
21.6
44.2
40.5
37.4
34.7
32.4
16
17
18
19
20
23.5
22.1
20.9
19.8
18.8
35.4
33.3
31.4
29.8
28.3
21.5
20.2
19.1
18.1
17.2
32.3
30.4
28.7
27.2
25.8
7.11 10.7
6.70 10.1
6.32 9.50
5.99 9.00
5.69 8.55
5.30
4.99
4.71
4.46
4.24
7.97
7.50
7.08
6.71
6.37
21.1
19.9
18.8
17.8
16.9
31.7
29.9
28.2
26.7
25.4
20.2
19.0
18.0
17.0
16.2
30.4
28.6
27.0
25.6
24.3
21
22
23
24
25
17.9
17.1
16.4
15.7
15.1
26.9
25.7
24.6
23.6
22.6
16.4
15.6
14.9
14.3
13.7
24.6
23.5
22.4
21.5
20.6
5.42
5.17
4.95
4.74
4.55
4.04
3.85
3.69
3.53
3.39
6.07
5.79
5.54
5.31
5.10
16.1
15.4
24.2
23.1
15.4
14.7
23.1
22.1
Shape
25
ASD LRFD
Design
Span, ft
Fy = 36 ksi
8.15
7.78
7.44
7.13
6.84
MC9×
6.5
25.4
ASD LRFD ASD LRFD
39.3 59.1
28.3 42.5 105
157
21.2 31.9
84.4 127
17.0 25.5
67.5 102
23.9
ASD LRFD
93.1
80.8
64.7
140
121
97.2
Beam Properties
Wc /Ωb φbWc , kip-ft 377
566
344
516
114
171
84.8 127
338
508
323
486
Mp /Ωb φb Mp , kip-ft 47.1
70.7
42.9
64.5
14.2
21.4 10.6
15.9 42.2
63.5 40.4
60.8
Mr /Ωb φb Mr , kip-ft 27.7
41.6
25.8
38.7
8.04 12.1
5.77
8.68 24.5
36.9 23.8
35.7
BF /Ωb φb BF, kips
1.29
1.93
1.28
1.93
1.75
2.65 1.95
2.91 0.967 1.45 0.982 1.49
Vn /Ωv φvVn , kips
49.1
73.9
37.5
56.4
22.0
33.0 19.7
29.5 52.4
78.7 46.6
70.0
Zx , in.3
Lp , ft
Lr , ft
ASD
26.2
4.13
19.2
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.67 φ v = 0.90
23.9
4.15
17.5
7.92
1.52
5.03
5.90
1.09
3.57
23.5
4.20
22.5
Note: For beams laterally unsupported, see Table 3-11.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
22.5
4.20
21.1
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
Page 95
MAXIMUM TOTAL UNIFORM LOAD TABLES
3–95
Table 3-9 (continued)
Maximum Total
Uniform Load, kips
Fy = 36 ksi
MC-Shapes
22.8
ASD LRFD
21.4
ASD LRFD
2
3
4
5
88.4
68.6
54.9
133
103
82.5
77.6
65.4
52.3
117
98.3
78.6
MC8×
20
ASD LRFD
82.8 124
78.6 118
58.9 88.6
47.1 70.8
6
7
8
9
10
45.7
39.2
34.3
30.5
27.4
68.8
58.9
51.6
45.8
41.3
43.6
37.4
32.7
29.1
26.2
65.5
56.2
49.1
43.7
39.3
39.3
33.7
29.5
26.2
23.6
11
12
13
14
15
25.0
22.9
21.1
19.6
18.3
37.5
34.4
31.7
29.5
27.5
23.8
21.8
20.1
18.7
17.4
35.7
32.8
30.2
28.1
26.2
16
17
18
19
20
17.2
16.1
15.2
14.4
13.7
25.8
24.3
22.9
21.7
20.6
16.3
15.4
14.5
13.8
13.1
24.6
23.1
21.8
20.7
19.7
Shape
Span, ft
Design
MC8-MC7
MC7×
18.7
ASD LRFD
8.5
ASD LRFD
37.0 55.7
73.1 110
33.3 50.0
56.0 84.2 25.0 37.5
44.8 67.4 20.0 30.0
22.7
ASD LRFD
91.1 137
78.6 118
58.9 88.6
47.1 70.8
59.0
50.6
44.3
39.4
35.4
37.4
32.0
28.0
24.9
22.4
56.2
48.1
42.1
37.4
33.7
16.6
14.3
12.5
11.1
9.99
25.0
21.4
18.8
16.7
15.0
39.3
33.7
29.5
26.2
23.6
59.0
50.6
44.3
39.4
35.4
21.4
19.6
18.1
16.8
15.7
32.2
29.5
27.2
25.3
23.6
20.4
18.7
17.2
16.0
14.9
30.6
28.1
25.9
24.1
22.5
9.08
8.32
7.68
7.13
6.66
13.6
12.5
11.5
10.7
10.0
21.4
19.6
18.1
16.8
15.7
32.2
29.5
27.2
25.3
23.6
14.7
13.9
13.1
12.4
11.8
22.1
20.8
19.7
18.6
17.7
14.0
13.2
12.5
11.8
11.2
21.1
19.8
18.7
17.7
16.8
6.24
5.88
5.55
5.26
4.99
9.38
8.83
8.34
7.90
7.51
14.7
13.9
22.1
20.8
Beam Properties
Wc /Ωb φbWc , kip-ft 274
413
262
393
236
354
224
337
99.9
150
236
354
Mp /Ωb φb Mp , kip-ft 34.3
51.6 32.7
49.1 29.5
44.3 28.0
42.1 12.5
18.8 29.5
44.3
Mr /Ωb φb Mr , kip-ft 20.0
30.1 19.4
29.1 17.1
25.7 16.5
24.8
7.32
11.0 17.0
25.5
BF /Ωb φb BF, kips
0.724 1.09 0.733 1.10 0.775 1.16 0.778 1.17 0.970
1.46 0.493 0.741
Vn /Ωv φvVn , kips 44.2
66.4 38.8
58.3 41.4
62.2 36.5
54.9 18.5
27.8 45.5
68.4
Zx , in.3
Lp , ft
Lr , ft
ASD
19.1
4.25
24.0
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.67 φ v = 0.90
18.2
4.25
22.4
16.4
3.61
19.6
15.6
3.61
18.4
6.95
2.08
7.42
Note: For beams laterally unsupported, see Table 3-11.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
16.4
4.33
29.7
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
Page 96
3–96
DESIGN OF FLEXURAL MEMBERS
Table 3-9 (continued)
Maximum Total
Uniform Load, kips
MC-Shapes
MC7-MC6
MC7×
Shape
19.1
ASD
LRFD
Span, ft
Design
Fy = 36 ksi
LRFD
88.4
84.2
63.2
50.5
MC6×
15.3
16.3
ASD
ASD
LRFD
LRFD
52.8
79.3
58.2
87.5
47.5
71.4
49.8
74.9
35.6
53.5
37.4
56.2
28.5
42.8
29.9
44.9
18
ASD
49.0
47.1
35.3
28.3
15.1
LRFD
73.7
70.8
53.1
42.5
2
3
4
5
63.7
52.1
41.7
95.8
78.3
62.6
ASD
58.8
56.0
42.0
33.6
6
7
8
9
10
34.7
29.8
26.0
23.2
20.8
52.2
44.7
39.2
34.8
31.3
28.0
24.0
21.0
18.7
16.8
42.1
36.1
31.6
28.1
25.3
23.7
20.3
17.8
15.8
14.2
35.7
30.6
26.8
23.8
21.4
24.9
21.4
18.7
16.6
14.9
37.4
32.1
28.1
25.0
22.5
23.5
20.2
17.7
15.7
14.1
35.4
30.3
26.5
23.6
21.2
11
12
13
14
15
18.9
17.4
16.0
14.9
13.9
28.5
26.1
24.1
22.4
20.9
15.3
14.0
12.9
12.0
11.2
23.0
21.1
19.4
18.1
16.8
12.9
11.9
11.0
10.2
9.49
19.5
17.8
16.5
15.3
14.3
13.6
12.5
11.5
10.7
9.96
20.4
18.7
17.3
16.0
15.0
12.8
11.8
10.9
10.1
9.42
19.3
17.7
16.3
15.2
14.2
16
17
13.0
12.3
19.6
18.4
Beam Properties
Wc /Ωb φbWc , kip-ft 208
313
168
253
142
214
149
225
141
212
Mp /Ωb φb Mp , kip-ft 26.0
39.2
21.0
31.6
17.8
26.8
18.7
28.1
17.7
26.5
Mr /Ωb φb Mr , kip-ft 15.5
23.2
12.4
18.7
10.6
16.0
10.9
16.4
10.4
15.7
BF /Ωb φb BF, kips
0.523
0.797
0.356
0.535
0.372
0.559
0.373
0.560
0.384
0.568
Vn /Ωv φvVn , kips
31.9
47.9
29.4
44.2
26.4
39.7
29.1
43.7
24.5
36.9
Zx , in.3
Lp , ft
Lr , ft
ASD
14.5
4.33
24.4
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.67 φ v = 0.90
11.7
4.37
28.5
9.91
4.37
23.7
10.4
3.69
24.6
Note: For beams laterally unsupported, see Table 3-11.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
9.83
3.68
22.7
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2/24/11
8:54 AM
Page 97
MAXIMUM TOTAL UNIFORM LOAD TABLES
3–97
Table 3-9 (continued)
Maximum Total
Uniform Load, kips
Fy = 36 ksi
MC-Shapes
MC6-MC3
MC6×
2
3
4
5
ASD
48.1
35.8
26.8
21.5
LRFD
72.3
53.8
40.3
32.3
ASD
27.8
21.6
16.2
12.9
LRFD
41.8
32.4
24.3
19.4
ASD
24.1
20.5
15.4
12.3
LRFD
36.2
30.8
23.1
18.5
MC4×
13.8
ASD
LRFD
39.7
59.7
26.5
39.8
19.9
29.9
15.9
23.9
6
7
8
9
10
17.9
15.3
13.4
11.9
10.7
26.9
23.1
20.2
17.9
16.1
10.8
9.24
8.08
7.19
6.47
16.2
13.9
12.2
10.8
9.72
10.3
8.79
7.69
6.83
6.15
15.4
13.2
11.6
10.3
9.24
13.2
11.4
9.93
8.83
7.95
11
12
13
14
15
9.76
8.95
8.26
7.67
7.16
14.7
13.4
12.4
11.5
10.8
5.88
5.39
4.97
4.62
4.31
8.84
8.10
7.48
6.94
6.48
5.59
5.13
4.73
4.39
4.10
8.40
7.70
7.11
6.60
6.16
Wc /Ωb φbWc , kip-ft 107
161
Mp /Ωb φb Mp , kip-ft 13.4
20.2
Mr /Ωb φb Mr , kip-ft
7.85
11.8
BF /Ωb φb BF, kips
0.414
0.627
Vn /Ωv φvVn , kips
24.1
36.2
64.7
8.08
4.79
0.490
13.9
79.5
9.93
5.57
0.126
25.9
Shape
12
Span, ft
Design
6.5
7
MC3×
7.1
ASD
16.1
10.7
8.05
6.44
LRFD
24.2
16.1
12.1
9.68
19.9
17.1
14.9
13.3
11.9
5.37
4.60
8.06
6.91
119
14.9
8.37
0.189
38.9
32.2
4.02
2.28
0.0745
12.1
48.4
6.05
3.42
0.113
18.2
Beam Properties
Zx , in.3
Lp , ft
Lr , ft
ASD
7.47
3.01
16.4
LRFD
Ωb = 1.67 φ b = 0.90
Ωv = 1.67 φ v = 0.90
97.2
12.2
7.20
0.744
20.9
4.50
2.24
8.96
61.5
7.69
4.60
0.485
12.0
92.4
11.6
6.92
0.735
18.1
4.28
2.24
8.61
5.53
3.03
37.6
Note: For beams laterally unsupported, see Table 3-11.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
2.24
2.34
25.7
AISC_Part 3B:14th Ed.
3–98
2/24/11
8:54 AM
Page 98
DESIGN OF FLEXURAL MEMBERS
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
Page 99
PLOTS OF AVAILABLE FLEXURAL STRENGTH VS. UNBRACED LENGTH
12000
7700
11550
7400
11100
7100
10650
6800
10200
6500
9750
6200
9300
5900
8850
5600
8400
5300
7950
5000
7500
W-Shapes
Available Moment vs. Unbraced Length
52
6X6
W3
8000
Table 3-10
93
0x5
W4
503
29
6X5
0x
W4
W3
Available Moment, Mn /Ωb (60 kip-ft increments) and φb Mn (90 kip-ft increments)
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
3–99
52
6X6
W3
3
9
0x5
16
W4
87
6X4
W3
4
28
40
52
Unbraced Length (3-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
64
76
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
3–100
DESIGN OF FLEXURAL MEMBERS
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
Available Moment, Mn /Ωb (40 kip-ft increments) and φb Mn (60 kip-ft increments)
Page 100
5000
7500
4800
7200
4600
6900
4400
6600
4200
6300
4000
6000
3800
5700
3600
5400
3400
5100
3200
4800
3000
4500
Table 3-10 (continued)
W-Shapes
Available Moment vs. Unbraced Length
6
10
14
18
22
Unbraced Length (1-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
26
30
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
Page 101
PLOTS OF AVAILABLE FLEXURAL STRENGTH VS. UNBRACED LENGTH
Available Moment, Mn /Ωb (40 kip-ft increments) and φb Mn (60 kip-ft increments)
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
5000
7500
4800
7200
4600
6900
4400
6600
4200
6300
4000
6000
3800
5700
3600
5400
3400
5100
3200
4800
3000
4500
3–101
Table 3-10 (continued)
W-Shapes
Available Moment vs. Unbraced Length
30
34
38
42
46
Unbraced Length (1-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
50
54
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
3–102
DESIGN OF FLEXURAL MEMBERS
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
Available Moment, Mn /Ωb (20 kip-ft increments) and φb Mn (30 kip-ft increments)
Page 102
3000
4500
2900
4350
2800
4200
2700
4050
2600
3900
2500
3750
2400
3600
2300
3450
2200
3300
2100
3150
2000
3000
Table 3-10 (continued)
W-Shapes
Available Moment vs. Unbraced Length
6
10
14
18
22
Unbraced Length (1-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
26
30
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
Page 103
PLOTS OF AVAILABLE FLEXURAL STRENGTH VS. UNBRACED LENGTH
Available Moment, Mn /Ωb (20 kip-ft increments) and φb Mn (30 kip-ft increments)
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
3000
4500
2900
4350
2800
4200
2700
4050
2600
3900
2500
3750
2400
3600
2300
3450
2200
3300
2100
3150
2000
3000
3–103
Table 3-10 (continued)
W-Shapes
Available Moment vs. Unbraced Length
30
34
38
42
46
Unbraced Length (1-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
50
54
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
3–104
DESIGN OF FLEXURAL MEMBERS
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
Available Moment, Mn /Ωb (8 kip-ft increments) and φb Mn (12 kip-ft increments)
Page 104
2000
3000
1960
2940
1920
2880
1880
2820
1840
2760
1800
2700
1760
2640
1720
2580
1680
2520
1640
2460
1600
2400
Table 3-10 (continued)
W-Shapes
Available Moment vs. Unbraced Length
6
10
14
18
22
Unbraced Length (1-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
26
30
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
Page 105
PLOTS OF AVAILABLE FLEXURAL STRENGTH VS. UNBRACED LENGTH
Available Moment, Mn /Ωb (8 kip-ft increments) and φb Mn (12 kip-ft increments)
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
2000
3000
1960
2940
1920
2880
1880
2820
1840
2760
1800
2700
1760
2640
1720
2580
1680
2520
1640
2460
1600
2400
3–105
Table 3-10 (continued)
W-Shapes
Available Moment vs. Unbraced Length
30
34
38
42
46
Unbraced Length (1-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
50
54
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
3–106
DESIGN OF FLEXURAL MEMBERS
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
Available Moment, Mn /Ωb (8 kip-ft increments) and φb Mn (12 kip-ft increments)
Page 106
1600
2400
1560
2340
1520
2280
1480
2220
1440
2160
1400
2100
1360
2040
1320
1980
1280
1920
1240
1860
1200
1800
Table 3-10 (continued)
W-Shapes
Available Moment vs. Unbraced Length
6
10
14
18
22
Unbraced Length (1-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
26
30
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
Page 107
PLOTS OF AVAILABLE FLEXURAL STRENGTH VS. UNBRACED LENGTH
Available Moment, Mn /Ωb (8 kip-ft increments) and φb Mn (12 kip-ft increments)
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
1600
2400
1560
2340
1520
2280
1480
2220
1440
2160
1400
2100
1360
2040
1320
1980
1280
1920
1240
1860
1200
1800
3–107
Table 3-10 (continued)
W-Shapes
Available Moment vs. Unbraced Length
30
34
38
42
46
Unbraced Length (1-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
50
54
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
3–108
DESIGN OF FLEXURAL MEMBERS
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
Available Moment, Mn /Ωb (4 kip-ft increments) and φb Mn (6 kip-ft increments)
Page 108
1200
1800
1180
1770
1160
1740
1140
1710
1120
1680
1100
1650
1080
1620
1060
1590
1040
1560
1020
1530
1000
1500
Table 3-10 (continued)
W-Shapes
Available Moment vs. Unbraced Length
6
10
14
18
22
Unbraced Length (1-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
26
30
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
Page 109
PLOTS OF AVAILABLE FLEXURAL STRENGTH VS. UNBRACED LENGTH
Available Moment, Mn /Ωb (4 kip-ft increments) and φb Mn (6 kip-ft increments)
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
1200
1800
1180
1770
1160
1740
1140
1710
1120
1680
1100
1650
1080
1620
1060
1590
1040
1560
1020
1530
1000
1500
3–109
Table 3-10 (continued)
W-Shapes
Available Moment vs. Unbraced Length
30
34
38
42
46
Unbraced Length (1-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
50
54
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
3–110
DESIGN OF FLEXURAL MEMBERS
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
Available Moment, Mn /Ωb (2 kip-ft increments) and φb Mn (3 kip-ft increments)
Page 110
1000
1500
990
1485
980
1470
970
1455
960
1440
950
1425
940
1410
930
1395
920
1380
910
1365
900
1350
Table 3-10 (continued)
W-Shapes
Available Moment vs. Unbraced Length
6
10
14
18
22
Unbraced Length (1-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
26
30
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
Page 111
PLOTS OF AVAILABLE FLEXURAL STRENGTH VS. UNBRACED LENGTH
Available Moment, Mn /Ωb (2 kip-ft increments) and φb Mn (3 kip-ft increments)
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
1000
1500
990
1485
980
1470
970
1455
960
1440
950
1425
940
1410
930
1395
920
1380
910
1365
900
1350
3–111
Table 3-10 (continued)
W-Shapes
Available Moment vs. Unbraced Length
30
34
38
42
46
Unbraced Length (1-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
50
54
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
3–112
DESIGN OF FLEXURAL MEMBERS
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
Available Moment, Mn /Ωb (2 kip-ft increments) and φb Mn (3 kip-ft increments)
Page 112
900
1350
890
1335
880
1320
870
1305
860
1290
850
1275
840
1260
830
1245
820
1230
810
1215
800
1200
Table 3-10 (continued)
W-Shapes
Available Moment vs. Unbraced Length
6
10
14
18
22
Unbraced Length (1-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
26
30
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
Page 113
PLOTS OF AVAILABLE FLEXURAL STRENGTH VS. UNBRACED LENGTH
Available Moment, Mn /Ωb (2 kip-ft increments) and φb Mn (3 kip-ft increments)
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
900
1350
890
1335
880
1320
870
1305
860
1290
850
1275
840
1260
830
1245
820
1230
810
1215
800
1200
3–113
Table 3-10 (continued)
W-Shapes
Available Moment vs. Unbraced Length
30
34
38
42
46
Unbraced Length (1-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
50
54
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
Page 114
3–114
DESIGN OF FLEXURAL MEMBERS
Available Moment, Mn /Ωb (2 kip-ft increments) and φb Mn (3 kip-ft increments)
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
800
1200
790
1185
780
1170
770
1155
760
1140
750
1125
740
1110
730
1095
720
1080
710
1065
700
1050
Table 3-10 (continued)
W-Shapes
Available Moment vs. Unbraced Length
6
8
10
12
14
16
18
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
20
22
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
Page 115
PLOTS OF AVAILABLE FLEXURAL STRENGTH VS. UNBRACED LENGTH
Available Moment, Mn /Ωb (2 kip-ft increments) and φb Mn (3 kip-ft increments)
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
800
1200
790
1185
780
1170
770
1155
760
1140
750
1125
740
1110
730
1095
720
1080
710
1065
700
1050
3–115
Table 3-10 (continued)
W-Shapes
Available Moment vs. Unbraced Length
22
24
26
28
30
32
34
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
36
38
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
Page 116
3–116
DESIGN OF FLEXURAL MEMBERS
Available Moment, Mn /Ωb (2 kip-ft increments) and φb Mn (3 kip-ft increments)
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
700
1050
690
1035
680
1020
670
1005
660
990
650
975
640
960
630
945
620
930
610
915
600
900
Table 3-10 (continued)
W-Shapes
Available Moment vs. Unbraced Length
6
8
10
12
14
16
18
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
20
22
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
Page 117
PLOTS OF AVAILABLE FLEXURAL STRENGTH VS. UNBRACED LENGTH
Available Moment, Mn /Ωb (2 kip-ft increments) and φb Mn (3 kip-ft increments)
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
700
1050
690
1035
680
1020
670
1005
660
990
650
975
640
960
630
945
620
930
610
915
600
900
3–117
Table 3-10 (continued)
W-Shapes
Available Moment vs. Unbraced Length
22
24
26
28
30
32
34
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
36
38
AISC_Part 3B:14th Ed.
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8:54 AM
Page 118
3–118
DESIGN OF FLEXURAL MEMBERS
Available Moment, Mn /Ωb (2 kip-ft increments) and φb Mn (3 kip-ft increments)
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
600
900
590
885
580
870
570
855
560
840
550
825
540
810
530
795
520
780
510
765
500
750
Table 3-10 (continued)
W-Shapes
Available Moment vs. Unbraced Length
6
8
10
12
14
16
18
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
20
22
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
Page 119
PLOTS OF AVAILABLE FLEXURAL STRENGTH VS. UNBRACED LENGTH
Available Moment, Mn /Ωb (2 kip-ft increments) and φb Mn (3 kip-ft increments)
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
600
900
590
885
580
870
570
855
560
840
550
825
540
810
530
795
520
780
510
765
500
750
3–119
Table 3-10 (continued)
W-Shapes
Available Moment vs. Unbraced Length
22
24
26
28
30
32
34
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
36
38
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
Page 120
3–120
DESIGN OF FLEXURAL MEMBERS
Available Moment, Mn /Ωb (2 kip-ft increments) and φb Mn (3 kip-ft increments)
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
500
750
490
735
480
720
470
705
460
690
450
675
440
660
430
645
420
630
410
615
400
600
Table 3-10 (continued)
W-Shapes
Available Moment vs. Unbraced Length
6
8
10
12
14
16
18
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
20
22
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
Page 121
PLOTS OF AVAILABLE FLEXURAL STRENGTH VS. UNBRACED LENGTH
Available Moment, Mn /Ωb (2 kip-ft increments) and φb Mn (3 kip-ft increments)
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
500
750
490
735
480
720
470
705
460
690
450
675
440
660
430
645
420
630
410
615
400
600
3–121
Table 3-10 (continued)
W-Shapes
Available Moment vs. Unbraced Length
22
24
26
28
30
32
34
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
36
38
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
Page 122
3–122
DESIGN OF FLEXURAL MEMBERS
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
9
x9
14
W
93
W21x
6
8x8
W1
4
W27x8
x73
W21
06
9
x1
6x8
12 W1
W
76
W24x
585
83
W21x
390
Available Moment vs. Unbraced Length
6
8x7
W1
68
W24x
600
W-Shapes
x68
W21
400
Table 3-10 (continued)
W24x62 W14x90
570
W12x96
W10x112
0
x9
555
14
W
370
W18x71
9
6x8
W1
x68
W21
68
W24x
7
6x7
W1
W
10
x1
12
x73
W21
x62
W21
6
x9
12
W
495
82
4x
W1
330
x71
W18
510
62
W24x
340
W14x82
83
W21x
6
525
x9
350
W21x62
12
540
W
360
W12x87
83
W21x
W24x76
10
12
14
16
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
6
8x7
W1
7
x8
12
W
8
7
6x7
W1
6
x68
W21
4
x62
W21
450
4
x7
62
W24x
14
W
300
W18x60
x55
W21
465
x57
W21
310
x71
W18
W21x55
68
W24x
7
6x6
W1
480
x65
W18
320
W
10
x1
00
82
4x
W1
W16x67
W21x57
55
W24x
Available Moment, Mn /Ωb (2 kip-ft increments) and φb Mn (3 kip-ft increments)
W16x77
06
x86
x1 W18
12
93
W
W21x
84
W24x
380
18
20
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
Page 123
PLOTS OF AVAILABLE FLEXURAL STRENGTH VS. UNBRACED LENGTH
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
00
111
W21x
W30x99
02
W27x1
W24x94
93
W21x
03
W24x1
00
6x1
W1
6
x9
12
W
6
8x8
W1
9
6x8
W1
4
W24x9
W27x84
83
W21x
24
26
28
30
32
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
34
x101
W21
W
10
x1
12
3
W21x9
6
8x7
W1
22
104
W24x
0
x9
W24x84
14
W
W27x94
9
6x8
W1
06
x1
12
W
W30x90
W27x84
9
x9
14
W
6
8x8
W1
Available Moment, Mn /Ωb (2 kip-ft increments) and φb Mn (3 kip-ft increments)
W27x94
W30x90
0
x9
14
W
20
7
450
11
W24x
300
x106
W18
465
119
W18x
310
09
x1
14
W
480
111
W21x
320
x97
W18
495
106
W18x
330
04
W24x1
510
01
W21x1
340
6
x10
W18
525
20
x1
12
W
350
9
x9
14
W
540
4
W27x11
360
W30x108
555
6x1
370
W1
570
W27x102
380
7
8x9
W1
3
W24x10
585
Available Moment vs. Unbraced Length
W30x99
390
W-Shapes
W27x94
W30x90
600
Table 3-10 (continued)
84
W27x
400
3–123
36
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
Page 124
3–124
DESIGN OF FLEXURAL MEMBERS
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
2
x62
W21
68
W21x
5
x6
12
W
x65
W18
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
8
W24x6
x7
12
8
x6
10
12
14
16
Unbraced Length (0.5-ft increments)
3
W21x7
7
6x6
W1 1x68
W2
W
14
8
x60
W18
x55
W21 W24x62
6
1
x6
4
14
300
W
10
x7
7
W
200
5
8x5
W1
W16x45
8
x5
12
W 8x50
W1
53
x50
x
W21
14
W
0
6x5
W1
x44
W21
315
57
W21x
7
6x5
W1
x48
W21
W14x53
W12x58
W10x68
210
x71
W18
x65
W18
x6
14
5
8x5
W1
330
0
8x5
W1
x50
W21
220
W12x65
0
6x5
W1
345
W21x44
8
W
1
W
10
x7
7
W
55
W24x
62
W24x
W10x77
x8
x55
W21
375
x46
W18
Available Moment, Mn /Ωb (2 kip-ft increments) and φb Mn (3 kip-ft increments)
10
x48
7
W21
6x5
W1
W18x50
230
82
4x
W1
W14x61
W
x60
W18
57
W21x
390
360
7
6x7
W1
55
W24x
5
8x5
W1
W16x57
240
9
x7 x74
4
12
W W1
W12x72
405
W21x48
250
7
x8
12
W
x71
W18
W18x55
W21x50
260
68
W24x
x73
W21
W10x88
270
x68
W21
420
W14x68
W
10
x1
00
x62
W21
280
7
6x6
W1
435
W12x79
62
W24x
x65
W18
290
Available Moment vs. Unbraced Length
x55
W21
450
W-Shapes
57
W21x
300
Table 3-10 (continued)
18
20
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
Page 125
PLOTS OF AVAILABLE FLEXURAL STRENGTH VS. UNBRACED LENGTH
6
x9
W
0
0
x9
x10
14
W16
x97
W18
375
12
250
W
390
7
x8
12
W
260
6
8x7
W1
93
W21x
405
84
W24x
270
3
W21x8
W24x76
420
W
10
x1
00
4
W24x8
7
2
6x7 4x8
W1
W1
280
6
8x8
W1
9
6x8
W1
435
4
W24x9
290
Available Moment vs. Unbraced Length
W27x84
450
W-Shapes
3
W21x9
300
Table 3-10 (continued)
315
200
300
14
W
4
W
12
2
x7
22
x7
14
x73
W21
68
W24x
5
x6
12
W
20
W
7
6x6
W1
8
x6
68
W21x
71
W18x
W
10
x7
7
6
8x8
W1
210
9
x7
2
12
W
4x8
W1
330
9
6x8
W1
220
8
x76
W18
7
6x7
W1
345
x8
4
x7
14
W
x83
W21
230
76
W24x
360
2
x7
12
W
240
x86
W18
10
7
6x7
W1
9
x7
12
W
W
7
6x6
W1
Available Moment, Mn /Ωb (2 kip-ft increments) and φb Mn (3 kip-ft increments)
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
3–125
24
26
28
30
32
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
34
36
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
Page 126
3–126
DESIGN OF FLEXURAL MEMBERS
Available Moment, Mn /Ωb (1 kip-ft increments) and φb Mn (1.5 kip-ft increments)
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
200
300
196
294
192
288
188
282
184
276
180
270
176
264
172
258
168
252
164
246
160
240
Table 3-10 (continued)
W-Shapes
Available Moment vs. Unbraced Length
2
4
6
8
10
12
14
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
16
18
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
Page 127
PLOTS OF AVAILABLE FLEXURAL STRENGTH VS. UNBRACED LENGTH
Available Moment, Mn /Ωb (1 kip-ft increments) and φb Mn (1.5 kip-ft increments)
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
200
300
196
294
192
288
188
282
184
276
180
270
176
264
172
258
168
252
164
246
160
240
3–127
Table 3-10 (continued)
W-Shapes
Available Moment vs. Unbraced Length
18
20
22
24
26
28
30
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
32
34
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
Page 128
3–128
DESIGN OF FLEXURAL MEMBERS
Available Moment, Mn /Ωb (1 kip-ft increments) and φb Mn (1.5 kip-ft increments)
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
160
240
156
234
152
228
148
222
144
216
140
210
136
204
132
198
128
192
124
186
120
180
Table 3-10 (continued)
W-Shapes
Available Moment vs. Unbraced Length
2
4
6
8
10
12
14
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
16
18
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
Page 129
PLOTS OF AVAILABLE FLEXURAL STRENGTH VS. UNBRACED LENGTH
Available Moment, Mn /Ωb (1 kip-ft increments) and φb Mn (1.5 kip-ft increments)
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
160
240
156
234
152
228
148
222
144
216
140
210
136
204
132
198
128
192
124
186
120
180
3–129
Table 3-10 (continued)
W-Shapes
Available Moment vs. Unbraced Length
18
20
22
24
26
28
30
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
32
34
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
Page 130
3–130
DESIGN OF FLEXURAL MEMBERS
Available Moment, Mn /Ωb (1 kip-ft increments) and φb Mn (1.5 kip-ft increments)
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
120
180
116
174
112
168
108
162
104
156
100
150
96
144
92
138
88
132
84
126
80
120
Table 3-10 (continued)
W-Shapes
Available Moment vs. Unbraced Length
2
4
6
8
10
12
14
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
16
18
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
Page 131
PLOTS OF AVAILABLE FLEXURAL STRENGTH VS. UNBRACED LENGTH
Available Moment, Mn /Ωb (1 kip-ft increments) and φb Mn (1.5 kip-ft increments)
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
120
180
116
174
112
168
108
162
104
156
100
150
96
144
92
138
88
132
84
126
80
120
3–131
Table 3-10 (continued)
W-Shapes
Available Moment vs. Unbraced Length
18
20
22
24
26
28
30
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
32
34
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
Page 132
3–132
DESIGN OF FLEXURAL MEMBERS
Available Moment, Mn /Ωb (1 kip-ft increments) and φb Mn (1.5 kip-ft increments)
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
80
120
76
114
72
108
68
102
64
96
60
90
56
84
52
78
48
72
44
66
40
60
Table 3-10 (continued)
W-Shapes
Available Moment vs. Unbraced Length
2
4
6
8
10
12
14
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
16
18
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
Page 133
PLOTS OF AVAILABLE FLEXURAL STRENGTH VS. UNBRACED LENGTH
Available Moment, Mn /Ωb (1 kip-ft increments) and φb Mn (1.5 kip-ft increments)
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
80
120
76
114
72
108
68
102
64
96
60
90
56
84
52
78
48
72
44
66
40
60
3–133
Table 3-10 (continued)
W-Shapes
Available Moment vs. Unbraced Length
18
20
22
24
26
28
30
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
32
34
AISC_Part 3B:14th Ed.
2/24/11
8:54 AM
Page 134
3–134
DESIGN OF FLEXURAL MEMBERS
Available Moment, Mn /Ωb (1 kip-ft increments) and φb Mn (1.5 kip-ft increments)
Fy = 50 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
40
60
36
54
32
48
28
42
24
36
20
30
16
24
12
18
8
12
4
6
0
0
Table 3-10 (continued)
W-Shapes
Available Moment vs. Unbraced Length
2
4
6
8
10
12
14
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
16
18
AISC_Part 3C:14th Ed.
2/24/11
8:56 AM
Page 135
PLOTS OF AVAILABLE FLEXURAL STRENGTH VS. UNBRACED LENGTH
Available Moment, Mn /Ωb (2 kip-ft increments) and φb Mn (3 kip-ft increments)
Fy = 36 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
180
270
172
258
164
246
156
234
148
222
140
210
132
198
124
186
116
174
108
162
100
150
3–135
Table 3-11
Channels
Available Moment vs. Unbraced Length
0
2
4
6
8
10
12
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
14
16
AISC_Part 3C:14th Ed.
2/24/11
8:56 AM
Page 136
3–136
DESIGN OF FLEXURAL MEMBERS
Available Moment, Mn /Ωb (1 kip-ft increments) and φb Mn (1.5 kip-ft increments)
Fy = 36 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
100
150
96
144
92
138
88
132
84
126
80
120
76
114
72
108
68
102
64
96
60
90
Table 3-11 (continued)
Channels
Available Moment vs. Unbraced Length
0
2
4
6
8
10
12
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
14
16
AISC_Part 3C:14th Ed.
2/24/11
8:56 AM
Page 137
PLOTS OF AVAILABLE FLEXURAL STRENGTH VS. UNBRACED LENGTH
Available Moment, Mn /Ωb (1 kip-ft increments) and φb Mn (1.5 kip-ft increments)
Fy = 36 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
100
150
96
144
92
138
88
132
84
126
80
120
76
114
72
108
68
102
64
96
60
90
3–137
Table 3-11 (continued)
Channels
Available Moment vs. Unbraced Length
16
18
20
22
24
26
28
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
30
32
AISC_Part 3C:14th Ed.
2/24/11
8:56 AM
Page 138
3–138
DESIGN OF FLEXURAL MEMBERS
Available Moment, Mn /Ωb (0.5 kip-ft increments) and φb Mn (0.75 kip-ft increments)
Fy = 36 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
60
90
58
87
56
84
54
81
52
78
50
75
48
72
46
69
44
66
42
63
40
60
Table 3-11 (continued)
Channels
Available Moment vs. Unbraced Length
0
2
4
6
8
10
12
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
14
16
AISC_Part 3C:14th Ed.
2/24/11
8:56 AM
Page 139
PLOTS OF AVAILABLE FLEXURAL STRENGTH VS. UNBRACED LENGTH
Available Moment, Mn /Ωb (0.5 kip-ft increments) and φb Mn (0.75 kip-ft increments)
Fy = 36 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
60
90
58
87
56
84
54
81
52
78
50
75
48
72
46
69
44
66
42
63
40
60
3–139
Table 3-11 (continued)
Channels
Available Moment vs. Unbraced Length
16
18
20
22
24
26
28
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
30
32
AISC_Part 3C:14th Ed.
2/24/11
8:56 AM
Page 140
3–140
DESIGN OF FLEXURAL MEMBERS
Fy = 36 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
36
54
x30
C12
7
x20.
C12
x25
10
.4
MC
25
9x
0
0x3
MC
C1
51
MC8x21.4
32
48
C9x20
45
MC
MC8x20
C9x15
36
5
0x2
C1
7
x20.
C12
24
x22
10
MC
0
0x2
C1
C8x18.75
25
C12x
8
2.
x2
5
C8
0x2
C1
M
4
39
1.
26
MC8x18.7
x2
42
C8
28
M
C10x15.3
MC12x14.3
.9
23
9x
30
.3
2x14
MC1
Available Moment, Mn /Ωb (0.5 kip-ft increments) and φb Mn (0.75 kip-ft increments)
x22
10
MC
x25
C12
5
0x2
C1
.4
25
9x
MC
.9
C10x20
MC8x22.8
34
x30
C12
57
x25
10
MC
38
Available Moment vs. Unbraced Length
3
x2
60
Channels
9
MC
40
Table 3-11 (continued)
x
C8
M
20
x
C8
C9x13.4
5
33
20
30
7
8.
x1
C8
M
0
x2
C9
3
5
x1
C9
MC12x10.6
5.
0x1
C1
.7
18
22
C8x13.75
0
2
4
6
8
10
12
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
14
16
AISC_Part 3C:14th Ed.
2/24/11
8:57 AM
Page 141
PLOTS OF AVAILABLE FLEXURAL STRENGTH VS. UNBRACED LENGTH
Available Moment, Mn /Ωb (0.5 kip-ft increments) and φb Mn (0.75 kip-ft increments)
Fy = 36 ksi
Cb = 1
φb Mn
Mn /Ωb
kip-ft
kip-ft
LRFD
ASD
40
60
38
57
36
54
34
51
32
48
30
45
28
42
26
39
24
36
22
33
20
30
3–141
Table 3-11 (continued)
Channels
Available Moment vs. Unbraced Length
16
18
20
22
24
26
28
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
30
32
AISC_Part 3C:14th Ed.
2/24/11
8:57 AM
Page 142
3–142
DESIGN OF FLEXURAL MEMBERS
Fy = 36 ksi
Cb = 1
Mn /Ωb
φb Mn
kip-ft
kip-ft
LRFD
ASD
.3
2x14
MC1
8.4
10x
MC
MC8x8.5
3.4
3.
x1
C8
12
x1
8
5
x1
C9
15
C9
10
x10.6
MC12
18
6.5
75
10x
12
MC
Available Moment, Mn /Ωb (0.5 kip-ft increments) and φb Mn (0.75 kip-ft increments)
0.7
2x2
C1
.7
8
x1
C8
21
0
0x2
C1
14
5.3
0x1
C1
24
20
C8x11.5
16
M
x
C9
75
8.
x1
C8
27
C8x13.75
5
x1
C9
18
Available Moment vs. Unbraced Length
3.4
x1
C9
30
Channels
.6
2x10
MC1
20
Table 3-11 (continued)
C8
x1
1.
5
6
9
4
6
MC
8x8
.5
MC
10x
8.4
2
3
MC10x
6.5
0
0
0
2
4
6
8
10
12
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
14
16
AISC_Part 3C:14th Ed.
2/24/11
8:57 AM
Page 143
AVAILABLE FLEXURAL STRENGTH OF HSS
3–143
Table 3-12
Available Flexural
Strength, kip-ft
Fy = 46 ksi
Rectangular HSS
Shape
HSS20×12×
5/8
1/2
3/8
5/16
HSS20×8×
5/8
1/2
3/8
5/16
HSS20×4×
1/2
3/8
5/16
1/4
HSS18×6×
5/8
1/2
3/8
5/16
1/4
HSS16×12×
5/8
1/2
3/8
5/16
HSS16×8×
5/8
1/2
3/8
5/16
1/4
HSS16×4×
5/8
1/2
3/8
5/16
1/4
3/16
HSS14×10×
5/8
1/2
3/8
5/16
1/4
ASD
LRFD
Ωb = 1.67
φ b = 0.90
X-Axis
Mn /Ωb φb Mn
ASD LRFD
528
794
432
649
305
459
226
339
Y-Axis
Mn /Ωb φb Mn
ASD LRFD
350
527
254
382
169
255
130
196
425
349
269
223
638
524
404
336
209
152
101
76.8
314
229
152
115
264
205
171
131
397
308
257
198
62.7
42.2
32.1
22.8
94.3
63.4
48.3
34.3
310
257
198
168
132
466
386
298
252
198
140
210
102
153
68.0 102
52.2 78.5
37.3 56.1
379
310
221
166
569
466
333
249
310
240
159
123
466
360
238
185
296
243
188
159
119
445
366
283
240
178
182
142
94.3
73.0
52.6
273
213
142
110
79.1
213
177
138
117
94.3
66.9
321
267
208
176
142
100
74.6 112
58.8 88.3
39.4 59.2
30.4 45.7
21.8 32.8
13.9 20.9
275
227
175
137
97.3
414
341
263
207
146
218
180
120
93.2
68.2
328
271
180
140
103
HSS20-HSS12
Shape
HSS14×6×
5/8
1/2
3/8
5/16
1/4
3/16
HSS14×4×
5/8
168
140
110
93.3
76.2
55.4
252
211
165
140
115
83.2
65.4
55.4
37.5
29.2
21.1
13.6
181
140
111
78.9
272
211
166
119
160
240
116
175
88.7 133
65.5 98.5
188
156
122
103
77.8
50.0
283
142
214
235
118
178
183
86.8 130
155
66.3 99.7
117
48.8 73.4
75.2 32.1 48.3
158
132
103
87.5
71.4
49.6
237
198
155
132
107
74.6
96.6 145
80.9 122
59.9 90.1
46.1 69.4
33.8 50.8
22.0 33.1
1/4
3/16
127
107
84.2
71.9
58.8
44.3
192
161
127
108
88.4
66.6
56.3
47.9
35.8
27.7
20.3
13.1
84.6
71.9
53.8
41.6
30.5
19.7
3/8
5/16
79.6
67.9
120
102
30.2
23.4
45.4
35.1
1/2
3/8
5/16
1/4
3/16
HSS12×10×
1/2
3/8
5/16
1/4
HSS12×8×
5/8
1/2
3/8
5/16
1/4
3/16
HSS12×6×
5/8
1/2
3/8
5/16
1/4
3/16
HSS12×4×
5/8
1/2
3/8
5/16
HSS12×31/2×
X-Axis
Y-Axis
Mn /Ωb φb Mn Mn /Ωb φb Mn
ASD LRFD ASD LRFD
204
306
111
167
169
254
92.7 139
131
198
62.6 94.2
112
168
48.7 73.2
90.9 137
35.2 53.0
62.7
94.3 22.8 34.2
98.3
83.3
56.3
43.9
31.8
20.4
Note: Values are reduced for compactness criteria, when appropriate. See Table 1-12A for limiting
dimensions for compactness.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
8:57 AM
Page 144
3–144
DESIGN OF FLEXURAL MEMBERS
Table 3-12 (continued)
Available Flexural
Strength, kip-ft
Rectangular HSS
HSS12-HSS8
Shape
HSS12×3×
5/16
1/4
3/16
HSS12×2×
5/16
1/4
3/16
HSS10×8×
5/8
1/2
3/8
5/16
1/4
3/16
HSS10×6×
5/8
1/2
3/8
5/16
1/4
3/16
HSS10×5×
3/8
5/16
1/4
3/16
HSS10×4×
5/8
1/2
3/8
5/16
1/4
3/16
1/8
HSS10×31/2
1/2
3/8
5/16
1/4
3/16
1/8
ASD
LRFD
Ωb = 1.67
φ b = 0.90
Fy = 46 ksi
X-Axis
Y-Axis
Mn /Ωb φb Mn Mn /Ωb φb Mn
ASD LRFD ASD LRFD
64.0 96.2 19.2 28.8
52.5 79.0 14.1 21.2
39.6 59.5
9.15 13.7
56.2
46.3
34.9
84.5
69.5
52.4
11.2 16.8
8.37 12.6
5.48 8.24
143
119
93.0
79.0
60.0
39.0
215 122
184
179 102
153
140
79.8 120
119
63.8 95.9
90.2 46.1 69.2
58.6 30.7 46.2
118
177
98.7 148
77.5 116
66.1 99.3
54.1 81.3
37.9 57.0
82.1 123
69.1 104
54.4 81.8
43.9 65.9
31.8 47.9
21.1 31.7
69.8 105
59.6 89.5
48.8 73.4
37.3 56.1
42.9
34.7
25.3
16.7
64.5
52.2
38.0
25.1
92.6 139
78.3 118
62.0 93.2
53.1 79.8
43.6 65.5
33.4 50.2
20.7 31.1
47.2
40.3
32.2
26.1
19.1
12.6
6.84
70.9
60.6
48.4
39.3
28.7
18.9
10.3
73.2 110
58.2 87.4
49.8 74.9
41.0 61.6
31.5 47.3
20.3 30.5
33.8
27.2
22.1
16.1
10.6
5.75
50.8
40.8
33.2
24.3
16.0
8.65
Shape
HSS10×3×
3/8
5/16
1/4
3/16
1/8
HSS10×2×
3/8
5/16
1/4
3/16
1/8
HSS9×7×
5/8
1/2
3/8
5/16
1/4
3/16
HSS9×5×
5/8
1/2
3/8
5/16
1/4
3/16
HSS9×3×
1/2
3/8
5/16
1/4
3/16
HSS8×6×
5/8
1/2
3/8
5/16
1/4
3/16
X-Axis
Mn /Ωb φb Mn
ASD LRFD
54.3 81.6
46.6 70.0
38.4 57.7
29.5 44.3
19.0 28.5
46.6
40.1
33.2
25.6
16.3
Y-Axis
Mn /Ωb φb Mn
ASD LRFD
22.3
33.6
18.1
27.3
13.3
20.0
8.75 13.2
4.72
7.10
70.0
60.3
49.8
38.4
24.6
13.2
10.8
7.86
5.25
2.83
19.9
16.2
11.8
7.89
4.25
111
167
92.9 140
72.9 110
62.2 93.4
50.9 76.5
32.3 48.6
93.0
78.1
61.4
52.4
37.3
25.0
140
117
92.3
78.7
56.0
37.6
88.3 133
74.7 112
59.1 88.8
50.5 75.9
41.5 62.4
31.8 47.8
58.1
49.3
39.2
33.6
24.3
16.2
87.3
74.1
58.9
50.5
36.5
24.3
56.4
45.2
38.9
32.1
24.7
84.8
67.9
58.5
48.3
37.2
24.8
20.2
17.5
12.7
8.50
37.3
30.4
26.3
19.1
12.8
82.8 124
69.9 105
55.3 83.1
47.3 71.1
38.8 58.4
27.5 41.4
67.7
57.3
45.4
38.8
30.1
19.7
102
86.1
68.2
58.4
45.2
29.7
Note: Values are reduced for compactness criteria, when appropriate. See Table 1-12A for limiting
dimensions for compactness.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
8:57 AM
Page 145
AVAILABLE FLEXURAL STRENGTH OF HSS
3–145
Table 3-12 (continued)
Available Flexural
Strength, kip-ft
Fy = 46 ksi
Rectangular HSS
Shape
HSS8×4×
5/8
1/2
3/8
5/16
1/4
3/16
1/8
HSS8×3×
1/2
3/8
5/16
1/4
3/16
1/8
HSS8×2×
3/8
5/16
1/4
3/16
1/8
HSS7×5×
1/2
3/8
5/16
1/4
3/16
1/8
HSS7×4×
1/2
3/8
5/16
1/4
3/16
1/8
HSS7×3×
1/2
3/8
5/16
1/4
3/16
1/8
ASD
LRFD
Ωb = 1.67
φ b = 0.90
X-Axis
Y-Axis
Mn /Ωb φb Mn Mn /Ωb φb Mn
ASD LRFD ASD LRFD
63.0 94.7 38.1 57.2
53.8 80.9 32.8 49.3
43.0 64.7 26.4 39.6
37.0 55.6 22.7 34.2
30.5 45.9 17.8 26.7
23.5 35.3 11.8 17.7
14.7 22.1
6.53 9.82
45.8
36.9
31.9
26.4
20.4
13.8
68.8
55.5
47.9
39.6
30.6
20.8
22.1
18.1
15.7
12.3
8.19
4.52
33.3
27.2
23.6
18.6
12.3
6.79
30.8
26.7
22.2
17.2
11.7
46.3
40.1
33.4
25.9
17.6
10.6 15.9
9.33 14.0
7.37 11.1
4.90 7.37
2.71 4.07
50.2
40.1
34.4
28.4
21.8
12.1
75.4
60.2
51.8
42.7
32.8
18.2
39.6
31.7
27.3
22.6
14.9
8.47
59.6
47.7
41.1
33.9
22.4
12.7
43.2
34.7
30.0
24.8
19.1
12.1
64.9
52.2
45.0
37.3
28.7
18.1
29.0
23.4
20.3
16.8
11.2
6.33
43.6
35.2
30.5
25.3
16.8
9.51
36.2
29.4
25.5
21.2
16.4
11.3
54.4
44.2
38.3
31.8
24.6
17.0
19.4
16.0
13.9
11.6
7.80
4.38
29.2
24.0
20.9
17.4
11.7
6.58
HSS8-HSS5
Shape
HSS7×2×
1/4
3/16
1/8
HSS6×5×
1/2
3/8
5/16
1/4
3/16
1/8
HSS6×4×
1/2
3/8
5/16
1/4
3/16
1/8
HSS6×3×
1/2
3/8
5/16
1/4
3/16
1/8
HSS6×2×
3/8
5/16
1/4
3/16
1/8
HSS5×4×
1/2
3/8
5/16
1/4
3/16
1/8
X-Axis
Y-Axis
Mn /Ωb φb Mn Mn /Ωb φb Mn
ASD LRFD ASD LRFD
17.5
26.4
6.94 10.4
13.7
20.5
4.67 7.01
9.49 14.3
2.63 3.95
39.5
31.8
27.4
22.7
17.5
9.80
59.4
47.8
41.2
34.1
26.3
14.7
34.8
28.0
24.2
20.0
14.5
8.12
52.3
42.1
36.3
30.1
21.8
12.2
33.6
27.3
23.6
19.6
15.2
9.65
50.5
41.0
35.4
29.4
22.8
14.5
25.2
20.5
17.8
14.8
10.8
6.07
37.9
30.8
26.7
22.2
16.2
9.12
27.7
22.7
19.8
16.5
12.8
8.89
41.7
34.2
29.7
24.8
19.3
13.4
16.7
13.8
12.1
10.1
7.46
4.20
25.1
20.8
18.2
15.2
11.2
6.31
18.2
16.0
13.4
10.5
7.33
27.4
24.0
20.2
15.8
11.0
7.94 11.9
7.05 10.6
5.99 9.01
4.46 6.70
2.52 3.79
25.1
20.6
17.9
14.9
11.6
7.45
37.8
30.9
26.9
22.4
17.4
11.2
21.5
17.6
15.3
12.8
9.95
5.72
32.2
26.5
23.0
19.2
15.0
8.60
Note: Values are reduced for compactness criteria, when appropriate. See Table 1-12A for limiting
dimensions for compactness.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
8:57 AM
Page 146
3–146
DESIGN OF FLEXURAL MEMBERS
Table 3-12 (continued)
Available Flexural
Strength, kip-ft
Rectangular HSS
HSS5-HSS2
Shape
HSS5×3×
1/2
3/8
5/16
1/4
3/16
1/8
HSS5×21/2×
1/4
3/16
1/8
HSS5×2×
3/8
5/16
1/4
3/16
1/8
HSS4×3×
3/8
5/16
1/4
3/16
1/8
HSS4×21/2×
3/8
5/16
1/4
3/16
1/8
HSS4×2×
3/8
5/16
1/4
3/16
1/8
HSS31/2×21/2×
3/8
5/16
1/4
3/16
1/8
ASD
LRFD
Ωb = 1.67
φ b = 0.90
Fy = 46 ksi
X-Axis
Mn /Ωb φb Mn
ASD LRFD
20.3 30.5
16.8 25.3
14.7 22.1
12.4 18.6
9.66 14.5
6.73 10.1
Y-Axis
Shape
Mn /Ωb φb Mn
ASD LRFD
14.0 21.1
HSS31/2×2×
11.7 17.6
10.3 15.4
8.65 13.0 HSS31/2×11/2×
6.79 10.2
3.96 5.95
11.1 16.7
8.70 13.1
6.08 9.14
6.78 10.2
5.35 8.04
3.14 4.72
13.1
11.6
9.81
7.74
5.43
19.7
17.4
14.7
11.6
8.16
6.62
5.91
5.05
4.02
2.37
11.7
10.4
8.76
6.90
4.84
17.7
15.6
13.2
10.4
7.27
9.58 14.4
8.47 12.7
7.17 10.8
5.66 8.50
3.73 5.61
9.95
8.88
7.59
6.04
3.57
HSS3×21/2×
1/4
3/16
1/8
1/4
3/16
1/8
5/16
1/4
3/16
1/8
HSS3×2×
5/16
1/4
3/16
1/8
HSS3×11/2×
1/4
3/16
HSS3×1×
3/16
1/8
10.3 15.5
9.12 13.7
7.75 11.6
6.13 9.22
4.32 6.49
7.34 11.0
HSS21/2×2×
6.53 9.82
5.57 8.37
4.42 6.65
2.94 4.42 HSS21/2×11/2×
8.82 13.3
7.88 11.8
6.74 10.1
5.37 8.07
3.80 5.71
5.30
4.76
4.10
3.29
2.21
7.96
7.16
6.17
4.94
3.32
8.24 12.4
7.35 11.1
6.28 9.44
5.00 7.51
3.54 5.32
6.48
5.79
4.96
3.96
2.81
9.74
8.71
7.46
5.95
4.22
1/8
1/4
3/16
1/8
1/4
3/16
1/8
HSS21/2×1×
3/16
1/8
HSS21/4×2×
3/16
1/8
HSS2×11/2×
3/16
1/8
HSS2×1×
3/16
1/8
X-Axis
Y-Axis
Mn /Ωb φb Mn Mn /Ωb φb Mn
ASD LRFD ASD LRFD
5.41
8.13 3.63 5.46
4.33
6.51 2.92 4.40
3.09
4.64 2.09 3.15
4.53
3.67
2.64
6.82
5.51
3.96
2.43
1.99
1.45
3.65
2.99
2.17
5.75
4.95
3.96
2.82
8.65
7.44
5.96
4.24
5.06
4.36
3.49
2.49
7.60
6.55
5.25
3.74
4.85
4.21
3.40
2.44
7.29
6.33
5.11
3.66
3.62
3.16
2.56
1.84
5.45
4.75
3.85
2.77
3.47
2.83
2.05
5.21
4.26
3.09
2.09
1.73
1.26
3.14
2.59
1.90
2.27
1.67
3.41
2.51
0.991 1.49
0.747 1.12
3.14
2.56
1.86
4.73
3.86
2.79
2.69
2.20
1.59
4.04
3.30
2.39
2.54
2.10
1.54
3.81
3.16
2.31
1.75
1.46
1.08
2.64
2.20
1.62
1.64
1.22
2.46
1.84
0.826 1.24
0.629 0.945
2.19
1.59
3.28
2.39
2.01
1.47
1.47
1.09
2.20
1.64
1.20 1.80
0.893 1.34
1.10
0.840
1.66
1.26
0.661 0.994
0.511 0.768
3.03
2.20
Note: Values are reduced for compactness criteria, when appropriate. See Table 1-12A for limiting
dimensions for compactness.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
8:57 AM
Page 147
AVAILABLE FLEXURAL STRENGTH OF HSS
3–147
Table 3-13
Available Flexural
Strength, kip-ft
Fy = 46 ksi
Shape
HSS16×16×
5/8
1/2
3/8
5/16
HSS14×14×
5/8
1/2
3/8
5/16
HSS12×12×
5/8
1/2
3/8
5/16
1/4
3/16
HSS10×10×
5/8
1/2
3/8
5/16
1/4
3/16
HSS9×9×
5/8
1/2
3/8
5/16
1/4
3/16
1/8
HSS8×8×
5/8
1/2
3/8
5/16
1/4
3/16
1/8
HSS7×7×
5/8
1/2
3/8
5/16
1/4
3/16
1/8
HSS6×6×
5/8
1/2
3/8
5/16
1/4
3/16
1/8
ASD
LRFD
Ωb = 1.67
φ b = 0.90
Square HSS
HSS16-HSS2
Mn /Ωb
φb Mn
Mn /Ωb
φb Mn
ASD
LRFD
ASD
LRFD
30.0
25.9
21.4
16.4
8.98
30.0
24.3
21.0
17.5
13.5
7.67
23.4
19.2
16.7
13.9
10.8
6.43
17.7
14.7
12.8
10.8
8.42
5.48
10.8
9.50
8.03
6.33
4.44
7.46
6.66
5.69
4.53
3.21
4.32
3.75
3.03
2.17
2.93
2.39
1.73
2.21
1.83
1.34
45.1
38.9
32.2
24.6
13.5
45.0
36.5
31.6
26.2
20.3
11.5
35.2
28.8
25.1
20.9
16.3
9.66
26.6
22.1
19.3
16.2
12.7
8.23
16.2
14.3
12.1
9.51
6.67
11.2
10.0
8.55
6.81
4.82
6.49
5.64
4.55
3.27
4.41
3.60
2.60
3.33
2.75
2.02
459
352
232
181
347
285
185
145
250
206
149
113
83.3
55.7
168
139
108
86.1
61.6
41.4
133
111
86.8
73.8
51.7
35.0
20.0
103
86.0
67.6
57.6
44.1
28.8
16.5
75.9
64.1
50.7
43.4
35.6
23.1
13.3
53.2
45.4
36.3
31.2
25.7
18.5
10.4
690
529
348
272
521
428
278
219
376
309
223
169
125
83.8
252
210
163
129
92.5
62.3
200
167
130
111
77.8
52.5
30.1
154
129
102
86.6
66.3
43.3
24.8
114
96.4
76.2
65.2
53.6
34.7
20.0
80.0
68.3
54.6
46.9
38.7
27.8
15.6
Shape
HSS51/2×51/2×
3/8
5/16
1/4
3/16
1/8
HSS5×5×
1/2
3/8
5/16
1/4
3/16
1/8
HSS41/2×41/2×
1/2
3/8
5/16
1/4
3/16
1/8
HSS4×4×
1/2
3/8
5/16
1/4
3/16
1/8
HSS31/2×31/2×
3/8
5/16
1/4
3/16
1/8
HSS3×3×
3/8
5/16
1/4
3/16
1/8
HSS21/2×21/2×
5/16
1/4
3/16
1/8
HSS21/4×21/4×
1/4
3/16
1/8
HSS2×2×
1/4
3/16
1/8
Note: Values are reduced for compactness criteria, when appropriate. See Table 1-12A for limiting
dimensions for compactness.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
8:57 AM
Page 148
3–148
DESIGN OF FLEXURAL MEMBERS
Table 3-14
Available Flexural
Strength, kip-ft
HSS20HSS6.625
Shape
Round HSS
Mn /Ωb
φb Mn
ASD
LRFD
HSS20×
0.500
0.375f
371
273
558
410
HSS18×
0.500
0.375f
300
225
450
338
HSS16×
0.625
0.500
0.438
0.375
0.312f
0.250f
289
235
207
179
147
114
435
353
312
269
221
171
0.625
0.500
0.375
0.312
0.250f
220
179
136
115
88.8
331
268
205
172
133
HSS12.750×
0.500
0.375
0.250f
147
113
74.6
221
169
112
HSS10.750×
0.500
0.375
0.250
103
79.2
54.0
155
119
81.2
HSS10×
0.625
0.500
0.375
0.312
0.250
0.188f
108
88.7
68.2
57.5
46.6
34.0
163
133
102
86.4
70.0
51.2
HSS9.625×
0.500
0.375
0.312
0.250
0.188f
81.8
63.0
53.2
43.1
31.7
123
94.6
79.9
64.8
47.7
ASD
LRFD
Ωb = 1.67
φ b = 0.90
HSS14×
Fy = 42 ksi
Mn /Ωb
Shape
φb Mn
ASD
LRFD
HSS8.625×
0.625
0.500
0.375
0.322
0.250
0.188f
78.9
65.0
50.1
43.6
34.4
25.9
119
97.6
75.3
65.5
51.7
39.0
HSS7.625×
0.375
0.328
38.8
34.3
58.2
51.5
HSS7.500×
0.500
0.375
0.312
0.250
0.188
48.3
37.4
31.7
25.8
19.6
72.6
56.3
47.7
38.8
29.4
HSS7×
0.500
0.375
0.312
0.250
0.188
0.125f
41.7
32.4
27.5
22.4
17.0
11.0
62.7
48.7
41.3
33.6
25.5
16.6
HSS6.875×
0.500
0.375
0.312
0.250
0.188
40.1
31.2
26.5
21.6
16.4
60.3
46.9
39.8
32.4
24.6
HSS6.625×
0.500
0.432
0.375
0.312
0.280
0.250
0.188
0.125f
37.1
32.7
28.8
24.5
22.1
20.0
15.2
9.97
55.7
49.1
43.3
36.8
33.2
30.0
22.8
15.0
f Shape exceeds compact limit for flexure with F = 42 ksi.
y
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
8:57 AM
Page 149
AVAILABLE FLEXURAL STRENGTH OF HSS
3–149
Table 3-14 (continued)
Fy = 42 ksi
Available Flexural
Strength, kip-ft
HSS6HSS1.66
Round HSS
Shape
Mn /Ωb
φb Mn
ASD
LRFD
Mn /Ωb
Shape
φb Mn
ASD
LRFD
HSS6×
0.500
0.375
0.312
0.280
0.250
0.188
0.125f
29.9
23.4
19.9
18.0
16.2
12.4
8.30
45.0
35.2
29.9
27.0
24.4
18.6
12.5
HSS3.500×
0.313
0.300
0.250
0.216
0.203
0.188
0.125
6.30
6.08
5.22
4.59
4.35
4.04
2.79
9.47
9.14
7.85
6.90
6.53
6.07
4.19
HSS5.563×
0.500
0.375
0.258
0.188
0.134
25.4
19.9
14.3
10.6
7.69
38.2
29.9
21.4
15.9
11.6
HSS3×
HSS5.500×
0.500
0.375
0.258
24.8
19.4
13.9
37.2
29.2
20.9
0.250
0.216
0.203
0.188
0.152
0.134
0.125
3.75
3.31
3.13
2.92
2.42
2.15
2.02
5.63
4.97
4.71
4.38
3.63
3.23
3.04
HSS2.875×
0.500
0.375
0.312
0.258
0.250
0.188
0.125
20.1
15.9
13.5
11.4
11.1
8.50
5.80
30.2
23.8
20.4
17.1
16.7
12.8
8.72
0.250
0.203
0.188
0.125
3.42
2.86
2.66
1.85
5.14
4.30
4.00
2.78
HSS2.500×
0.250
0.188
0.125
2.52
1.98
1.38
3.79
2.97
2.08
HSS2.375×
HSS4.500×
0.375
0.337
0.237
0.188
0.125
12.6
11.5
8.45
6.83
4.67
19.0
17.3
12.7
10.3
7.02
0.250
0.218
0.188
0.154
0.125
2.25
2.01
1.77
1.50
1.24
3.38
3.03
2.66
2.25
1.87
HSS1.900×
HSS4×
0.313
0.250
0.237
0.226
0.220
0.188
0.125
8.41
6.94
6.60
6.33
6.19
5.34
3.67
12.6
10.4
9.91
9.51
9.31
8.03
5.51
0.188
0.145
0.120
1.09
0.883
0.746
1.64
1.33
1.12
HSS1.660×
0.140
0.639
0.961
HSS5×
ASD
LRFD
Ωb = 1.67
φ b = 0.90
f Shape exceeds compact limit for flexure with F = 42 ksi.
y
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
3–150
2/24/11
8:57 AM
Page 150
DESIGN OF FLEXURAL MEMBERS
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
8:57 AM
Page 151
AVAILABLE FLEXURAL STRENGTH OF HSS
3–151
Table 3-15
Fy = 35 ksi
Pipe
Available Flexural Strength,
kip-ft
Shape
Mn /Ωb
ASD
φb Mn
Pipe 12 x-Strong
Pipe 12 Std.
123
93.8
184
141
Pipe 10 x-Strong
Pipe 10 Std.
86.0
64.4
129
96.8
Pipe 8 xx-Strong
Pipe 8 x-Strong
Pipe 8 Std.
87.2
54.1
36.3
131
81.4
54.6
Pipe 6 xx-Strong
Pipe 6 x-Strong
Pipe 6 Std.
47.9
27.3
18.5
72.0
41.0
27.8
Pipe 5 xx-Strong
Pipe 5 x-Strong
Pipe 5 Std.
29.1
16.6
11.9
43.7
24.9
17.9
Pipe 4 xx-Strong
Pipe 4 x-Strong
Pipe 4 Std.
16.6
9.65
7.07
24.9
14.5
10.6
Pipe 31/2 x-Strong
Pipe 31/2 Std.
7.11
5.30
10.7
7.96
Pipe 3 xx-Strong
Pipe 3 x-Strong
Pipe 3 Std.
8.55
5.08
3.83
12.8
7.64
5.75
ASD
LRFD
Ωb = 1.67
φ b = 0.90
LRFD
Mn /Ωb
ASD
φb Mn
Pipe 21/2 xx-Strong
Pipe 21/2 x-Strong
Pipe 21/2 Std.
5.08
3.09
2.39
7.64
4.64
3.59
Pipe 2 xx-Strong
Pipe 2 x-Strong
Pipe 2 Std.
2.79
1.68
1.25
4.19
2.53
1.87
Pipe 11/2 x-Strong
Pipe 11/2 Std.
0.958
0.736
1.44
1.11
Pipe 11/4 x-Strong
Pipe 11/4 Std.
0.686
0.533
1.03
0.801
Pipe 1 x-Strong
Pipe 1 Std.
0.385
0.308
0.579
0.463
Pipe 3/4 x-Strong
Pipe 3/4 Std.
0.207
0.164
0.311
0.247
Pipe 1/2 x-Strong
Pipe 1/2 Std.
0.120
0.0969
0.180
0.146
Shape
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
LRFD
AISC_Part 3C:14th Ed.
2/24/11
8:57 AM
Page 152
3–152
DESIGN OF FLEXURAL MEMBERS
Table 3-16a
Available Shear Stress, ksi
Fy = 36 ksi
Tension Field Action NOT Included
Vn
Ωv Aw
φvVn
Aw
ASD
LRFD
12.9
12.0
19.4
18.0
10.0
15.0
8.00
12.0
7.00
10.5
6.00
9.00
5.00
7.50
4.00
6.00
3.00
4.50
2.00
3.00
ASD
LRFD
60
80
100
120
140
160
180
h
ᎏᎏ
tw
200
220
240
260
280
300
320
0.00 0.25
Ωv = 1.67 φ v = 0.90
0.50 0.75 1.00
1.25 1.50 1.75
2.00 2.25 2.50 2.75 3.00
a
ᎏᎏ
h
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
8:57 AM
Page 153
STRENGTH OF OTHER FLEXURAL MEMBERS
3–153
Table 3-16b
Available Shear Stress, ksi
Fy = 36 ksi
Tension Field Action Included
Vn
Ωv Aw
φvVn
Aw
ASD
LRFD
60
12.9
19.4
80
12.0
18.0
100
10.0
15.0
120
8.00
12.0
7.00
10.5
6.00
9.00
ASD
LRFD
140
160
180
h
ᎏᎏ
tw
200
220
240
260
280
300
320
0.00 0.25
Ωv = 1.67 φ v = 0.90
0.50 0.75 1.00
1.25 1.50 1.75
2.00 2.25 2.50 2.75 3.00
a
ᎏᎏ
h
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
8:57 AM
Page 154
3–154
DESIGN OF FLEXURAL MEMBERS
Table 3-17a
Available Shear Stress, ksi
Fy = 50 ksi
Tension Field Action NOT Included
Vn
Ωv Aw
φvVn
Aw
ASD
LRFD
60
18.0
16.0
27.0
24.0
80
14.0
12.0
21.0
18.0
10.0
15.0
8.00
7.00
12.0
10.5
6.00
9.00
5.00
7.50
4.00
6.00
3.00
4.50
2.00
3.00
ASD
LRFD
100
120
140
160
180
h
ᎏᎏ
tw
200
220
240
260
280
300
320
0.00 0.25
Ωv = 1.67 φ v = 0.90
0.50 0.75 1.00
1.25 1.50 1.75
2.00 2.25 2.50 2.75 3.00
a
ᎏᎏ
h
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
8:57 AM
Page 155
STRENGTH OF OTHER FLEXURAL MEMBERS
3–155
Table 3-17b
Available Shear Stress, ksi
Fy = 50 ksi
Tension Field Action Included
60
80
Vn
Ωv Aw
φvVn
Aw
ASD
LRFD
18.0
27.0
16.0
24.0
14.0
21.0
12.0
18.0
10.0
15.0
8.00
12.0
7.00
10.5
ASD
LRFD
100
120
140
160
180
h
ᎏᎏ
tw
200
220
240
260
280
300
320
0.00 0.25
Ωv = 1.67 φ v = 0.90
0.50 0.75 1.00
1.25 1.50 1.75
2.00 2.25 2.50 2.75 3.00
a
ᎏᎏ
h
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
8:57 AM
Page 156
3–156
DESIGN OF FLEXURAL MEMBERS
Table 3-18a
Raised Pattern Floor
Plate Deflection-Controlled
Applications
Recommended Maximum
Uniformly Distributed Service Load,
lb/ft2
2
2.5
3
1/8
6.15
89.5
37.8
19.3
11.2
7.05
Moment of
inertia per ft
of width,
in.4/ft
0.00195
3/16
8.70
302
127
65.3
37.8
23.8
0.00659
1/4
11.3
716
302
155
89.5
56.4
0.0156
5/16
13.8
1400
590
302
175
110
0.0305
3/8
16.4
2420
1020
522
302
190
0.0527
1/2
21.5
5730
2420
1240
716
451
0.125
5/8
26.6
11200
4720
2420
1400
881
0.244
3/4
31.7
19300
8160
4180
2420
1520
0.422
7/8
36.8
30700
13000
6630
3840
2420
0.670
1
41.9
45800
19300
9900
5730
3610
1.00
11/4
52.1
89500
37800
19300
11200
7050
1.95
11/2
62.3
155000
65300
33400
19300
12200
3.38
13/4
72.5
246000
104000
53100
30700
19300
5.36
2
82.7
367000
155000
79200
45800
28900
Plate thickness t,
in.
Theoretical
weight,
lb/ft2
Plate thickness t,
in.
Theoretical
weight,
lb/ft2
Span, ft
1.5
Span, ft
4
4.5
8.70
15.9
11.2
11.3
37.8
26.5
13.8
73.8
51.8
3/8
16.4
127
3/16
1/4
5/16
3.5
5
8.00
Moment of
inertia per ft
of width,
in.4/ft
6
7
8.16
4.72
2.97
0.00659
19.3
11.2
7.05
0.0156
37.8
21.9
13.8
0.0305
89.5
65.3
37.8
23.8
0.0527
1/2
21.5
302
212
155
89.5
56.4
0.125
5/8
26.6
590
414
302
175
110
0.244
3/4
31.7
1020
716
522
302
190
0.422
7/8
36.8
1620
1140
829
480
302
0.670
1
41.9
2420
1700
1240
716
451
1.00
11/4
52.1
4720
3320
2420
1400
881
1.95
11/2
62.3
8160
5730
4180
2420
1520
3.38
13/4
72.5
13000
9100
6630
3840
2420
5.36
2
82.7
19300
13600
9900
5730
3610
8.00
Note: Material conforms to ASTM A786.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
8:57 AM
Page 157
STRENGTH OF OTHER FLEXURAL MEMBERS
3–157
Table 3-18b
Raised Pattern Floor Plate
Flexural-Strength-Controlled
Applications
Recommended Maximum
Uniformly Distributed Load,
lb/ft2
Plate
Theoretical
thickness t , weight,
in.
lb/ft2
Design
1/8
6.15
8.70
11.3
13.8
16.4
21.5
26.6
31.7
36.8
41.9
52.1
62.3
72.5
82.7
3/16
1/4
5/16
3/8
1/2
5/8
3/4
7/8
1
11/4
11/2
13/4
2
Plate
Theoretical
thickness t , weight,
in.
lb/ft2
Design
3/16
1/4
5/16
3/8
1/2
5/8
3/4
7/8
1
11/4
11/2
13/4
2
8.70
11.3
13.8
16.4
21.5
26.6
31.7
36.8
41.9
52.1
62.3
72.5
82.7
Plastic
section
modulus
1.5
2.5
3.5
2
3
per ft of
ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD width, in.3/ft
Span, ft
222 333 125 188 79.8 120 55.4 83.3 40.7 61.2
499 750 281 422 180 270 125 188 91.7 138
887 1330 499 750 319 480 222 333 163 245
1390 2080 780 1170 499 750 347 521 255 383
2000 3000 1120 1690 719 1080 499 750 367 551
3550 5330 2000 3000 1280 1920 887 1330 652 980
5540 8330 3120 4690 2000 3000 1390 2080 1020 1530
7980 12000 4490 6750 2870 4320 2000 3000 1470 2200
10900 16300 6110 9190 3910 5880 2720 4080 2000 3000
14200 21300 7980 12000 5110 7680 3550 5330 2610 3920
22200 33300 12500 18800 7980 12000 5540 8330 4070 6120
31900 48000 18000 27000 11500 17300 7980 12000 5870 8820
43500 65300 24500 36800 15600 23500 10900 16300 7980 12000
56800 85300 31900 48000 20400 30700 14200 21300 10400 15700
0.0469
0.105
0.188
0.293
0.422
0.750
1.17
1.69
2.30
3.00
4.69
6.75
9.19
12.0
Plastic
section
modulus
4
5
7
4.5
6
per ft of
ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD width, in.3/ft
Span, ft
70.2 105 55.4
125 188 98.6
195 293 154
281 422 222
499 750 394
780 1170 616
1120 1690 887
1530 2300 1210
2000 3000 1580
3120 4690 2460
4490 6750 3550
6110 9190 4830
7980 12000 6310
83.3
148
231
333
593
926
1330
1810
2370
3700
5330
7260
9480
44.9
79.8
125
180
319
499
719
978
1280
2000
2870
3910
5110
67.5
120
188
270
480
750
1080
1470
1920
3000
4320
5880
7680
31.2
55.4
86.6
125
222
347
499
679
887
1390
2000
2720
3550
46.9
83.3
130
188
333
521
750
1020
1330
2080
3000
4080
5330
Note: Material conforms to ASTM A786.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
22.9
40.7
63.6
91.7
163
255
367
499
652
1020
1470
2000
2610
34.4
61.2
95.7
138
245
383
551
750
980
1530
2200
3000
3920
0.105
0.188
0.293
0.422
0.750
1.17
1.69
2.30
3.00
4.69
6.75
9.19
12.0
AISC_Part 3C:14th Ed.
2/24/11
8:58 AM
Page 158
3–158
DESIGN OF FLEXURAL MEMBERS
Table 3-19
Composite W-Shapes
W40
Shape
W40×297
Fy = 50 ksi
Available Strength in Flexure,
kip-ft
Mp /Ωb φb Mp
kip-ft
PNAc
ASD LRFD
3320 4990 TFL
2
3
4
BFL
6
7
Y 2 b, in.
Y 1a
∑Qn
in.
kip
ASD
LRFD
ASD
0
4370
0.413 3710
0.825 3060
1.24 2410
1.65 1760
4.58 1420
8.17 1090
4770
4700
4610
4510
4400
4320
4180
7170
7060
6930
6790
6620
6490
6280
4880
4790
4690
4570
4450
4360
4210
2
2.5
LRFD
3
3.5
LRFD
ASD
LRFD
ASD
7330
7200
7050
6880
6680
6550
6320
4990
4880
4770
4630
4490
4390
4240
7500
7340
7160
6970
6750
6600
6370
5100
4980
4840
4700
4530
4430
4260
7660
7480
7280
7060
6820
6650
6410
W40×294
3170
4760
TFL 0
4310
2
0.483 3730
3
0.965 3150
4
1.45 2570
BFL 1.93 1990
6
5.71 1540
7 10.0
1080
4770
4710
4630
4540
4430
4300
4080
7180
7080
6960
6820
6660
6470
6130
4880
4800
4710
4600
4480
4340
4110
7340
7220
7080
6920
6740
6520
6170
4990
4900
4790
4670
4530
4380
4130
7500
7360
7200
7010
6810
6580
6210
5100
4990
4870
4730
4580
4420
4160
7660
7500
7320
7110
6880
6640
6250
W40×278
2970
4460
TFL 0
4120
2
0.453 3570
3
0.905 3030
4
1.36 2490
BFL 1.81 1940
6
5.67 1490
7 10.1
1030
4540
4480
4410
4320
4220
4100
3870
6820
6730
6620
6490
6350
6160
5820
4640
4570
4480
4380
4270
4130
3900
6970
6860
6730
6590
6420
6210
5860
4740
4660
4560
4440
4320
4170
3920
7130
7000
6850
6680
6490
6270
5900
4850
4750
4630
4510
4370
4210
3950
7280
7130
6960
6770
6570
6320
5930
W40×277
3120
4690
TFL
2
3
4
BFL
6
7
0
4080
0.395 3450
0.790 2830
1.19 2200
1.58 1580
4.20 1300
7.58 1020
4440
4370
4290
4200
4100
4030
3920
6680
6580
6450
6310
6160
6060
5890
4540
4460
4360
4260
4130
4060
3940
6830
6700
6560
6400
6210
6110
5930
4650
4550
4440
4310
4170
4090
3970
6980
6830
6670
6480
6270
6150
5970
4750
4630
4510
4370
4210
4130
4000
7140
6960
6770
6560
6330
6200
6010
W40×264
2820
4240
TFL
2
3
4
BFL
6
7
0
3870
0.433 3360
0.865 2840
1.30 2330
1.73 1810
5.53 1390
9.92
968
4250
4190
4120
4040
3950
3840
3630
6390
6300
6200
6080
5940
5770
5460
4350
4280
4190
4100
4000
3870
3660
6530
6430
6300
6170
6010
5820
5500
4440
4360
4270
4160
4040
3910
3680
6680
6550
6410
6250
6080
5870
5540
4540
4440
4340
4220
4090
3940
3710
6820
6680
6520
6340
6150
5930
5570
ASD
LRFD
Ωb = 1.67 φ b = 0.90
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
8:58 AM
Page 159
COMPOSITE BEAM SELECTION TABLES
3–159
Table 3-19 (continued)
Fy = 50 ksi
Composite W-Shapes
Available Strength in Flexure,
kip-ft
8150
7900
7620
7330
7010
6810
6530
Y 2 b, in.
5.5
ASD LRFD
5530 8320
5350 8040
5150 7740
4940 7420
4710 7080
4570 6870
4370 6570
5640
5440
5220
5000
4750
4600
4400
8480
8180
7850
7510
7140
6920
6610
5750
5530
5300
5060
4800
4640
4430
8640
8310
7970
7600
7210
6970
6650
5860
5620
5380
5120
4840
4670
4450
8810
8450
8080
7690
7280
7030
6690
5420
5270
5100
4920
4730
4530
4240
8150
7920
7670
7400
7110
6810
6370
5530
5360
5180
4990
4780
4570
4270
8310
8060
7790
7500
7180
6870
6410
5630
5450
5260
5050
4830
4610
4290
8470
8200
7910
7590
7260
6930
6450
5740
5550
5340
5120
4880
4650
4320
8630
8340
8020
7690
7330
6990
6500
5850
5640
5420
5180
4930
4690
4350
8790
8480
8140
7790
7410
7040
6540
7590
7400
7190
6960
6710
6440
6010
5150
5010
4860
4690
4510
4320
4030
7750
7530
7300
7050
6780
6490
6050
5260
5100
4930
4750
4560
4360
4050
7900
7670
7420
7150
6860
6550
6090
5360
5190
5010
4820
4610
4390
4080
8060
7800
7530
7240
6930
6600
6130
5460
5280
5090
4880
4660
4430
4100
8210
7940
7640
7330
7000
6660
6170
5560
5370
5160
4940
4710
4470
4130
8360
8070
7760
7430
7080
6720
6200
4950
4810
4650
4480
4290
4190
4050
7440
7220
6980
6730
6450
6300
6080
5050
4890
4720
4530
4330
4220
4070
7590
7350
7090
6810
6510
6350
6120
5150
4980
4790
4590
4370
4260
4100
7750
7480
7200
6890
6570
6400
6160
5260
5060
4860
4640
4410
4290
4120
7900
7610
7300
6970
6630
6450
6200
5360
5150
4930
4700
4450
4320
4150
8050
7740
7410
7060
6690
6500
6230
5460 8210
5240 7870
5000 7510
4750 7140
4490 6750
4350 6540
4170 6270
4730
4610
4480
4330
4180
4010
3760
7110
6930
6730
6520
6280
6030
5640
4830
4690
4550
4390
4230
4050
3780
7260
7060
6840
6600
6350
6080
5680
4920
4780
4620
4450
4270
4080
3800
7400
7180
6940
6690
6420
6140
5720
5020
4860
4690
4510
4320
4120
3830
7550
7310
7050
6780
6490
6190
5750
5120
4950
4760
4570
4360
4150
3850
7690
7430
7160
6860
6550
6240
5790
5210
5030
4830
4630
4410
4190
3880
Shape
4
4.5
5
ASD LRFD ASD LRFD ASD LRFD
W40×297
5210
5070
4920
4760
4580
4460
4290
7820
7620
7390
7150
6880
6710
6450
5310
5160
5000
4820
4620
4500
4320
7990
7760
7510
7240
6950
6760
6490
5420
5250
5070
4880
4670
4530
4340
W40×294
5200
5080
4950
4800
4630
4460
4190
7820
7640
7430
7210
6960
6700
6290
5310
5180
5020
4860
4680
4490
4210
7980
7780
7550
7300
7030
6760
6330
W40×278
4950
4830
4710
4570
4420
4250
3970
7440
7270
7080
6870
6640
6380
5970
5050
4920
4780
4630
4470
4280
4000
W40×277
4850
4720
4580
4420
4250
4160
4020
7290
7090
6880
6640
6390
6250
6040
W40×264
4630
4530
4410
4280
4130
3980
3730
6970
6800
6620
6430
6210
5980
5610
ASD
LRFD
Ωb = 1.67 φ b = 0.90
W40
6
6.5
7
ASD LRFD ASD LRFD ASD LRFD
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
7840
7560
7260
6950
6620
6290
5830
AISC_Part 3C:14th Ed.
2/24/11
8:58 AM
Page 160
3–160
DESIGN OF FLEXURAL MEMBERS
Table 3-19 (continued)
Composite W-Shapes
W40
Shape
W40×249
Fy = 50 ksi
Available Strength in Flexure,
kip-ft
Mp /Ωb φb Mp
kip-ft
PNAc
ASD LRFD
2790 4200 TFL
2
3
4
BFL
6
7
Y 2 b, in.
Y 1a
∑Qn
in.
kip
ASD
LRFD
ASD
0
0.355
0.710
1.07
1.42
4.03
7.45
3680
3110
2550
1990
1430
1180
919
3980
3920
3850
3770
3680
3620
3520
5980
5890
5780
5660
5520
5440
5290
4070
4000
3910
3820
3710
3650
3540
2
2.5
LRFD
3
3.5
LRFD
ASD
LRFD
ASD
6120
6010
5880
5740
5580
5480
5320
4160
4070
3970
3870
3750
3680
3560
6260
6120
5970
5810
5630
5530
5360
4250
4150
4040
3920
3780
3710
3590
6390
6240
6070
5890
5690
5570
5390
W40×235
2520
3790
TFL
2
3
4
BFL
6
7
0
0.395
0.790
1.19
1.58
5.16
9.44
3460
2980
2510
2040
1570
1220
864
3770
3720
3650
3580
3510
3410
3250
5660
5580
5490
5390
5270
5130
4880
3850
3790
3720
3640
3540
3440
3270
5790
5700
5590
5460
5330
5180
4920
3940
3860
3780
3690
3580
3470
3290
5920
5810
5680
5540
5390
5220
4950
4030
3940
3840
3740
3620
3500
3310
6050
5920
5780
5620
5450
5270
4980
W40×215
2410
3620
TFL
2
3
4
BFL
6
7
0
0.305
0.610
0.915
1.22
3.80
7.29
3180
2690
2210
1730
1250
1020
794
3410
3350
3300
3230
3160
3110
3020
5120
5040
4950
4850
4740
4670
4540
3490
3420
3350
3270
3190
3130
3040
5240
5140
5040
4920
4790
4710
4570
3560
3490
3410
3320
3220
3160
3060
5360
5240
5120
4980
4840
4750
4600
3640
3560
3460
3360
3250
3180
3080
5480
5340
5200
5050
4880
4780
4630
W40×211
2260
3400
TFL
2
3
4
BFL
6
7
0
0.355
0.710
1.07
1.42
5.00
9.35
3110
2690
2270
1850
1430
1100
776
3360
3320
3260
3200
3140
3050
2900
5050
4990
4910
4810
4710
4590
4370
3440
3380
3320
3250
3170
3080
2920
5170
5090
4990
4880
4770
4630
4390
3520
3450
3380
3300
3210
3110
2940
5290
5190
5080
4950
4820
4670
4420
3590
3520
3430
3340
3240
3140
2960
5400
5290
5160
5020
4870
4710
4450
W40×199
2170
3260
TFL
2
3
4
BFL
6
7
0
0.268
0.535
0.803
1.07
4.09
8.04
2940
2520
2090
1670
1250
992
735
3130
3090
3040
2980
2920
2860
2760
4710
4640
4560
4480
4390
4300
4150
3210
3150
3090
3020
2950
2890
2780
4820
4730
4640
4540
4430
4340
4170
3280
3210
3140
3060
2980
2910
2800
4930
4830
4720
4600
4480
4380
4200
3350
3280
3190
3110
3010
2940
2810
5040
4920
4800
4670
4530
4410
4230
ASD
LRFD
Ωb = 1.67
φ b = 0.90
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
8:58 AM
Page 161
COMPOSITE BEAM SELECTION TABLES
3–161
Table 3-19 (continued)
Fy = 50 ksi
Composite W-Shapes
Available Strength in Flexure,
kip-ft
6810
6590
6360
6110
5850
5700
5500
Y 2 b, in.
5.5
ASD LRFD
4620 6950
4460 6710
4290 6450
4110 6180
3930 5900
3820 5750
3680 5530
4710
4540
4360
4160
3960
3850
3700
7080
6820
6550
6260
5950
5790
5560
4800
4620
4420
4210
4000
3880
3730
7220
6940
6640
6330
6010
5840
5600
4900
4700
4480
4260
4030
3910
3750
7360
7060
6740
6410
6060
5880
5630
4280
4160
4030
3890
3740
3600
3380
6440
6260
6060
5850
5620
5410
5080
4370
4240
4090
3940
3780
3630
3400
6570
6370
6150
5920
5680
5450
5110
4460
4310
4160
3990
3820
3660
3420
6700
6480
6250
6000
5740
5500
5140
4540
4390
4220
4040
3860
3690
3440
6830
6590
6340
6080
5800
5540
5170
4630
4460
4280
4090
3900
3720
3460
6960
6700
6440
6150
5860
5590
5210
5720
5550
5370
5180
4980
4860
4690
3880
3760
3630
3490
3340
3260
3140
5830
5650
5450
5240
5020
4900
4720
3960
3820
3680
3530
3370
3280
3160
5950
5750
5530
5310
5070
4940
4750
4040
3890
3740
3570
3400
3310
3180
6070
5850
5620
5370
5120
4970
4780
4120
3960
3790
3620
3440
3340
3200
6190
5950
5700
5440
5160
5010
4810
4200
4030
3850
3660
3470
3360
3220
6310
6050
5780
5500
5210
5050
4840
3750
3650
3550
3430
3310
3190
3000
5640
5490
5330
5160
4980
4800
4510
3830
3720
3600
3480
3350
3220
3020
5750
5590
5420
5230
5030
4840
4540
3900
3790
3660
3530
3390
3250
3040
5870
5690
5500
5300
5090
4880
4570
3980
3850
3720
3570
3420
3270
3060
5980
5790
5590
5370
5140
4920
4600
4060
3920
3770
3620
3460
3300
3080
6100
5890
5670
5440
5200
4960
4630
4140
3990
3830
3660
3490
3330
3100
6220
5990
5760
5510
5250
5000
4660
3500
3400
3300
3190
3070
2990
2850
5260
5110
4960
4790
4620
4490
4280
3570
3460
3350
3230
3110
3010
2870
5370
5210
5030
4860
4670
4530
4310
3650
3530
3400
3270
3140
3040
2890
5480
5300
5110
4920
4710
4560
4340
3720
3590
3450
3310
3170
3060
2910
5590
5400
5190
4980
4760
4600
4370
3790
3650
3510
3360
3200
3090
2920
5700
5490
5270
5040
4810
4640
4390
3870
3720
3560
3400
3230
3110
2940
5810
5580
5350
5110
4850
4670
4420
Shape
4
4.5
5
ASD LRFD ASD LRFD ASD LRFD
W40×249
4350
4230
4100
3970
3820
3740
3610
6530
6360
6170
5960
5740
5610
5430
4440
4310
4170
4020
3850
3770
3630
6670
6470
6260
6030
5790
5660
5460
4530
4380
4230
4060
3890
3790
3660
W40×235
4110
4010
3910
3790
3660
3540
3330
6180
6030
5870
5690
5500
5310
5010
4200
4090
3970
3840
3700
3570
3360
6310
6140
5960
5770
5560
5360
5040
W40×215
3720
3620
3520
3400
3280
3210
3100
5600
5450
5280
5110
4930
4820
4660
3800
3690
3570
3440
3310
3230
3120
W40×211
3670
3580
3490
3390
3280
3160
2980
5520
5390
5250
5090
4930
4760
4480
W40×199
3430
3340
3250
3150
3040
2960
2830
5150
5020
4880
4730
4570
4450
4260
ASD
LRFD
Ωb = 1.67 φ b = 0.90
W40
6
6.5
7
ASD LRFD ASD LRFD ASD LRFD
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
8:58 AM
Page 162
3–162
DESIGN OF FLEXURAL MEMBERS
Table 3-19 (continued)
Composite W-Shapes
W40-W36
Shape
W40×183
Fy = 50 ksi
Available Strength in Flexure,
kip-ft
Mp /Ωb φb Mp
kip-ft
PNAc
ASD LRFD
1930 2900 TFL
2
3
4
BFL
6
7
Y 2 b, in.
Y 1a
∑Qn
in.
kip
ASD
LRFD
ASD
0
2670
0.300 2310
0.600 1960
0.900 1600
1.20 1250
4.77
958
9.25
666
2860
2820
2780
2730
2680
2610
2480
4300
4240
4180
4100
4020
3920
3720
2930
2880
2830
2770
2710
2630
2490
2
2.5
LRFD
3
3.5
LRFD
ASD
LRFD
ASD
4400
4330
4250
4160
4070
3950
3750
2990
2940
2880
2810
2740
2650
2510
4500
4410
4320
4220
4110
3990
3770
3060
2990
2920
2850
2770
2680
2530
4600
4500
4400
4280
4160
4030
3800
W40×167
1730
2600
TFL
2
3
4
BFL
6
7
0
2470
0.258 2160
0.515 1860
0.773 1550
1.03 1250
4.95
933
9.82
616
2620
2590
2550
2510
2470
2390
2240
3940
3890
3840
3770
3710
3600
3370
2680
2640
2600
2550
2490
2420
2260
4030
3970
3900
3830
3760
3630
3400
2740
2700
2640
2590
2530
2440
2280
4120
4050
3970
3890
3800
3670
3420
2800
2750
2690
2630
2560
2460
2290
4220
4130
4040
3950
3850
3700
3440
W40×149
1490
2240
TFL 0
2190
2
0.208 1950
3
0.415 1700
4
0.623 1460
BFL 0.830 1210
6
5.15
879
7 10.4
548
2310
2280
2250
2220
2190
2110
1950
3470
3430
3380
3340
3290
3170
2930
2360
2330
2290
2260
2220
2130
1960
3550
3500
3450
3390
3330
3200
2950
2420
2380
2340
2290
2250
2150
1980
3630
3570
3510
3450
3380
3240
2970
2470
2430
2380
2330
2280
2180
1990
3710
3650
3580
3500
3420
3270
2990
W36×302
3190
4800
TFL
2
3
4
BFL
6
7
0
4450
0.420 3750
0.840 3050
1.26 2350
1.68 1640
4.06 1380
6.88 1110
4590
4510
4420
4310
4190
4120
4030
6890
6780
6640
6480
6290
6200
6050
4700
4600
4490
4370
4230
4160
4050
7060
6920
6750
6570
6360
6250
6090
4810
4700
4570
4430
4270
4190
4080
7230
7060
6870
6650
6420
6300
6130
4920
4790
4640
4490
4310
4230
4110
7390
7200
6980
6740
6480
6350
6170
W36×282
2970
4460
TFL
2
3
4
BFL
6
7
0
4150
0.393 3490
0.785 2840
1.18 2190
1.57 1540
4.00 1290
6.84 1040
4250
4180
4090
4000
3890
3830
3740
6390
6280
6150
6010
5840
5760
5620
4350
4270
4170
4050
3930
3860
3760
6540
6410
6260
6090
5900
5800
5660
4460
4350
4240
4110
3970
3890
3790
6700
6540
6370
6170
5960
5850
5690
4560
4440
4310
4160
4000
3930
3810
6850
6670
6470
6260
6020
5900
5730
ASD
LRFD
Ωb = 1.67
φ b = 0.90
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
8:58 AM
Page 163
COMPOSITE BEAM SELECTION TABLES
3–163
Table 3-19 (continued)
Fy = 50 ksi
Composite W-Shapes
Available Strength in Flexure,
kip-ft
4900
4760
4620
4460
4300
4130
3870
Y 2 b, in.
5.5
ASD LRFD
3320 5000
3220 4850
3120 4690
3010 4520
2890 4350
2770 4170
2590 3900
3390
3280
3170
3050
2920
2800
2610
5100
4930
4760
4580
4400
4200
3920
3460
3340
3220
3090
2960
2820
2630
5200
5020
4840
4640
4440
4240
3950
3520
3400
3270
3130
2990
2850
2640
5300
5110
4910
4700
4490
4280
3970
4490
4380
4250
4120
3990
3810
3510
3050
2970
2880
2780
2690
2560
2350
4580
4460
4320
4180
4040
3840
3540
3110
3020
2920
2820
2720
2580
2370
4680
4540
4390
4240
4080
3880
3560
3170
3070
2970
2860
2750
2600
2380
4770
4620
4460
4300
4130
3910
3580
3240
3130
3020
2900
2780
2630
2400
4860
4700
4530
4360
4180
3950
3600
3880
3790
3700
3610
3520
3340
3030
2630 3960
2570 3860
2510 3770
2440 3670
2370 3560
2240 3370
2030 3050
2690
2620
2550
2480
2400
2260
2040
4040
3940
3830
3720
3610
3400
3070
2740
2670
2590
2510
2430
2290
2060
4120
4010
3890
3780
3650
3430
3090
2800
2720
2630
2550
2460
2310
2070
4200
4080
3960
3830
3700
3470
3110
2850
2770
2680
2580
2490
2330
2090
4290
4160
4020
3880
3740
3500
3130
5140
4980
4800
4600
4390
4300
4160
7730
7480
7210
6920
6600
6460
6260
5250
5070
4870
4660
4430
4330
4190
7890
7620
7320
7010
6660
6510
6300
5360
5160
4950
4720
4470
4370
4220
8060
7760
7440
7090
6730
6560
6340
5470
5260
5020
4780
4520
4400
4250
8230
7900
7550
7180
6790
6610
6380
5580
5350
5100
4840
4560
4430
4270
8390
8040
7670
7270
6850
6670
6420
5700
5440
5180
4900
4600
4470
4300
8560
8180
7780
7360
6910
6720
6470
4770
4610
4450
4270
4080
3990
3870
7170
6940
6690
6420
6130
6000
5810
4870
4700
4520
4330
4120
4020
3890
7320
7070
6790
6500
6190
6050
5850
4970
4790
4590
4380
4160
4050
3920
7480
7200
6900
6580
6250
6090
5890
5080
4880
4660
4440
4200
4090
3940
7630
7330
7010
6670
6310
6140
5930
5180
4960
4730
4490
4230
4120
3970
7790
7460
7110
6750
6360
6190
5970
5280
5050
4800
4540
4270
4150
4000
7940
7590
7220
6830
6420
6240
6010
Shape
4
4.5
5
ASD LRFD ASD LRFD ASD LRFD
W40×183
3130
3050
2970
2890
2800
2700
2540
4700
4590
4470
4340
4210
4060
3820
3190
3110
3020
2930
2830
2730
2560
4800
4670
4540
4400
4260
4100
3850
3260
3170
3070
2970
2860
2750
2580
W40×167
2870
2800
2740
2670
2590
2490
2310
4310
4210
4110
4010
3900
3740
3470
2930
2860
2780
2710
2620
2510
2320
4400
4290
4180
4070
3940
3770
3490
2990
2910
2830
2740
2650
2530
2340
W40×149
2520
2470
2420
2370
2310
2200
2000
3790
3720
3640
3560
3470
3300
3010
2580
2520
2460
2400
2340
2220
2020
W36×302
5030
4880
4720
4540
4350
4260
4140
7560
7340
7090
6830
6540
6410
6220
W36×282
4660
4530
4380
4220
4040
3960
3840
7010
6810
6580
6340
6080
5950
5770
ASD
LRFD
Ωb = 1.67 φ b = 0.90
W40-W36
6
6.5
7
ASD LRFD ASD LRFD ASD LRFD
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
8:58 AM
Page 164
3–164
DESIGN OF FLEXURAL MEMBERS
Table 3-19 (continued)
Composite W-Shapes
W36
Shape
W36×262
Fy = 50 ksi
Available Strength in Flexure,
kip-ft
Mp /Ωb φb Mp
kip-ft
PNAc
ASD LRFD
2740 4130 TFL
2
3
4
BFL
6
7
Y2b, in.
Y 1a
∑Qn
in.
kip
ASD
LRFD
ASD
0
0.360
0.720
1.08
1.44
3.96
6.96
3860
3260
2660
2070
1470
1220
965
3940
3870
3800
3710
3610
3560
3460
5920
5820
5710
5580
5430
5350
5210
4040
3960
3860
3760
3650
3590
3490
2
2.5
LRFD
3
3.5
LRFD
ASD
LRFD
ASD
6070
5940
5810
5660
5490
5390
5240
4130
4040
3930
3820
3690
3620
3510
6210
6070
5910
5730
5540
5440
5280
4230
4120
4000
3870
3720
3650
3540
6350
6190
6010
5810
5600
5480
5310
W36×256
2590
3900
TFL
2
3
4
BFL
6
7
0
0.433
0.865
1.30
1.73
5.18
8.90
3770
3240
2710
2180
1650
1300
941
3890
3830
3760
3680
3590
3490
3330
5850
5760
5650
5530
5390
5250
5010
3980
3910
3830
3730
3630
3520
3350
5990
5880
5750
5610
5450
5300
5040
4080
3990
3900
3790
3670
3560
3380
6130
6000
5860
5690
5520
5350
5080
4170
4070
3960
3840
3710
3590
3400
6270
6120
5960
5780
5580
5390
5110
W36×247
2570
3860
TFL
2
3
4
BFL
6
7
0
0.338
0.675
1.01
1.35
3.95
7.02
3630
3070
2510
1950
1400
1150
906
3680
3620
3550
3470
3380
3330
3240
5530
5440
5340
5220
5090
5000
4860
3770
3700
3610
3520
3420
3360
3260
5670
5560
5430
5290
5140
5050
4900
3860
3770
3680
3570
3450
3390
3280
5800
5670
5530
5360
5190
5090
4930
3950
3850
3740
3620
3490
3410
3300
5940
5790
5620
5440
5240
5130
4970
W36×232
2340
3510
TFL
2
3
4
BFL
6
7
0
0.393
0.785
1.18
1.57
5.04
8.78
3400
2930
2450
1980
1500
1180
850
3490
3430
3370
3300
3220
3140
2990
5240
5160
5070
4960
4840
4720
4500
3570
3510
3430
3350
3260
3170
3010
5370
5270
5160
5040
4900
4760
4530
3660
3580
3500
3400
3300
3200
3040
5500
5380
5250
5110
4960
4810
4560
3740
3650
3560
3450
3330
3230
3060
5620
5490
5350
5190
5010
4850
4590
W36×231
2400
3610
TFL
2
3
4
BFL
6
7
0
0.315
0.630
0.945
1.26
3.88
7.03
3410
2890
2370
1850
1330
1090
853
3450
3390
3330
3250
3170
3120
3030
5180
5090
5000
4890
4770
4690
4560
3530
3460
3380
3300
3210
3150
3050
5310
5200
5090
4960
4820
4730
4590
3620
3530
3440
3350
3240
3170
3070
5430
5310
5180
5030
4870
4770
4620
3700
3610
3500
3390
3270
3200
3090
5560
5420
5270
5100
4920
4810
4650
ASD
LRFD
Ωb = 1.67
φ b = 0.90
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
8:58 AM
Page 165
COMPOSITE BEAM SELECTION TABLES
3–165
Table 3-19 (continued)
Fy = 50 ksi
Composite W-Shapes
Available Strength in Flexure,
kip-ft
6790
6560
6310
6040
5760
5620
5420
Y 2 b, in.
5.5
ASD LRFD
4610 6930
4440 6680
4260 6410
4070 6120
3870 5820
3770 5670
3630 5460
4710
4530
4330
4120
3910
3800
3660
7080
6800
6510
6200
5870
5710
5490
4810
4610
4400
4180
3940
3830
3680
7220
6920
6610
6280
5930
5760
5530
4900
4690
4460
4230
3980
3860
3700
7370
7050
6710
6350
5980
5800
5570
4450
4320
4170
4010
3830
3690
3470
6690
6490
6260
6020
5760
5540
5220
4550
4400
4230
4060
3880
3720
3500
6830
6610
6360
6100
5830
5590
5250
4640
4480
4300
4120
3920
3750
3520
6970
6730
6470
6190
5890
5640
5290
4730
4560
4370
4170
3960
3780
3540
7120
6850
6570
6270
5950
5690
5320
4830
4640
4440
4220
4000
3820
3570
7260
6970
6670
6350
6010
5740
5360
6210
6020
5810
5580
5350
5220
5030
4220
4080
3930
3760
3590
3500
3370
6350
6130
5900
5660
5400
5260
5070
4310
4160
3990
3810
3630
3530
3390
6480
6250
6000
5730
5450
5300
5100
4400
4230
4050
3860
3660
3560
3420
6620
6360
6090
5800
5510
5350
5140
4500
4310
4110
3910
3700
3590
3440
6760
6480
6180
5880
5560
5390
5170
4590
4390
4180
3960
3730
3620
3460
6890
6590
6280
5950
5610
5430
5200
3910
3800
3680
3550
3410
3290
3100
5880
5710
5530
5330
5120
4940
4660
4000
3870
3740
3600
3450
3310
3120
6010
5820
5620
5410
5180
4980
4690
4080
3950
3800
3650
3480
3340
3140
6130
5930
5710
5480
5240
5030
4720
4170
4020
3860
3700
3520
3370
3160
6260
6040
5800
5560
5290
5070
4750
4250
4090
3920
3750
3560
3400
3180
6390
6150
5900
5630
5350
5110
4790
4330
4160
3980
3800
3600
3430
3210
6520
6260
5990
5710
5410
5160
4820
3870
3750
3620
3480
3340
3260
3140
5820
5640
5440
5240
5020
4890
4720
3960
3820
3680
3530
3370
3280
3160
5950
5750
5530
5310
5070
4930
4750
4040
3890
3740
3580
3410
3310
3180
6070
5850
5620
5380
5120
4980
4780
4130
3970
3800
3620
3440
3340
3200
6200
5960
5710
5440
5170
5020
4810
4210
4040
3860
3670
3470
3360
3220
6330
6070
5800
5510
5220
5060
4840
4300
4110
3920
3720
3500
3390
3240
6460
6180
5890
5580
5270
5100
4880
Shape
4
4.5
5
ASD LRFD ASD LRFD ASD LRFD
W36×262
4320
4200
4060
3920
3760
3680
3560
6500
6310
6110
5890
5650
5530
5350
4420
4280
4130
3970
3800
3710
3580
6640
6430
6210
5970
5710
5570
5390
4520
4360
4200
4020
3830
3740
3610
W36×256
4260
4150
4030
3900
3750
3620
3420
6410
6240
6060
5860
5640
5440
5150
4360
4230
4100
3950
3790
3650
3450
6550
6360
6160
5940
5700
5490
5180
W36×247
4040
3930
3800
3670
3520
3440
3330
6080
5900
5710
5510
5300
5170
5000
4130
4000
3860
3720
3560
3470
3350
W36×232
3830
3730
3620
3500
3370
3260
3080
5750
5600
5440
5260
5070
4890
4630
W36×231
3790
3680
3560
3440
3310
3230
3120
5690
5530
5350
5170
4970
4850
4680
ASD
LRFD
Ωb = 1.67 φ b = 0.90
W36
6
6.5
7
ASD LRFD ASD LRFD ASD LRFD
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
8:59 AM
Page 166
3–166
DESIGN OF FLEXURAL MEMBERS
Table 3-19 (continued)
Composite W-Shapes
W36
Shape
W36×210
Fy = 50 ksi
Available Strength in Flexure,
kip-ft
Mp /Ωb φb Mp
kip-ft
PNAc
ASD LRFD
2080 3120 TFL
2
3
4
BFL
6
7
Y 2 b, in.
Y 1a
∑Qn
in.
kip
ASD
LRFD
ASD
0
0.340
0.680
1.02
1.36
5.04
9.03
3100
2680
2270
1850
1440
1100
774
3140
3100
3050
2990
2920
2840
2690
4720
4660
4580
4490
4390
4260
4040
3220
3160
3100
3030
2960
2860
2710
2
2.5
LRFD
3
3.5
LRFD
ASD
LRFD
ASD
4840
4760
4660
4560
4440
4300
4070
3300
3230
3160
3080
2990
2890
2730
4960
4860
4750
4630
4500
4350
4100
3370
3300
3220
3130
3030
2920
2750
5070
4960
4830
4700
4550
4390
4130
W36×194
1910
2880
TFL
2
3
4
BFL
6
7
0
0.315
0.630
0.945
1.26
4.93
8.94
2850
2470
2090
1710
1330
1020
713
2880
2840
2790
2740
2680
2600
2470
4330
4270
4200
4120
4030
3910
3710
2950
2900
2840
2780
2710
2630
2480
4440
4360
4270
4180
4080
3950
3730
3020
2960
2900
2820
2750
2650
2500
4540
4450
4350
4240
4130
3990
3760
3090
3020
2950
2870
2780
2680
2520
4650
4540
4430
4310
4180
4030
3790
W36×182
1790
2690
TFL
2
3
4
BFL
6
7
0
0.295
0.590
0.885
1.18
4.89
8.91
2680
2320
1970
1610
1250
961
670
2690
2660
2610
2560
2510
2440
2310
4050
3990
3930
3850
3770
3670
3470
2760
2710
2660
2600
2540
2460
2330
4150
4080
4000
3910
3820
3700
3500
2830
2770
2710
2640
2570
2490
2340
4250
4170
4070
3970
3870
3740
3520
2900
2830
2760
2680
2600
2510
2360
4350
4250
4150
4040
3910
3770
3550
W36×170
1670
2510
TFL
2
3
4
BFL
6
7
0
0.275
0.550
0.825
1.10
4.83
8.91
2500
2170
1840
1510
1180
903
625
2510
2470
2430
2390
2340
2270
2150
3770
3720
3660
3590
3520
3420
3230
2570
2530
2480
2430
2370
2300
2170
3860
3800
3730
3650
3560
3450
3250
2630
2580
2520
2460
2400
2320
2180
3960
3880
3790
3700
3600
3480
3280
2690
2630
2570
2500
2430
2340
2200
4050
3960
3860
3760
3650
3520
3300
W36×160
1560
2340
TFL
2
3
4
BFL
6
7
0
0.255
0.510
0.765
1.02
4.82
8.96
2350
2040
1740
1430
1130
857
588
2350
2310
2280
2240
2190
2130
2010
3530
3480
3420
3360
3290
3200
3020
2400
2360
2320
2270
2220
2150
2020
3610
3550
3490
3410
3340
3230
3040
2460
2410
2360
2310
2250
2170
2040
3700
3630
3550
3470
3380
3260
3060
2520
2470
2410
2340
2280
2190
2050
3790
3710
3620
3520
3420
3290
3080
ASD
LRFD
Ωb = 1.67
φ b = 0.90
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
8:59 AM
Page 167
COMPOSITE BEAM SELECTION TABLES
3–167
Table 3-19 (continued)
Fy = 50 ksi
Composite W-Shapes
Available Strength in Flexure,
kip-ft
5420
5260
5090
4910
4710
4510
4210
Y 2 b, in.
5.5
ASD LRFD
3680 5540
3570 5360
3440 5170
3310 4980
3170 4770
3030 4550
2820 4240
3760
3630
3500
3360
3210
3060
2840
5650
5460
5260
5040
4820
4590
4270
3840
3700
3550
3400
3240
3080
2860
5770
5560
5340
5110
4880
4640
4300
3920
3770
3610
3450
3280
3110
2880
5880
5660
5430
5180
4930
4680
4330
3310
3210
3100
2990
2880
2760
2570
4970
4820
4670
4500
4330
4140
3870
3380
3270
3160
3040
2910
2780
2590
5080
4910
4740
4560
4380
4180
3900
3450
3330
3210
3080
2940
2810
2610
5180
5010
4820
4630
4430
4220
3920
3520
3390
3260
3120
2980
2830
2630
5290
5100
4900
4690
4480
4260
3950
3590
3450
3310
3160
3010
2860
2640
5400
5190
4980
4760
4530
4300
3980
4550
4430
4300
4160
4010
3850
3600
3100
3000
2910
2810
2700
2580
2410
4650
4520
4370
4220
4050
3880
3620
3160
3060
2960
2850
2730
2610
2430
4750
4600
4440
4280
4100
3920
3650
3230
3120
3010
2890
2760
2630
2440
4850
4690
4520
4340
4150
3950
3670
3300
3180
3050
2930
2790
2650
2460
4950
4780
4590
4400
4190
3990
3700
3360
3240
3110
2970
2820
2680
2480
5060
4860
4660
4460
4240
4030
3720
2820
2740
2660
2580
2490
2390
2230
4240
4120
4000
3870
3740
3580
3350
2880
2800
2710
2610
2520
2410
2240
4330
4200
4070
3930
3780
3620
3370
2940
2850
2750
2650
2550
2430
2260
4430
4290
4140
3990
3830
3650
3400
3010
2910
2800
2690
2580
2450
2270
4520
4370
4210
4040
3870
3690
3420
3070
2960
2850
2730
2600
2480
2290
4610
4450
4280
4100
3910
3720
3440
3130
3010
2890
2770
2630
2500
2310
4710
4530
4350
4160
3960
3750
3470
2640
2570
2490
2410
2330
2230
2080
3970
3860
3750
3630
3510
3360
3130
2700
2620
2540
2450
2360
2260
2100
4050
3940
3810
3680
3550
3390
3150
2760
2670
2580
2490
2390
2280
2110
4140
4010
3880
3740
3590
3420
3170
2810
2720
2620
2520
2420
2300
2130
4230
4090
3940
3790
3630
3450
3190
2870
2770
2670
2560
2450
2320
2140
4320
4170
4010
3840
3680
3490
3220
2930
2820
2710
2590
2470
2340
2150
4410
4240
4070
3900
3720
3520
3240
Shape
4
4.5
5
ASD LRFD ASD LRFD ASD LRFD
W36×210
3450
3370
3270
3170
3060
2950
2760
5190
5060
4920
4770
4610
4430
4160
3530
3430
3330
3220
3100
2970
2780
5300
5160
5000
4840
4660
4470
4180
3610
3500
3390
3260
3140
3000
2800
W36×194
3160
3090
3000
2910
2810
2710
2540
4760
4640
4510
4370
4230
4070
3810
3240
3150
3050
2950
2840
2730
2560
4860
4730
4590
4440
4280
4100
3840
W36×182
2960
2890
2810
2720
2630
2530
2380
4450
4340
4220
4100
3960
3810
3570
3030
2950
2860
2760
2670
2560
2390
W36×170
2760
2690
2620
2540
2460
2360
2210
4140
4040
3930
3820
3690
3550
3320
W36×160
2580
2520
2450
2380
2300
2210
2070
3880
3780
3680
3580
3460
3330
3110
ASD
LRFD
Ωb = 1.67 φ b = 0.90
W36
6
6.5
7
ASD LRFD ASD LRFD ASD LRFD
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
8:59 AM
Page 168
3–168
DESIGN OF FLEXURAL MEMBERS
Table 3-19 (continued)
Composite W-Shapes
W36-W33
Shape
W36×150
Fy = 50 ksi
Available Strength in Flexure,
kip-ft
Mp /Ωb φb Mp
kip-ft
PNAc
ASD LRFD
1450 2180 TFL
2
3
4
BFL
6
7
Y2b, in.
Y1a
∑Qn
in.
kip
ASD
LRFD
ASD
0
0.235
0.470
0.705
0.940
4.82
9.09
2220
1930
1650
1370
1090
820
554
2210
2180
2140
2110
2070
2000
1880
3310
3270
3220
3160
3110
3010
2830
2260
2220
2180
2140
2090
2020
1900
2
2.5
LRFD
3
3.5
LRFD
ASD
LRFD
ASD
3400
3340
3280
3220
3150
3040
2850
2320
2270
2220
2170
2120
2040
1910
3480
3410
3340
3270
3190
3070
2870
2370
2320
2270
2210
2150
2060
1930
3560
3490
3410
3320
3230
3100
2890
W36×135
1270
1910
TFL
2
3
4
BFL
6
7
0
0.198
0.395
0.593
0.790
4.92
9.49
2000
1760
1520
1280
1050
773
499
1970
1950
1920
1890
1860
1790
1670
2960
2930
2880
2840
2790
2700
2510
2020
1990
1960
1920
1880
1810
1680
3040
2990
2940
2890
2830
2720
2530
2070
2030
2000
1950
1910
1830
1690
3110
3060
3000
2940
2870
2750
2540
2120
2080
2030
1990
1940
1850
1710
3190
3120
3060
2980
2910
2780
2560
W33×221
2140
3210
TFL
2
3
4
BFL
6
7
0
0.320
0.640
0.960
1.28
3.67
6.42
3270
2760
2250
1750
1240
1030
816
3090
3030
2970
2900
2820
2770
2700
4640
4560
4460
4360
4240
4170
4060
3170
3100
3030
2940
2850
2800
2720
4760
4660
4550
4420
4290
4210
4090
3250
3170
3080
2990
2880
2830
2740
4890
4770
4630
4490
4330
4250
4120
3330
3240
3140
3030
2910
2850
2760
5010
4870
4720
4560
4380
4290
4150
W33×201
1930
2900
TFL
2
3
4
BFL
6
7
0
0.288
0.575
0.863
1.15
3.65
6.52
2960
2500
2050
1600
1150
944
739
2780
2730
2680
2620
2550
2500
2430
4180
4110
4020
3930
3830
3760
3650
2850
2790
2730
2660
2580
2530
2450
4290
4200
4100
3990
3870
3800
3680
2930
2860
2780
2700
2600
2550
2470
4400
4290
4180
4050
3920
3830
3710
3000
2920
2830
2740
2630
2570
2490
4510
4390
4250
4110
3960
3870
3740
W33×169
1570
2360
TFL
2
3
4
BFL
6
7
0
0.305
0.610
0.915
1.22
4.28
7.66
2480
2120
1770
1420
1070
845
619
2330
2300
2250
2210
2150
2100
2010
3510
3450
3390
3310
3230
3150
3020
2400
2350
2300
2240
2180
2120
2020
3600
3530
3450
3370
3270
3190
3040
2460
2400
2340
2280
2200
2140
2040
3690
3610
3520
3420
3310
3220
3070
2520
2460
2390
2310
2230
2160
2060
3790
3690
3590
3470
3350
3250
3090
ASD
LRFD
Ωb = 1.67
φ b = 0.90
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
8:59 AM
Page 169
COMPOSITE BEAM SELECTION TABLES
3–169
Table 3-19 (continued)
Fy = 50 ksi
Composite W-Shapes
Available Strength in Flexure,
kip-ft
3810
3700
3590
3470
3350
3200
2960
Y 2 b, in.
5.5
ASD LRFD
2590 3900
2510 3780
2430 3650
2340 3520
2260 3390
2150 3230
1980 2980
2650
2560
2470
2380
2280
2170
1990
3980
3850
3710
3580
3430
3260
3000
2700
2610
2510
2410
2310
2190
2010
4060
3920
3780
3630
3470
3290
3020
2760
2660
2550
2450
2340
2210
2020
4140
3990
3840
3680
3510
3320
3040
2270
2210
2150
2080
2010
1910
1740
3410
3320
3230
3130
3030
2870
2620
2320
2250
2180
2110
2040
1930
1750
3490
3390
3280
3180
3070
2900
2640
2370
2300
2220
2150
2070
1950
1770
3560
3450
3340
3220
3110
2930
2660
2420
2340
2260
2180
2090
1970
1780
3640
3520
3400
3270
3150
2960
2670
2470
2380
2300
2210
2120
1990
1790
3710
3580
3450
3320
3190
2990
2690
5250
5080
4890
4690
4470
4360
4210
3580
3450
3310
3160
3010
2930
2820
5380
5180
4970
4750
4520
4400
4240
3660
3510
3360
3210
3040
2950
2840
5500
5280
5060
4820
4570
4440
4270
3740
3580
3420
3250
3070
2980
2860
5620
5390
5140
4880
4610
4480
4300
3820
3650
3480
3290
3100
3010
2880
5740
5490
5220
4950
4660
4520
4330
3900
3720
3530
3340
3130
3030
2900
5860
5590
5310
5010
4710
4560
4360
3150
3040
2930
2810
2690
2620
2520
4730
4570
4410
4230
4040
3940
3790
3220
3110
2980
2850
2720
2640
2540
4840
4670
4480
4290
4090
3980
3820
3300
3170
3030
2890
2750
2670
2560
4950
4760
4560
4350
4130
4010
3850
3370
3230
3090
2930
2780
2690
2580
5060
4860
4640
4410
4170
4050
3880
3440
3290
3140
2970
2810
2720
2600
5170
4950
4720
4470
4220
4080
3900
3520
3360
3190
3010
2830
2740
2620
5290
5040
4790
4530
4260
4120
3930
2640
2560
2470
2380
2290
2200
2090
3970
3850
3720
3580
3430
3310
3140
2700
2610
2520
2420
2310
2230
2100
4070
3930
3790
3630
3470
3350
3160
2770
2670
2560
2450
2340
2250
2120
4160
4010
3850
3690
3510
3380
3180
2830
2720
2610
2490
2370
2270
2130
4250
4090
3920
3740
3550
3410
3210
2890
2770
2650
2520
2390
2290
2150
4340
4170
3990
3790
3600
3440
3230
2950
2830
2700
2560
2420
2310
2160
4440
4250
4050
3850
3640
3470
3250
Shape
4
4.5
5
ASD LRFD ASD LRFD ASD LRFD
W36×150
2430
2370
2310
2240
2170
2080
1940
3650
3560
3470
3370
3270
3130
2910
2480
2420
2350
2280
2200
2100
1950
3730
3630
3530
3420
3310
3160
2940
2540
2460
2390
2310
2230
2130
1970
W36×135
2170
2120
2070
2020
1960
1870
1720
3260
3190
3110
3030
2950
2810
2580
2220
2170
2110
2050
1990
1890
1730
3340
3250
3170
3080
2990
2840
2600
W33×221 3410
3310
3200
3070
2940
2880
2780
5130
4970
4800
4620
4430
4320
4180
3490
3380
3250
3120
2980
2900
2800
W33×201 3070
2980
2880
2770
2660
2600
2500
4620
4480
4330
4170
4000
3900
3760
W33×169 2580
2510
2430
2350
2260
2180
2070
3880
3770
3650
3530
3390
3280
3110
ASD
LRFD
Ωb = 1.67 φ b = 0.90
W36-W33
6
6.5
7
ASD LRFD ASD LRFD ASD LRFD
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
8:59 AM
Page 170
3–170
DESIGN OF FLEXURAL MEMBERS
Table 3-19 (continued)
Composite W-Shapes
W33-W30
Shape
W33×152
Fy = 50 ksi
Available Strength in Flexure,
kip-ft
Mp /Ωb φb Mp
kip-ft
PNAc
ASD LRFD
1390 2100 TFL
2
3
4
BFL
6
7
Y 2 b, in.
Y 1a
∑Qn
in.
kip
ASD
LRFD
ASD
0
0.265
0.530
0.795
1.06
4.34
7.91
2250
1940
1630
1320
1020
788
561
2100
2070
2030
1990
1950
1890
1800
3160
3110
3050
2990
2920
2850
2710
2160
2120
2070
2020
1970
1910
1820
2
2.5
LRFD
3
3.5
LRFD
ASD
LRFD
ASD
3240
3180
3110
3040
2960
2870
2730
2210
2160
2110
2060
2000
1930
1830
3330
3250
3170
3090
3000
2900
2750
2270
2210
2150
2090
2020
1950
1840
3410
3330
3240
3140
3040
2930
2770
W33×141
1280
1930
TFL
2
3
4
BFL
6
7
0
0.240
0.480
0.720
0.960
4.34
8.08
2080
1800
1520
1250
971
745
519
1930
1900
1870
1830
1790
1740
1650
2900
2860
2810
2760
2700
2620
2480
1980
1950
1910
1860
1820
1760
1660
2980
2930
2870
2800
2730
2650
2500
2030
1990
1950
1900
1840
1780
1680
3060
2990
2920
2850
2770
2680
2520
2090
2040
1980
1930
1870
1800
1690
3140
3060
2980
2900
2810
2700
2540
W33×130
1170
1750
TFL
2
3
4
BFL
6
7
0
0.214
0.428
0.641
0.855
4.39
8.30
1920
1670
1420
1180
932
705
479
1770
1750
1720
1690
1650
1600
1510
2660
2630
2580
2540
2490
2410
2270
1820
1790
1750
1720
1680
1620
1520
2740
2690
2640
2580
2520
2440
2290
1870
1830
1790
1750
1700
1640
1530
2810
2750
2690
2620
2560
2460
2300
1920
1870
1820
1780
1720
1660
1540
2880
2810
2740
2670
2590
2490
2320
W33×118
1040
1560
TFL
2
3
4
BFL
6
7
0
0.185
0.370
0.555
0.740
4.47
8.56
1740
1520
1310
1100
884
659
434
1600
1580
1550
1520
1500
1450
1350
2400
2370
2330
2290
2250
2170
2030
1640
1610
1580
1550
1520
1460
1360
2470
2420
2380
2330
2280
2200
2050
1680
1650
1620
1580
1540
1480
1370
2530
2480
2430
2370
2320
2220
2060
1730
1690
1650
1610
1560
1500
1380
2600
2540
2480
2420
2350
2250
2080
W30×116
943
1420
TFL
2
3
4
BFL
6
7
0
0.213
0.425
0.638
0.850
3.98
7.43
1710
1490
1260
1040
818
623
428
1450
1430
1400
1370
1340
1300
1230
2180
2150
2110
2060
2020
1960
1840
1490
1460
1430
1400
1360
1320
1240
2240
2200
2150
2100
2050
1980
1860
1540
1500
1460
1430
1380
1330
1250
2310
2260
2200
2140
2080
2000
1870
1580
1540
1500
1450
1400
1350
1260
2370
2310
2250
2180
2110
2030
1890
ASD
LRFD
Ωb = 1.67
φ b = 0.90
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
8:59 AM
Page 171
COMPOSITE BEAM SELECTION TABLES
3–171
Table 3-19 (continued)
Fy = 50 ksi
Composite W-Shapes
Available Strength in Flexure,
kip-ft
W33-W30
W33×152 2320
2260
2190
2120
2050
1970
1860
3490
3400
3300
3190
3080
2960
2790
2380
2310
2230
2160
2070
1990
1870
3580
3470
3360
3240
3110
2990
2810
2440
2360
2280
2190
2100
2010
1890
3660
3540
3420
3290
3150
3020
2830
Y 2 b, in.
5.5
ASD LRFD
2490 3750
2410 3620
2320 3480
2220 3340
2120 3190
2030 3050
1900 2850
W33×141 2140
2080
2020
1960
1890
1820
1700
3210
3130
3040
2940
2840
2730
2560
2190
2130
2060
1990
1920
1840
1720
3290
3200
3100
2990
2880
2760
2580
2240
2170
2100
2020
1940
1850
1730
3370
3260
3150
3040
2920
2790
2600
2290
2220
2140
2050
1960
1870
1740
3450
3330
3210
3080
2950
2820
2620
2350
2260
2170
2080
1990
1890
1750
3520
3400
3270
3130
2990
2840
2640
2400
2310
2210
2110
2010
1910
1770
3600
3470
3320
3180
3020
2870
2660
2450
2350
2250
2140
2040
1930
1780
3680
3530
3380
3220
3060
2900
2680
W33×130 1960
1910
1860
1800
1750
1670
1560
2950
2880
2800
2710
2630
2510
2340
2010
1960
1900
1830
1770
1690
1570
3020
2940
2850
2760
2660
2540
2360
2060
2000
1930
1860
1790
1710
1580
3100
3000
2900
2800
2690
2570
2370
2110
2040
1970
1890
1820
1730
1590
3170
3060
2960
2850
2730
2590
2390
2150
2080
2000
1920
1840
1740
1600
3240
3130
3010
2890
2760
2620
2410
2200
2120
2040
1950
1860
1760
1620
3310
3190
3060
2930
2800
2650
2430
2250
2160
2070
1980
1890
1780
1630
3380
3250
3120
2980
2830
2670
2450
W33×118 1770
1730
1680
1630
1580
1510
1390
2660
2600
2530
2460
2380
2270
2100
1810
1760
1710
1660
1610
1530
1410
2730
2650
2580
2500
2420
2300
2110
1860
1800
1750
1690
1630
1550
1420
2790
2710
2630
2540
2450
2320
2130
1900
1840
1780
1720
1650
1560
1430
2860
2770
2670
2580
2480
2350
2140
1940
1880
1810
1740
1670
1580
1440
2920
2820
2720
2620
2510
2370
2160
1990
1920
1850
1770
1700
1590
1450
2990
2880
2770
2660
2550
2400
2180
2030
1950
1880
1800
1720
1610
1460
3050
2940
2820
2700
2580
2420
2190
W30×116 1620
1580
1530
1480
1420
1360
1270
2440
2370
2300
2220
2140
2050
1910
1660
1610
1560
1500
1440
1380
1280
2500
2420
2340
2260
2170
2070
1920
1710
1650
1590
1530
1470
1390
1290
2570
2480
2390
2300
2200
2100
1940
1750
1690
1620
1550
1490
1410
1300
2630
2540
2440
2340
2230
2120
1950
1790
1720
1650
1580
1510
1430
1310
2690
2590
2490
2380
2260
2140
1970
1830
1760
1680
1610
1530
1440
1320
2760
2650
2530
2410
2290
2170
1990
1880
1800
1720
1630
1550
1460
1330
2820
2700
2580
2450
2320
2190
2000
Shape
ASD
4
4.5
5
ASD LRFD ASD LRFD ASD LRFD
LRFD
Ωb = 1.67 φ b = 0.90
6
6.5
7
ASD LRFD ASD LRFD ASD LRFD
2550
2450
2360
2250
2150
2050
1910
3830
3690
3540
3390
3230
3080
2880
2600
2500
2400
2290
2170
2070
1930
3910
3760
3600
3440
3270
3110
2900
2660
2550
2440
2320
2200
2090
1940
4000
3830
3660
3490
3310
3140
2920
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
8:59 AM
Page 172
3–172
DESIGN OF FLEXURAL MEMBERS
Table 3-19 (continued)
Composite W-Shapes
W30-W27
Shape
W30×108
Fy = 50 ksi
Available Strength in Flexure,
kip-ft
Mp /Ωb φb Mp
kip-ft
PNAc
ASD LRFD
863 1300 TFL
2
3
4
BFL
6
7
Y 2 b, in.
Y 1a
∑Qn
in.
kip
ASD
LRFD
ASD
0
1590
0.190 1390
0.380 1190
0.570 987
0.760 787
4.04
592
7.63
396
1340
1320
1290
1270
1240
1200
1120
2010
1980
1940
1910
1870
1800
1690
1380
1350
1320
1290
1260
1210
1130
2
2.5
LRFD
3
3.5
LRFD
ASD
LRFD
ASD
2070
2030
1990
1940
1900
1830
1700
1420
1380
1350
1320
1280
1230
1140
2130
2080
2030
1980
1930
1850
1720
1460
1420
1380
1340
1300
1240
1150
2190
2130
2080
2020
1960
1870
1730
W30×99
778
1170
TFL
2
3
4
BFL
6
7
0
1450
0.168 1270
0.335 1100
0.503 922
0.670 747
4.19
555
7.88
363
1220
1200
1180
1160
1140
1100
1020
1830
1800
1780
1740
1710
1650
1530
1260
1230
1210
1180
1160
1110
1030
1890
1850
1820
1780
1740
1670
1540
1290
1260
1240
1210
1170
1120
1040
1940
1900
1860
1810
1770
1690
1560
1330
1300
1260
1230
1190
1140
1050
2000
1950
1900
1850
1790
1710
1570
W30×90
706
1060
TFL
2
3
4
BFL
6
7
0
1320
0.153 1160
0.305 998
0.458 839
0.610 681
4.01
505
7.76
329
1100
1080
1070
1050
1030
989
920
1650
1630
1600
1570
1540
1490
1380
1130
1110
1090
1070
1040
1000
928
1700
1670
1640
1600
1570
1510
1400
1160
1140
1110
1090
1060
1010
937
1750
1710
1680
1640
1590
1530
1410
1200
1170
1140
1110
1080
1030
945
1800
1760
1710
1670
1620
1540
1420
W27×102
761
1140
TFL
2
3
4
BFL
6
7
0
1500
0.208 1290
0.415 1090
0.623 878
0.830 670
3.40
523
6.27
375
1160
1140
1120
1090
1060
1030
984
1750
1720
1680
1640
1600
1550
1480
1200
1170
1150
1110
1080
1050
993
1810
1770
1720
1670
1620
1570
1490
1240
1210
1170
1140
1100
1060
1000
1860
1810
1760
1710
1650
1590
1510
1280
1240
1200
1160
1110
1070
1010
1920
1860
1800
1740
1670
1610
1520
W27×94
694
1040
TFL
2
3
4
BFL
6
7
0
1380
0.186 1190
0.373 1010
0.559 821
0.745 635
3.45
490
6.41
345
1060
1040
1020
1000
976
947
897
1600
1570
1540
1500
1470
1420
1350
1100
1070
1050
1020
992
959
905
1650
1610
1580
1530
1490
1440
1360
1130
1100
1070
1040
1010
971
914
1700
1660
1610
1570
1510
1460
1370
1170
1130
1100
1060
1020
983
922
1750
1700
1650
1600
1540
1480
1390
ASD
LRFD
Ωb = 1.67
φ b = 0.90
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
9:00 AM
Page 173
COMPOSITE BEAM SELECTION TABLES
3–173
Table 3-19 (continued)
Fy = 50 ksi
Composite W-Shapes
Available Strength in Flexure,
kip-ft
W30-W27
W30×108 1490
1450
1410
1370
1320
1260
1160
2250
2190
2120
2050
1980
1890
1750
1530
1490
1440
1390
1340
1270
1170
2310
2240
2170
2090
2010
1910
1760
1570
1520
1470
1420
1360
1290
1180
2370
2290
2210
2130
2040
1940
1780
Y 2 b, in.
5.5
ASD LRFD
1610 2430
1560 2340
1500 2260
1440 2170
1380 2070
1300 1960
1190 1790
W30×99
1360
1330
1290
1250
1210
1150
1050
2050
2000
1940
1880
1820
1730
1590
1400
1360
1320
1270
1230
1160
1060
2100
2040
1980
1920
1850
1750
1600
1440
1390
1350
1300
1250
1180
1070
2160
2090
2020
1950
1880
1770
1610
1470
1420
1370
1320
1270
1190
1080
2210
2140
2060
1990
1910
1790
1630
1510
1460
1400
1340
1290
1210
1090
2270
2190
2100
2020
1930
1810
1640
1540
1490
1430
1370
1300
1220
1100
2320
2230
2150
2050
1960
1830
1650
1580
1520
1460
1390
1320
1230
1110
2380
2280
2190
2090
1990
1850
1670
W30×90
1230
1200
1160
1130
1090
1040
953
1850
1800
1750
1700
1640
1560
1430
1260
1230
1190
1150
1110
1050
961
1900
1840
1790
1730
1670
1580
1440
1300
1260
1210
1170
1130
1070
969
1950
1890
1830
1760
1700
1600
1460
1330
1280
1240
1190
1150
1080
978
2000
1930
1860
1790
1720
1620
1470
1360
1310
1260
1210
1160
1090
986
2050
1970
1900
1820
1750
1640
1480
1390
1340
1290
1230
1180
1100
994
2100
2020
1940
1860
1770
1660
1490
1430
1370
1310
1260
1200
1120
1000
2150
2060
1970
1890
1800
1680
1510
W27×102 1310
1270
1230
1180
1130
1090
1020
1970
1910
1840
1770
1700
1630
1540
1350
1300
1250
1200
1150
1100
1030
2030
1960
1880
1810
1720
1650
1550
1390
1340
1280
1220
1160
1110
1040
2090
2010
1930
1840
1750
1670
1560
1430
1370
1310
1250
1180
1130
1050
2140
2060
1970
1870
1770
1690
1580
1460
1400
1340
1270
1200
1140
1060
2200
2100
2010
1900
1800
1710
1590
1500
1430
1360
1290
1210
1150
1070
2260
2150
2050
1940
1830
1730
1610
1540
1460
1390
1310
1230
1160
1080
2310
2200
2090
1970
1850
1750
1620
W27×94
1200
1160
1120
1080
1040
996
931
1810
1750
1690
1630
1560
1500
1400
1240
1190
1150
1110
1050
1010
940
1860
1790
1730
1660
1590
1510
1410
1270
1220
1170
1120
1070
1020
948
1910
1840
1760
1690
1610
1530
1430
1300
1250
1200
1140
1090
1030
957
1960
1880
1800
1720
1630
1550
1440
1340
1280
1220
1160
1100
1040
965
2010
1930
1840
1750
1660
1570
1450
1370
1310
1250
1180
1120
1060
974
2060
1970
1880
1780
1680
1590
1460
1410
1340
1270
1210
1130
1070
983
2120
2020
1920
1810
1700
1610
1480
ASD
LRFD
Shape
4
4.5
5
ASD LRFD ASD LRFD ASD LRFD
Ωb = 1.67 φ b = 0.90
6
6.5
7
ASD LRFD ASD LRFD ASD LRFD
1650
1590
1530
1470
1400
1320
1200
2480
2390
2300
2200
2100
1980
1810
1690
1630
1560
1490
1420
1330
1210
2540
2450
2340
2240
2130
2000
1820
1730
1660
1590
1510
1440
1350
1220
2600
2500
2390
2280
2160
2030
1840
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
9:00 AM
Page 174
3–174
DESIGN OF FLEXURAL MEMBERS
Table 3-19 (continued)
Composite W-Shapes
W27-W24
Shape
W27×84
Fy = 50 ksi
Available Strength in Flexure,
kip-ft
Mp /Ωb φb Mp
kip-ft
PNAc
ASD LRFD
609 915
TFL
2
3
4
BFL
6
7
Y 2 b, in.
Y 1a
∑Qn
in.
kip
ASD
LRFD
ASD
0
1240
0.160 1080
0.320 915
0.480 755
0.640 595
3.53
452
6.64
309
946
929
911
892
872
843
793
1420
1400
1370
1340
1310
1270
1190
977
956
934
911
887
855
800
2
2.5
LRFD
3
3.5
LRFD
ASD
LRFD
ASD
1470
1440
1400
1370
1330
1280
1200
1010
983
957
930
902
866
808
1510
1480
1440
1400
1360
1300
1210
1040
1010
980
949
916
877
816
1560
1520
1470
1430
1380
1320
1230
W24×94
634
953
TFL
2
3
4
BFL
6
7
0
1390
0.219 1190
0.438 988
0.656 790
0.875 591
3.05
469
5.43
346
978
957
934
909
881
858
819
1470 1010
1440 987
1400 959
1370 928
1320 896
1290 869
1230 828
1520
1480
1440
1400
1350
1310
1240
1050
1020
983
948
911
881
837
1570
1530
1480
1430
1370
1320
1260
1080
1050
1010
968
926
893
845
1630
1570
1510
1450
1390
1340
1270
W24×84
559
840
TFL
2
3
4
BFL
6
7
0
1240
0.193 1060
0.385 888
0.578 714
0.770 540
3.02
425
5.48
309
866
848
828
806
783
761
725
1300
1270
1240
1210
1180
1140
1090
897
874
850
824
797
772
733
1350
1310
1280
1240
1200
1160
1100
927
901
872
842
810
782
740
1390
1350
1310
1270
1220
1180
1110
958
927
894
860
824
793
748
1440
1390
1340
1290
1240
1190
1120
W24×76
499
750
TFL
2
3
4
BFL
6
7
0
1120
0.170 967
0.340 814
0.510 662
0.680 509
2.99
394
5.59
280
780
764
747
728
708
687
651
1170
1150
1120
1090
1060
1030
979
808
788
767
745
721
697
658
1210
1180
1150
1120
1080
1050
989
836
812
787
761
734
707
665
1260
1220
1180
1140
1100
1060
1000
863
836
807
778
746
716
672
1300
1260
1210
1170
1120
1080
1010
W24×68
442
664
TFL
2
3
4
BFL
6
7
0
1010
0.146 874
0.293 743
0.439 611
0.585 480
3.04
366
5.80
251
695
681
666
651
635
613
577
1040
1020
1000
978
954
922
867
720
703
685
666
647
623
583
1080
1060
1030
1000
972
936
876
745
725
704
681
658
632
589
1120
1090
1060
1020
990
949
886
770
746
722
697
670
641
595
1160
1120
1090
1050
1010
963
895
ASD
LRFD
Ωb = 1.67
φ b = 0.90
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
9:00 AM
Page 175
COMPOSITE BEAM SELECTION TABLES
3–175
Table 3-19 (continued)
Fy = 50 ksi
Composite W-Shapes
Available Strength in Flexure,
kip-ft
W27-W24
1610 1100 1650 1130 1700
1560 1060 1600 1090 1640
1510 1030 1540 1050 1580
1450 987 1480 1010 1510
1400 946 1420 961 1440
1340 900 1350 911 1370
1240 831 1250 839 1260
Y 2 b, in.
5.5
ASD LRFD
1160 1750
1120 1680
1070 1610
1020 1540
976 1470
922 1390
847 1270
1190
1140
1090
1040
991
933
854
1790
1720
1640
1570
1490
1400
1280
1220
1170
1120
1060
1010
945
862
1840
1760
1680
1600
1510
1420
1300
1250
1200
1140
1080
1020
956
870
1880
1800
1710
1620
1530
1440
1310
1120
1080
1030
988
940
904
854
1680
1620
1550
1480
1410
1360
1280
1220
1160
1110
1050
985
939
880
1250
1190
1130
1070
999
951
888
1890
1790
1700
1600
1500
1430
1340
1290
1220
1160
1090
1010
963
897
1940
1840
1740
1630
1520
1450
1350
1320
1250
1180
1110
1030
975
906
1990
1880
1770
1660
1550
1460
1360
W24×84
989
954
916
878
837
804
756
1490 1020 1530 1050 1580 1080 1630 1110 1670 1140 1720 1170 1760
1430 980 1470 1010 1510 1030 1550 1060 1590 1090 1630 1110 1670
1380 939 1410 961 1440 983 1480 1010 1510 1030 1540 1050 1580
1320 895 1350 913 1370 931 1400 949 1430 967 1450 985 1480
1260 851 1280 864 1300 878 1320 891 1340 904 1360 918 1380
1210 814 1220 825 1240 835 1260 846 1270 856 1290 867 1300
1140 764 1150 771 1160 779 1170 787 1180 794 1190 802 1210
W24×76
891
860
828
794
759
726
679
1340
1290
1240
1190
1140
1090
1020
919
884
848
811
772
736
686
1380
1330
1270
1220
1160
1110
1030
947
909
868
827
784
746
693
1420
1370
1310
1240
1180
1120
1040
975
933
889
844
797
756
700
1470 1000 1510 1030 1550 1060 1590
1400 957 1440 981 1470 1010 1510
1340 909 1370 929 1400 950 1430
1270 860 1290 877 1320 893 1340
1200 810 1220 823 1240 835 1260
1140 766 1150 775 1170 785 1180
1050 707 1060 714 1070 721 1080
W24×68
795
768
741
712
682
650
602
1190
1150
1110
1070
1030
977
904
820
790
759
727
694
659
608
1230
1190
1140
1090
1040
990
914
845
812
778
742
706
668
614
1270
1220
1170
1120
1060
1000
923
870
834
796
758
718
677
620
1310
1250
1200
1140
1080
1020
933
ASD
LRFD
Shape
4
4.5
5
ASD LRFD ASD LRFD ASD LRFD
W27×84
1070
1040
1000
968
931
888
824
W24×94
Ωb = 1.67 φ b = 0.90
1150
1110
1060
1010
955
916
863
1730
1660
1590
1510
1440
1380
1300
1190
1130
1080
1030
970
928
871
1780
1710
1630
1540
1460
1390
1310
1830
1750
1660
1570
1480
1410
1320
6
6.5
7
ASD LRFD ASD LRFD ASD LRFD
895
855
815
773
730
686
627
1350
1290
1220
1160
1100
1030
942
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
920
877
833
788
742
696
633
1380
1320
1250
1180
1120
1050
951
945
899
852
804
754
705
639
1420
1350
1280
1210
1130
1060
961
AISC_Part 3C:14th Ed.
2/24/11
9:00 AM
Page 176
3–176
DESIGN OF FLEXURAL MEMBERS
Table 3-19 (continued)
Composite W-Shapes
W24-W21
Shape
W24×62
Fy = 50 ksi
Available Strength in Flexure,
kip-ft
Mp /Ωb φb Mp
kip-ft
PNAc
ASD LRFD
382 574
TFL
2
3
4
BFL
6
7
Y 2 b, in.
Y 1a
∑Qn
in.
kip
ASD
LRFD
ASD
2.5
LRFD
ASD
LRFD
ASD
3.5
LRFD
0
0.148
0.295
0.443
0.590
3.45
6.56
910
806
702
598
495
361
228
629
618
607
594
581
555
509
945
929
912
893
874
834
764
652
638
624
609
594
564
514
979
959
938
916
892
848
773
674
658
642
624
606
573
520
1010
990
964
938
911
862
781
697
679
659
639
618
582
526
1050
1020
991
961
929
875
790
2
3
W24×55
334
503
TFL
2
3
4
BFL
6
7
0
0.126
0.253
0.379
0.505
3.46
6.67
810
721
633
544
456
329
203
558
549
539
529
518
493
449
838
825
810
795
779
742
675
578
567
555
542
529
502
454
869
852
834
815
796
754
682
598
585
571
556
541
510
459
899
879
858
836
813
766
690
618
603
586
570
552
518
464
929
906
881
856
830
779
697
W21×73
429
645
TFL
2
3
4
BFL
6
7
0
1080
0.185 921
0.370 768
0.555 614
0.740 461
2.58
365
4.69
269
676
660
642
624
603
586
559
1020
992
966
937
907
881
840
703
683
662
639
615
595
566
1060
1030
994
960
924
895
851
730
706
681
654
626
604
573
1100
1060
1020
983
941
908
861
756
729
700
670
638
613
579
1140
1100
1050
1010
959
922
871
W21×68
399
600
TFL
2
3
4
BFL
6
7
0
1000
0.171 858
0.343 717
0.514 575
0.685 434
2.60
342
4.74
250
626
612
596
578
560
544
518
941
919
895
869
842
817
778
651
633
613
593
571
552
524
979
951
922
891
858
830
787
676
654
631
607
582
561
530
1020
983
949
912
874
843
797
701
676
649
621
593
569
536
1050
1020
976
934
891
856
806
W21×62
359
540
TFL
2
3
4
BFL
6
7
0
0.154
0.308
0.461
0.615
2.54
4.78
571
558
544
528
512
497
472
858
838
817
794
770
747
709
594
577
560
542
523
505
477
892
868
842
814
785
759
717
616
597
577
555
533
513
483
926
897
867
834
801
771
726
639
617
593
568
543
521
489
961
927
891
854
816
782
734
ASD
LRFD
Ωb = 1.67
φ b = 0.90
915
788
662
535
408
318
229
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
9:00 AM
Page 177
COMPOSITE BEAM SELECTION TABLES
3–177
Table 3-19 (continued)
Composite W-Shapes
Fy = 50 ksi
Available Strength in Flexure,
kip-ft
Shape
4
4.5
5
ASD LRFD ASD LRFD ASD LRFD
W24×62
720 1080
699 1050
677 1020
654 983
631 948
591 889
531 798
742
719
694
669
643
600
537
1120
1080
1040
1010
967
902
807
765
739
712
684
655
609
543
1150
1110
1070
1030
985
916
816
Y 2 b, in.
5.5
ASD LRFD
788 1180
759 1140
729 1100
699 1050
668 1000
618
929
548
824
W24×55
639
621
602
583
564
526
469
960
933
905
876
847
791
705
659
639
618
597
575
534
474
990
960
929
897
864
803
713
679
657
634
610
586
543
479
1020
987
953
917
881
816
720
699
675
650
624
598
551
484
W21×73
783
752
719
685
649
623
586
1180
1130
1080
1030
976
936
881
810
775
738
700
661
632
593
1220
1160
1110
1050
993
949
891
837
798
757
715
672
641
599
1260
1200
1140
1080
1010
963
901
W21×68
726 1090
697 1050
667 1000
636 956
603 907
578 868
543 816
751
719
685
650
614
586
549
1130
1080
1030
977
923
881
825
776
740
703
664
625
595
555
W21×62
662
636
610
582
553
529
494
685
656
626
595
563
536
500
1030
986
941
895
847
806
752
708
676
643
609
573
544
506
ASD
LRFD
Ωb = 1.67 φ b = 0.90
995
956
916
874
831
794
743
W24-W21
6
6.5
7
ASD LRFD ASD LRFD ASD LRFD
811
779
747
714
680
627
554
1220
1170
1120
1070
1020
943
833
833
799
764
729
692
636
560
1250
1200
1150
1100
1040
956
841
856
819
782
744
705
645
565
1290
1230
1180
1120
1060
970
850
1050
1010
976
938
898
828
728
719
693
665
637
609
559
489
1080
1040
1000
958
915
840
735
740
711
681
651
620
567
494
1110
1070
1020
978
932
853
743
760
729
697
665
632
576
499
1140
1100
1050
999
950
865
751
864
821
777
731
684
650
606
1300
1230
1170
1100
1030
977
911
890
844
796
746
695
659
613
1340
1270
1200
1120
1040
990
921
917
867
815
761
707
668
620
1380
1300
1220
1140
1060
1000
931
944
890
834
777
718
677
626
1420
1340
1250
1170
1080
1020
941
1170
1110
1060
999
939
894
834
801
761
721
679
636
603
561
1200
1140
1080
1020
956
907
844
826
783
739
693
647
612
568
1240
1180
1110
1040
972
920
853
851
804
757
708
657
620
574
1280
1210
1140
1060
988
933
862
876
826
774
722
668
629
580
1320
1240
1160
1080
1000
945
872
1060
1020
966
915
862
818
760
731
695
659
622
584
552
511
1100
1050
991
935
877
830
769
753
715
676
635
594
560
517
1130
1070
1020
955
893
842
777
776
735
692
649
604
568
523
1170
1100
1040
975
908
854
786
799
754
709
662
614
576
529
1200
1130
1070
995
923
866
795
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
9:00 AM
Page 178
3–178
DESIGN OF FLEXURAL MEMBERS
Table 3-19 (continued)
Composite W-Shapes
W21
Shape
W21×57
Fy = 50 ksi
Available Strength in Flexure,
kip-ft
Mp /Ωb φb Mp
kip-ft
PNAc
ASD LRFD
322 484
TFL
2
3
4
BFL
6
7
Y 2 b, in.
Y 1a
∑Qn
in.
kip
ASD
LRFD
ASD
2.5
LRFD
ASD
LRFD
ASD
3.5
LRFD
0
0.163
0.325
0.488
0.650
2.93
5.40
835
728
622
515
409
309
209
523
512
500
487
473
455
424
786
769
751
732
712
684
637
544
530
515
500
484
463
429
817
797
775
751
727
695
645
565
548
531
513
494
470
435
849
824
798
771
742
707
653
585
566
546
526
504
478
440
880
851
821
790
758
718
661
2
3
W21×55
314
473
TFL
2
3
4
BFL
6
7
0
0.131
0.261
0.392
0.522
2.62
5.00
810
703
595
488
381
292
203
501
490
478
466
453
437
411
753
737
719
700
681
657
618
521
508
493
478
462
445
417
784
763
741
719
695
668
626
542
525
508
490
472
452
422
814
789
764
737
709
679
634
562
543
523
502
481
459
427
844
816
786
755
723
690
641
W21×50
274
413
TFL
2
3
4
BFL
6
7
0
0.134
0.268
0.401
0.535
2.91
5.56
735
648
560
473
386
285
184
455
446
436
426
415
397
366
684
670
656
640
624
597
550
473
462
450
438
425
404
370
711
694
677
658
639
607
557
491
478
464
450
435
411
375
739
719
698
676
653
618
563
510
494
478
461
444
418
379
766
743
719
694
668
629
570
W21×48
265
398
TFL
2
3
4
BFL
6
7
0
0.108
0.215
0.323
0.430
2.71
5.26
705
617
530
442
355
266
176
433
424
414
404
394
379
352
650
637
623
608
592
569
529
450
439
428
415
403
385
356
677
660
643
624
606
579
535
468
455
441
426
412
392
361
703
683
662
641
619
589
542
485
470
454
437
421
398
365
730
706
682
658
632
599
549
W21×44
238
358
TFL
2
3
4
BFL
6
7
0
0.113
0.225
0.338
0.450
2.92
5.71
650
577
504
431
358
260
163
401
393
385
377
368
351
320
602
591
579
566
553
527
481
417
407
398
388
377
357
324
626
612
598
583
567
537
487
433
422
410
398
386
364
328
651
634
617
599
580
547
493
449
436
423
409
395
370
332
675
656
636
615
594
556
499
ASD
LRFD
Ωb = 1.67
φ b = 0.90
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
9:00 AM
Page 179
COMPOSITE BEAM SELECTION TABLES
3–179
Table 3-19 (continued)
Composite W-Shapes
Fy = 50 ksi
Shape
W21×57
Available Strength in Flexure,
kip-ft
Y 2 b, in.
4
4.5
5
5.5
ASD LRFD ASD LRFD ASD LRFD ASD LRFD
606 911 627 943 648 974 669 1010
585 879 603 906 621 933 639
960
562 845 577 868 593 891 609
915
539 809 551 829 564 848 577
867
514 773 524 788 535 804 545
819
486 730 493 742 501 753 509
765
445 669 450 677 455 684 461
692
W21
6
6.5
7
ASD LRFD ASD LRFD ASD LRFD
690
657
624
590
555
517
466
1040
988
938
887
834
776
700
710
675
640
603
565
524
471
1070
1020
961
906
850
788
708
731
694
655
616
575
532
476
1100
1040
985
925
865
800
716
W21×55
582
560
538
515
491
466
432
875
842
808
774
738
701
649
602
578
553
527
500
474
437
905
868
831
792
752
712
656
622
595
568
539
510
481
442
936
895
853
810
766
723
664
643
613
582
551
519
488
447
966
921
875
828
781
734
672
663
630
597
563
529
496
452
996
948
898
847
795
745
679
683
648
612
576
538
503
457
1030
974
920
865
809
756
687
703
665
627
588
548
510
462
1060
1000
942
883
823
767
695
W21×50
528
510
492
473
454
425
384
794
767
740
711
682
639
577
546
527
506
485
463
433
389
821
791
761
729
696
650
584
565
543
520
497
473
440
393
849
816
782
747
711
661
591
583
559
534
509
483
447
398
876
840
803
764
725
671
598
601
575
548
520
492
454
402
904
864
824
782
740
682
605
620
591
562
532
502
461
407
932
889
845
800
754
693
612
638
607
576
544
512
468
412
959
913
866
818
769
704
619
W21×48
503
485
467
449
429
405
369
756
729
702
674
645
609
555
521
501
480
460
438
412
374
783
753
722
691
659
619
562
538
516
494
471
447
418
378
809
776
742
707
672
629
568
556
532
507
482
456
425
383
835
799
762
724
685
639
575
573
547
520
493
465
432
387
862
822
782
741
699
649
582
591
562
533
504
474
438
391
888
845
802
757
712
659
588
609
578
547
515
483
445
396
915
868
821
774
725
669
595
W21×44
465
451
435
420
404
377
336
700
677
654
631
607
566
505
482
465
448
431
413
383
340
724
699
673
647
620
576
511
498
479
461
441
422
390
344
748
721
692
663
634
586
518
514
494
473
452
431
396
348
773
742
711
679
647
595
524
530
508
486
463
440
403
352
797
764
730
696
661
605
530
547
523
498
474
448
409
357
821
785
749
712
674
615
536
563
537
511
484
457
416
361
846
807
768
728
687
625
542
ASD
LRFD
Ωb = 1.67 φ b = 0.90
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
9:01 AM
Page 180
3–180
DESIGN OF FLEXURAL MEMBERS
Table 3-19 (continued)
Composite W-Shapes
W18
Shape
W18×60
Fy = 50 ksi
Available Strength in Flexure,
kip-ft
Mp /Ωb φb Mp
kip-ft
PNAc
ASD LRFD
307 461
TFL
2
3
4
BFL
6
7
Y 2 b, in.
Y 1a
∑Qn
in.
kip
ASD
LRFD
ASD
2.5
LRFD
ASD
LRFD
ASD
3.5
LRFD
0
0.174
0.348
0.521
0.695
2.18
3.80
880
749
617
486
355
287
220
487
474
459
443
426
414
398
733
712
690
666
640
623
598
509
492
474
455
435
422
403
766
740
713
684
653
634
606
531
511
490
467
444
429
409
799
768
736
702
667
644
614
553
530
505
479
452
436
414
832
796
759
720
680
655
623
2
3
W18×55
279
420
TFL
2
3
4
BFL
6
7
0
0.158
0.315
0.473
0.630
2.15
3.86
810
691
573
454
336
269
203
447
434
421
407
392
381
364
671
653
633
612
589
572
547
467
452
435
418
400
387
369
702
679
654
629
602
582
555
487
469
450
430
409
394
374
732
705
676
646
614
592
563
507
486
464
441
417
401
379
762
731
697
663
627
603
570
W18×50
252
379
TFL
2
3
4
BFL
6
7
0
0.143
0.285
0.428
0.570
2.08
3.82
735
628
521
414
308
246
184
403
392
381
368
355
345
329
606
590
572
553
533
518
495
422
408
394
378
362
351
334
634
613
592
569
545
527
502
440
424
407
389
370
357
339
662
637
611
584
556
537
509
458
439
420
399
378
363
343
689
660
631
600
568
546
516
W18×46
226
340
TFL
2
3
4
BFL
6
7
0
0.151
0.303
0.454
0.605
2.42
4.36
675
583
492
400
308
239
169
372
363
353
342
330
318
299
559
545
530
513
496
478
450
389
377
365
352
338
324
303
585
567
548
528
508
487
456
406
392
377
362
345
330
308
610
589
567
543
519
496
462
423
406
389
372
353
336
312
635
611
585
558
531
505
469
W18×40
196
294
TFL
2
3
4
BFL
6
7
0
0.131
0.263
0.394
0.525
2.26
4.27
590
511
432
353
274
211
148
322
314
306
296
287
276
260
485
472
459
445
431
415
390
337
327
316
305
294
282
263
507
491
475
459
441
423
396
352
340
327
314
300
287
267
529
511
492
472
451
431
401
367
352
338
323
307
292
271
551
530
508
485
462
439
407
ASD
LRFD
Ωb = 1.67
φ b = 0.90
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
9:01 AM
Page 181
COMPOSITE BEAM SELECTION TABLES
3–181
Table 3-19 (continued)
Composite W-Shapes
Fy = 50 ksi
Shape
W18×60
Available Strength in Flexure,
kip-ft
Y 2 b, in.
4
4.5
5
5.5
ASD LRFD ASD LRFD ASD LRFD ASD LRFD
575 865 597 898 619 931 641 964
548 824 567 852 586 880 605 909
521 782 536 805 551 829 567 852
491 739 504 757 516 775 528 793
461 693 470 707 479 720 488 733
443 666 450 677 457 688 465 698
420 631 425 639 431 647 436 656
W18
6
6.5
7
ASD LRFD ASD LRFD ASD LRFD
663
623
582
540
497
472
442
997
937
875
812
747
709
664
685
642
598
552
506
479
447
1030
965
898
830
760
720
672
707
661
613
564
514
486
453
1060
993
921
848
773
731
680
W18×55
527
503
478
452
425
408
384
793
756
719
680
639
613
578
548
521
493
464
434
414
389
823
782
740
697
652
623
585
568
538
507
475
442
421
395
854
808
762
714
664
633
593
588
555
521
486
450
428
400
884
834
783
731
677
643
601
608
572
535
498
459
434
405
914
860
805
748
690
653
608
629
590
550
509
467
441
410
945
886
826
765
702
663
616
649
607
564
520
476
448
415
975
912
848
782
715
673
623
W18×50
477
455
433
409
385
369
348
717
684
650
615
579
555
523
495
471
446
420
393
375
352
744
708
670
631
591
564
530
513
486
459
430
401
381
357
772
731
689
646
602
573
537
532
502
472
440
408
388
362
799
755
709
662
614
583
543
550
518
485
451
416
394
366
827
778
728
677
625
592
550
568
533
498
461
424
400
371
854
802
748
693
637
601
557
587
549
511
471
431
406
375
882
825
767
708
649
610
564
W18×46
440
421
402
382
361
342
316
661
633
604
573
542
514
475
456
435
414
392
369
348
320
686
655
622
588
554
523
481
473
450
426
402
376
354
325
711
676
640
603
565
532
488
490
465
438
412
384
360
329
737
698
659
618
577
541
494
507
479
451
421
392
366
333
762
720
677
633
589
550
500
524
494
463
431
399
372
337
787
742
696
648
600
559
507
541
508
475
441
407
378
341
813
764
714
663
612
568
513
W18×40
381
365
349
332
314
297
274
573
549
524
498
472
447
412
396
378
359
340
321
303
278
595
568
540
512
482
455
418
411
391
370
349
328
308
282
617
587
556
525
493
463
424
425
403
381
358
335
313
286
639
606
573
538
503
471
429
440
416
392
367
341
318
289
662
626
589
551
513
479
435
455
429
403
376
348
324
293
684
645
605
565
523
486
440
470
442
413
384
355
329
297
706
664
621
578
534
494
446
ASD
LRFD
Ωb = 1.67 φ b = 0.90
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
9:01 AM
Page 182
3–182
DESIGN OF FLEXURAL MEMBERS
Table 3-19 (continued)
Composite W-Shapes
W18-W16
Shape
W18×35
Fy = 50 ksi
Available Strength in Flexure,
kip-ft
Mp /Ωb φb Mp
kip-ft
PNAc
ASD LRFD
166 249
TFL
2
3
4
BFL
6
7
Y 2 b, in.
Y 1a
∑Qn
in.
kip
ASD
LRFD
ASD
2.5
LRFD
ASD
LRFD
ASD
3.5
LRFD
0
0.106
0.213
0.319
0.425
2.37
4.56
515
451
388
324
260
194
129
279
272
265
258
251
240
222
419
409
399
388
377
360
334
292
284
275
266
257
245
225
438
426
413
400
387
368
338
305
295
285
274
264
250
228
458
443
428
412
396
375
343
317
306
294
282
270
254
232
477
460
443
425
406
382
348
2
3
W16×45
205
309
TFL
2
3
4
BFL
6
7
0
0.141
0.283
0.424
0.565
1.77
3.23
665
566
466
367
267
217
166
333
323
312
301
288
280
269
501
486
469
452
433
421
404
350
337
324
310
295
286
273
526
507
487
466
443
430
411
367
351
336
319
302
291
277
551
528
504
479
453
438
417
383
366
347
328
308
297
281
576
549
522
493
463
446
423
W16×40
182
274
TFL
2
3
4
BFL
6
7
0
0.126
0.253
0.379
0.505
1.70
3.16
590
502
413
325
237
192
148
294
285
276
265
255
248
238
443
429
414
399
383
373
358
309
298
286
274
261
253
242
465
448
430
411
392
380
363
324
310
296
282
267
258
246
487
466
445
423
401
387
369
339
323
307
290
272
262
249
509
485
461
436
409
394
375
W16×36
160
240
TFL
2
3
4
BFL
6
7
0
0.108
0.215
0.323
0.430
1.82
3.46
530
455
380
305
229
181
133
263
255
247
239
230
223
211
396
384
372
359
346
334
318
276
267
257
246
236
227
215
415
401
386
370
354
341
323
290
278
266
254
241
232
218
435
418
400
382
363
348
328
303
289
276
262
247
236
221
455
435
414
393
371
355
333
W16×31
135
203
TFL
2
3
4
BFL
6
7
0
0.110
0.220
0.330
0.440
2.00
3.80
457
396
335
274
213
164
114
227
220
214
207
200
192
180
341
331
321
311
300
289
270
238
230
222
214
205
196
183
358
346
334
321
308
295
275
249
240
231
221
210
200
186
375
361
347
332
316
301
279
261
250
239
227
216
204
188
392
376
359
342
324
307
283
ASD
LRFD
Ωb = 1.67
φ b = 0.90
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
9:01 AM
Page 183
COMPOSITE BEAM SELECTION TABLES
3–183
Table 3-19 (continued)
Composite W-Shapes
Fy = 50 ksi
Shape
W18×35
Available Strength in Flexure,
kip-ft
Y 2 b, in.
4
4.5
5
5.5
ASD LRFD ASD LRFD ASD LRFD ASD LRFD
330 496 343 516 356 535 369 554
317 477 329 494 340 511 351 528
304 457 314 472 323 486 333 501
291 437 299 449 307 461 315 473
277 416 283 426 290 435 296 445
259 390 264 397 269 404 274 411
235 353 238 358 241 363 244 367
W18-W16
6
6.5
7
ASD LRFD ASD LRFD ASD LRFD
382
362
343
323
303
279
248
574
545
515
485
455
419
372
394
374
352
331
309
283
251
593
562
530
497
465
426
377
407
385
362
339
316
288
254
612
578
544
510
474
433
382
W16×45
400
380
359
337
315
302
286
601
571
539
507
473
454
429
416
394
370
346
322
307
290
626
592
557
521
483
462
436
433
408
382
355
328
313
294
651
613
574
534
493
470
442
450
422
394
365
335
318
298
676
634
592
548
503
478
448
466
436
405
374
342
324
302
701
655
609
562
513
486
454
483
450
417
383
348
329
306
726
677
627
576
523
495
460
499
464
429
392
355
334
310
751
698
644
589
533
503
467
W16×40
353
335
317
298
278
267
253
531
504
476
448
418
401
380
368
348
327
306
284
272
257
553
523
492
460
427
409
386
383
360
338
314
290
277
260
575
542
507
472
436
416
391
397
373
348
322
296
282
264
597
561
523
484
445
423
397
412
385
358
330
302
286
268
620
579
538
496
454
430
402
427
398
368
338
308
291
271
642
598
554
509
463
438
408
442
410
379
347
314
296
275
664
617
569
521
472
445
413
W16×36
316
301
285
269
253
241
225
475
452
429
405
380
362
338
329
312
295
277
259
245
228
495
469
443
416
389
368
343
342
324
304
284
264
250
231
515
486
457
428
397
375
348
356
335
314
292
270
254
235
535
503
471
439
406
382
353
369
346
323
300
276
259
238
555
520
486
450
414
389
358
382
358
333
307
281
263
241
574
537
500
462
423
396
363
395
369
342
315
287
268
245
594
555
514
473
432
402
367
W16×31
272
260
247
234
221
208
191
409
391
372
352
332
313
287
284
270
256
241
226
212
194
426
405
384
362
340
319
292
295
280
264
248
232
216
197
443
420
397
373
348
325
296
306
290
272
255
237
221
200
460
435
409
383
356
332
300
318
299
281
262
242
225
203
478
450
422
393
364
338
304
329
309
289
268
248
229
205
495
465
434
404
372
344
309
341
319
297
275
253
233
208
512
480
447
414
380
350
313
ASD
LRFD
Ωb = 1.67 φ b = 0.90
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
9:01 AM
Page 184
3–184
DESIGN OF FLEXURAL MEMBERS
Table 3-19 (continued)
Composite W-Shapes
W16-W14
Shape
W16×26
Fy = 50 ksi
Available Strength in Flexure,
kip-ft
Mp /Ωb φb Mp
Y 1a ∑Qn
kip-ft
2
PNAc
in.
kip ASD LRFD
ASD LRFD
110 166
TFL 0
384
189 284
2 0.0863 337
184 276
3 0.173 289
179 269
4 0.259 242
174 261
BFL 0.345 194
168 253
6 2.05 145
161 241
7 4.01
96.0 148 223
Y 2 b, in.
ASD
2.5
LRFD
ASD
3
LRFD
ASD
3.5
LRFD
198
192
186
180
173
164
151
298
289
280
270
260
247
226
208
201
193
186
178
168
153
312
302
291
279
267
252
230
217
209
201
192
183
171
155
327
314
301
288
275
258
234
W14×38
153
231
TFL
2
3
4
BFL
6
7
0
0.129
0.258
0.386
0.515
1.38
2.53
560
473
386
299
211
176
140
253
244
234
224
214
209
201
380
367
352
337
321
313
303
267
256
244
232
219
213
205
401
384
367
348
329
320
308
281
268
254
239
224
217
208
422
402
381
360
337
327
313
295
279
263
247
229
222
212
443
420
396
371
345
333
319
W14×34
136
205
TFL
2
3
4
BFL
6
7
0
0.114
0.228
0.341
0.455
1.42
2.61
500
423
346
270
193
159
125
225
217
208
200
190
186
179
338
326
313
300
286
279
269
237
227
217
206
195
190
182
356
342
326
310
293
285
273
250
238
226
213
200
193
185
375
357
339
320
301
291
278
262
248
234
220
205
197
188
394
373
352
330
308
297
283
W14×30
118
177
TFL
2
3
4
BFL
6
7
0
443
0.0963 378
0.193 313
0.289 248
0.385 183
1.46 147
2.80 111
197
190
183
176
168
163
156
295
285
275
264
253
245
234
208
199
191
182
173
167
158
312
300
287
273
260
250
238
219
209
199
188
177
170
161
329
314
298
283
266
256
242
230
218
206
194
182
174
164
345
328
310
292
273
261
246
W14×26
100
151
TFL
2
3
4
BFL
6
7
0
0.105
0.210
0.315
0.420
1.67
3.18
172
166
161
155
148
143
134
258
250
241
232
223
215
202
181
175
168
160
153
146
137
273
262
252
241
230
220
205
191
183
175
166
157
149
139
287
275
262
249
236
225
209
201
191
182
172
161
153
141
301
287
273
258
243
230
213
ASD
LRFD
Ωb = 1.67
φ b = 0.90
385
332
279
226
173
135
96.1
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
9:01 AM
Page 185
COMPOSITE BEAM SELECTION TABLES
3–185
Table 3-19 (continued)
Composite W-Shapes
Fy = 50 ksi
Shape
W16×26
Available Strength in Flexure,
kip-ft
Y 2 b, in.
4
4.5
5
5.5
ASD LRFD ASD LRFD ASD LRFD ASD LRFD
227 341 237 356 246 370 256 384
218 327 226 340 234 352 243 365
208 312 215 323 222 334 229 345
198 297 204 306 210 315 216 324
188 282 192 289 197 296 202 304
175 263 179 268 182 274 186 279
158 237 160 241 163 244 165 248
W16-W14
6
6.5
7
ASD LRFD ASD LRFD ASD LRFD
265
251
237
222
207
189
167
399
377
356
333
311
285
252
275
259
244
228
212
193
170
413
390
366
343
318
290
255
285
268
251
234
217
197
172
428
403
377
352
326
296
259
W14×38
309
291
273
254
235
226
215
464
438
410
382
353
340
324
323
303
283
262
240
230
219
485
455
425
393
361
346
329
337
315
292
269
245
235
222
506
473
439
404
369
353
334
351
327
302
276
250
239
226
527
491
454
416
376
360
340
365
338
311
284
256
244
229
548
508
468
427
384
366
345
379
350
321
291
261
248
233
569
526
482
438
392
373
350
393
362
331
299
266
252
236
590
544
497
449
400
379
355
W14×34
274
259
243
227
210
201
191
413
389
365
340
315
303
287
287
269
252
233
214
205
194
431
405
378
351
322
309
292
299
280
260
240
219
209
197
450
421
391
361
330
315
297
312
291
269
247
224
213
201
469
437
404
371
337
321
301
324
301
277
253
229
217
204
488
453
417
381
344
327
306
337
312
286
260
234
221
207
506
468
430
391
351
333
311
349
322
295
267
239
225
210
525
484
443
401
359
338
316
W14×30
241
228
214
201
186
178
167
362
342
322
301
280
267
250
252
237
222
207
191
181
169
378
356
334
311
287
273
255
263
246
230
213
196
185
172
395
370
345
320
294
278
259
274
256
238
219
200
189
175
412
385
357
329
301
284
263
285
265
245
225
205
192
178
428
399
369
339
308
289
267
296
275
253
231
209
196
180
445
413
381
348
315
295
271
307
284
261
238
214
200
183
461
427
392
357
321
300
275
W14×26
210
199
188
177
166
156
144
316
300
283
266
249
235
216
220
208
195
183
170
160
146
330
312
294
275
256
240
220
229
216
202
188
174
163
149
345
325
304
283
262
245
223
239
224
209
194
179
166
151
359
337
315
292
269
250
227
248
233
216
200
183
170
153
373
349
325
300
275
255
231
258
241
223
205
187
173
156
388
362
336
309
282
260
234
268
249
230
211
192
176
158
402
374
346
317
288
265
238
ASD
LRFD
Ωb = 1.67 φ b = 0.90
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
9:01 AM
Page 186
3–186
DESIGN OF FLEXURAL MEMBERS
Table 3-19 (continued)
Composite W-Shapes
W14-W12
Shape
W14×22
Fy = 50 ksi
Available Strength in Flexure,
kip-ft
Mp /Ωb φb Mp
Y 1a ∑Qn
kip-ft
PNAc
in.
kip
ASD LRFD
82.8 125
TFL 0
325
2 0.0838 283
3 0.168 241
4 0.251 199
BFL 0.335 157
6 1.67 119
7 3.32
81.1
440
368
296
224
153
131
110
Y 2 b, in.
ASD
2
LRFD
ASD
2.5
LRFD
ASD
3
LRFD
ASD
3.5
LRFD
143
139
135
130
125
120
111
215
209
202
195
188
180
167
151
146
141
135
129
123
113
228
220
211
203
194
184
170
159
153
147
140
133
126
115
240
230
220
210
200
189
173
168
160
153
145
137
129
117
252
241
229
218
206
193
176
179
171
164
155
147
144
140
269
258
246
234
221
216
211
190
181
171
161
151
147
143
285
271
257
242
227
221
215
201
190
178
167
155
151
146
302
285
268
251
232
226
219
212
199
186
172
158
154
149
318
299
279
259
238
231
223
W12×30
108
162
TFL
2
3
4
BFL
6
7
0
0.110
0.220
0.330
0.440
1.10
1.92
W12×26
92.8
140
TFL
2
3
4
BFL
6
7
0
383
0.0950 321
0.190 259
0.285 198
0.380 136
1.07 116
1.94
95.6
155
148
142
135
128
125
121
232
223
213
203
192
188
183
164
156
148
140
131
128
124
247
235
223
210
197
192
186
174
164
155
145
134
131
126
261
247
232
217
202
197
190
183
172
161
150
138
134
129
275
259
242
225
207
201
193
W12×22
73.1
110
TFL
2
3
4
BFL
6
7
0
0.106
0.213
0.319
0.425
1.66
3.03
324
281
238
196
153
117
81.0
132
127
123
118
113
107
99.8
198
191
185
177
170
162
150
140
134
129
123
117
110
102
210
202
193
185
175
166
153
148
141
135
128
120
113
104
222
213
202
192
181
170
156
156
148
141
133
124
116
106
234
223
211
199
187
175
159
W12×19
61.6
92.6
TFL
2
3
4
BFL
6
7
0
279
0.0875 243
0.175 208
0.263 173
0.350 138
1.68 104
3.14
69.6
113
109
105
101
97.3
92.3
84.7
169
164
158
152
146
139
127
120
115
110
106
101
94.9
86.4
180
173
166
159
151
143
130
126
121
116
110
104
97.4
88.2
190
182
174
165
157
146
133
133
127
121
114
108
100
89.9
201
191
182
172
162
150
135
ASD
LRFD
Ωb = 1.67
φ b = 0.90
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
9:01 AM
Page 187
COMPOSITE BEAM SELECTION TABLES
3–187
Table 3-19 (continued)
Composite W-Shapes
Fy = 50 ksi
Shape
W14×22
Available Strength in Flexure,
kip-ft
Y 2 b, in.
4
4.5
5
5.5
6
ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD
176
264 184
276 192
288 200
301 208
313
167
251 174
262 181
273 188
283 195
294
159
238 165
247 171
256 177
266 183
275
150
225 155
233 160
240 165
248 170
255
141
212 145
218 149
223 153
229 157
235
132
198 135
202 138
207 140
211 143
216
119
179 121
182 123
185 125
188 127
191
W14-W12
6.5
7
ASD LRFD ASD LRFD
216
203
189
175
160
146
129
325
304
284
262
241
220
194
224
210
195
180
164
149
131
337
315
293
270
247
225
198
W12×30
223
208
193
178
162
157
151
335
313
290
267
244
236
227
234
217
201
183
166
160
154
351
327
301
276
250
241
232
245
226
208
189
170
164
157
368
340
313
284
255
246
236
255
236
215
195
174
167
160
384
354
324
293
261
251
240
266
245
223
200
177
170
162
400
368
335
301
267
256
244
277
254
230
206
181
173
165
417
382
346
309
272
261
248
288
263
237
211
185
177
168
433
396
357
318
278
266
252
W12×26
193
180
168
155
141
137
131
290
271
252
232
212
205
197
202
188
174
160
145
139
133
304
283
262
240
217
210
200
212
196
181
164
148
142
136
318
295
271
247
222
214
204
221
204
187
169
151
145
138
333
307
281
255
228
218
208
231
212
193
174
155
148
141
347
319
291
262
233
223
211
240
220
200
179
158
151
143
361
331
300
269
238
227
215
250
228
206
184
162
154
145
376
343
310
277
243
231
218
W12×22
164
155
147
137
128
119
108
247
234
220
207
193
179
162
172
162
152
142
132
122
110
259
244
229
214
198
183
165
180
169
158
147
136
125
112
271
255
238
221
204
188
168
188
176
164
152
140
128
114
283
265
247
229
210
192
171
196
183
170
157
143
131
116
295
276
256
236
215
197
174
205
191
176
162
147
134
118
307
286
265
243
221
201
177
213
198
182
167
151
137
120
320
297
274
251
227
205
180
W12×19
140
133
126
119
111
103
91.7
211
200
189
178
167
154
138
147
139
131
123
115
105
93.4
221
209
197
185
172
158
140
154
145
136
127
118
108
95.1
232
219
205
191
177
162
143
161
151
142
132
121
110
96.9
242
228
213
198
183
166
146
168
158
147
136
125
113
98.6
253
237
221
204
188
170
148
175
164
152
140
128
116
100
263
246
228
211
193
174
151
182
170
157
145
132
118
102
274
255
236
217
198
178
153
ASD
LRFD
Ωb = 1.67 φ b = 0.90
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
9:02 AM
Page 188
3–188
DESIGN OF FLEXURAL MEMBERS
Table 3-19 (continued)
Composite W-Shapes
W12-W10
Shape
W12×16
Fy = 50 ksi
Available Strength in Flexure,
kip-ft
Mp /Ωb φb Mp
Y 1a ∑Qn
kip-ft
PNAc
2
in.
kip ASD LRFD
ASD LRFD
50.1 75.4 TFL 0
236
94.0 141
2 0.0663 209
91.3 137
3 0.133 183
88.6 133
4 0.199 156
85.7 129
BFL 0.265 130
82.8 124
6 1.71
94.3 77.6 117
7 3.32
58.9 69.6 105
Y 2 b, in.
99.9
96.5
93.1
89.6
86.0
79.9
71.1
150
145
140
135
129
120
107
106
102
97.7
93.5
89.2
82.3
72.5
3.5
LRFD ASD LRFD
159 112 168
153 107 161
147 102 154
141
97.4 146
134
92.5 139
124
84.6 127
109
74.0 111
ASD
2.5
LRFD
3
ASD
W12×14
43.4
65.3
TFL
2
3
4
BFL
6
7
0
208
0.0563 186
0.113 163
0.169 141
0.225 119
1.68
85.3
3.35
52.0
82.5
80.3
77.9
75.5
73.1
68.3
60.8
124
121
117
114
110
103
91.4
87.7
84.9
82.0
79.1
76.1
70.4
62.1
132
128
123
119
114
106
93.3
92.9
89.5
86.1
82.6
79.0
72.6
63.4
140
135
129
124
119
109
95.3
98.1
94.2
90.2
86.1
82.0
74.7
64.7
147
142
135
129
123
112
97.2
W10×26
78.1
117
TFL
2
3
4
BFL
6
7
0
0.110
0.220
0.330
0.440
0.886
1.49
136
129
122
115
108
106
103
204
194
184
173
162
159
155
145
137
129
120
111
108
105
218
206
193
180
167
163
158
155
145
135
125
114
111
108
233
218
203
187
171
167
162
164
153
141
129
117
114
110
247
230
213
195
176
171
166
W10×22
64.9
97.5
TFL
2
3
4
BFL
6
7
0
325 115
0.0900 273 110
0.180 221 104
0.270 169
98.4
0.360 118
92.5
0.962 99.3 90.1
1.72
81.1 87.0
173
165
157
148
139
135
131
123
116
110
103
95.4
92.5
89.1
185
175
165
154
143
139
134
131
123
115
107
98.3
95.0
91.1
197
185
173
161
148
143
137
139
130
121
111
101
97.5
93.1
209
196
181
167
152
147
140
W10×19
53.9
81.0
TFL
2
3
4
BFL
6
7
0
281
0.0988 241
0.198 202
0.296 162
0.395 122
1.25
96.2
2.29
70.3
150
144
137
130
123
118
111
107
102
96.3
90.8
85.2
80.9
75.4
160
153
145
137
128
122
113
114
108
101
94.9
88.2
83.3
77.2
171
162
152
143
133
125
116
121
114
106
98.9
91.3
85.8
78.9
181
171
160
149
137
129
119
ASD
LRFD
Ωb = 1.67
φ b = 0.90
381
317
254
190
127
111
95.1
99.6
95.5
91.2
86.8
82.1
78.5
73.7
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
9:02 AM
Page 189
COMPOSITE BEAM SELECTION TABLES
3–189
Table 3-19 (continued)
Fy = 50 ksi
Shape
W12×16
Composite W-Shapes
Available Strength in Flexure,
kip-ft
W12-W10
Y 2 b, in.
4
4.5
5
5.5
6
6.5
7
ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD
118.0 177 123.0 185 129.0 194 135.0 203 141.0 212 147.0 221 153.0 230
112 169 117
176 123
184 128
192 133
200 138
208 143
216
107 161 111
167 116
174 120
181 125
188 130
195 134
202
101 152 105
158 109
164 113
170 117
176 121
182 125
187
95.7 144
99.0 149 102
154 105
158 109
163 112
168 115
173
87.0 131
89.4 134 91.7 138 94.1 141 96.4 145 98.8 148 101
152
75.5 113
77.0 116 78.4 118 79.9 120 81.4 122 82.8 125 84.3 127
W12×14
103 155 108
98.8 148 103
94.2 142
98.3
89.6 135
93.1
85.0 128
87.9
76.8 115
79.0
66.0 99.2 67.3
163 114
155 108
148 102
140 96.7
132 90.9
119 81.1
101 68.6
171
162
154
145
137
122
103
119
113
106
100
93.9
83.2
69.9
179
169
160
151
141
125
105
124
117
111
104
96.8
85.3
71.2
186
176
166
156
146
128
107
129
122
115
107
99.8
87.5
72.5
194
183
172
161
150
131
109
134
127
119
111
103
89.6
73.8
202
190
178
166
154
135
111
W10×26
174
161
148
134
120
117
113
183
169
154
139
123
119
115
275
254
232
209
186
179
173
193
177
160
144
127
122
117
290
266
241
216
190
184
176
202
185
167
148
130
125
120
304
277
251
223
195
188
180
212
193
173
153
133
128
122
318
289
260
230
200
192
183
221
200
179
158
136
130
124
332
301
270
237
205
196
187
231
208
186
163
139
133
127
347
313
279
244
209
200
191
W10×22
147 221
137 206
126 190
115 173
104 157
100 150
95.1 143
155
144
132
120
107
102
97.1
234
216
198
180
161
154
146
164
151
137
124
110
105
99.2
246
226
206
186
165
158
149
172
157
143
128
113
107
101
258
236
215
192
170
161
152
180
164
148
132
116
110
103
270
247
223
199
174
165
155
188
171
154
136
119
112
105
282
257
231
205
179
169
158
196
178
159
141
122
115
107
294
267
239
211
183
173
161
W10×19
128 192
120 180
111 167
103 155
94.3 142
88.2 132
80.7 121
135
126
116
107
97.4
90.6
82.4
202
189
175
161
146
136
124
142
132
121
111
100
93.0
84.2
213
198
183
167
151
140
127
149
138
126
115
103
95.4
85.9
223
207
190
173
156
143
129
156
144
132
119
107
97.8
87.7
234
216
198
179
160
147
132
163
150
137
123
110
100
89.4
244
225
205
185
165
151
134
170
156
142
127
113
103
91.2
255
234
213
191
169
154
137
ASD
LRFD
Ωb = 1.67 φ b = 0.90
261
242
222
202
181
175
169
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3C:14th Ed.
2/24/11
9:02 AM
Page 190
3–190
DESIGN OF FLEXURAL MEMBERS
Table 3-19 (continued)
Composite W-Shapes
W10
Shape
W10×17
Fy = 50 ksi
Available Strength in Flexure,
kip-ft
Mp /Ωb φb Mp
Y 1a ∑Qn
kip-ft
PNAc
2
in.
kip ASD LRFD
ASD LRFD
46.7 70.1 TFL 0
250
87.8 132
2 0.0825 216
84.4 127
3 0.165 183
80.9 122
4 0.248 150
77.2 116
BFL 0.330 117
73.5 110
6 1.31
89.8 69.7 105
7 2.45
62.4 64.4 96.8
Y 2 b, in.
ASD
2.5
LRFD
3
3.5
LRFD
ASD
LRFD
ASD
94.0
89.8
85.5
81.0
76.4
71.9
65.9
141 100
135
95.2
128
90.0
122
84.7
115
79.3
108
74.2
99.1 67.5
151
143
135
127
119
111
101
106
101
94.6
88.5
82.2
76.4
69.1
160
151
142
133
124
115
104
132
126
120
113
107
98.7
88.0
93.5
88.7
83.9
78.9
73.9
67.8
59.9
140
133
126
119
111
102
90.1
W10×15
39.9
60.0
TFL
2
3
4
BFL
6
7
0
221
0.0675 194
0.135 167
0.203 140
0.270 113
1.35
83.8
2.60
55.1
77.0
74.2
71.4
68.5
65.5
61.5
55.8
116
112
107
103
98.4
92.5
83.9
82.5
79.1
75.6
72.0
68.3
63.6
57.2
124
119
114
108
103
95.6
86.0
88.0
83.9
79.7
75.5
71.1
65.7
58.6
W10×12
31.2
46.9
TFL
2
3
4
BFL
6
7
0
177
0.0525 156
0.105 135
0.158 115
0.210 93.8
1.30
69.0
2.61
44.3
61.3
59.1
57.0
54.8
52.5
49.2
44.3
92.1
88.9
85.7
82.4
78.9
73.9
66.6
65.7
63.0
60.4
57.7
54.9
50.9
45.4
98.7
94.8
90.7
86.7
82.4
76.5
68.2
70.1 105
66.9 100
63.7 95.8
60.5 91.0
57.2 86.0
52.6 79.1
46.5 69.9
ASD
LRFD
Ωb = 1.67
φ b = 0.90
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
74.5 112
70.8 106
67.1 101
63.4 95.3
59.5 89.5
54.4 81.7
47.6 71.5
AISC_Part 3C:14th Ed.
2/24/11
9:02 AM
Page 191
COMPOSITE BEAM SELECTION TABLES
3–191
Table 3-19 (continued)
Fy = 50 ksi
Shape
W10×17
Composite W-Shapes
Available Strength in Flexure,
kip-ft
Y 2 b, in.
4
4.5
5
5.5
6
6.5
7
ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD
113.0 169.0 119.0 179.0 125.0 188.0 131.0 197.0 138.0 207.0 144.0 216.0 150.0 225.0
106 159 111 167 117 176 122 184 128 192 133 200 138 208
99.2 149 104 156 108 163 113 170 117 177 122 183 127 190
92.2 139
96.0 144
99.7 150 103 156 107 161 111 167 115 172
85.2 128
88.1 132
91.0 137
93.9 141
96.8 146
99.8 150 103 154
78.6 118
80.9 122
83.1 125
85.4 128
87.6 132
89.8 135
92.1 138
70.6 106
72.2 108
73.7 111
75.3 113
76.8 115
78.4 118
80.0 120
W10×15
99.0 149 104 157 110 165 115 174 121 182
93.5 141
98.4 148 103 155 108 162 113 170
88.0 132
92.2 139
96.3 145 100 151 105 157
82.4 124
85.9 129
89.4 134
92.9 140
96.4 145
76.7 115
79.5 120
82.3 124
85.2 128
88.0 132
69.9 105
72.0 108
74.1 111
76.2 114
78.2 118
61.3 92.2 62.7 94.2 64.1 96.3 65.4 98.3 66.8 100
W10×12
78.9 119
74.7 112
70.5 106
66.2 99.6
61.9 93.0
56.1 84.3
48.7 73.2
ASD
W10
LRFD
Ωb = 1.67 φ b = 0.90
83.3 125
78.6 118
73.9 111
69.1 104
64.2 96.5
57.8 86.9
49.8 74.9
87.7 132
82.5 124
77.3 116
72.0 108
66.6 100
59.5 89.5
50.9 76.5
92.2 139
86.4 130
80.6 121
74.8 112
68.9 104
61.2 92.1
52.0 78.2
126 190
118 177
109 164
99.8 150
90.8 136
80.3 121
68.2 102
132 198
123 184
113 170
103 155
93.6 141
82.4 124
69.6 105
96.6 145 101 152 105 158
90.3 136
94.2 142
98.1 147
84.0 126
87.4 131
90.8 136
77.7 117
80.5 121
83.4 125
71.2 107
73.6 111
75.9 114
63.0 94.6 64.7 97.2 66.4 99.8
53.1 79.8 54.2 81.5 55.3 83.2
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3D:14th Ed.
2/24/11
9:03 AM
Page 192
DESIGN OF FLEXURAL MEMBERS
3–192
Table 3-20
ILB
Lower-Bound
Elastic Moment of
Inertia, ILB, for Plastic
Composite Sections
W40
∑Qn
kip
Y 2 b, in.
4.5
5
Fy = 50 ksi
Shaped
PNAc
Y 1a
in.
W40×297
(23200)
TFL
2
3
4
BFL
6
7
0
4370 44100 45100 46100 47100 48100 49200 50300 51400 52500 53600 54800
0.413 3710 42400 43300 44200 45200 46100 47100 48100 49100 50100 51200 52200
0.825 3060 40500 41300 42100 42900 43800 44600 45500 46400 47300 48300 49200
1.24 2410 38100 38800 39500 40200 40900 41700 42500 43200 44000 44800 45700
1.65 1760 35200 35800 36400 36900 37500 38100 38800 39400 40000 40700 41400
4.58 1420 33500 34000 34400 34900 35400 36000 36500 37000 37600 38100 38700
8.17 1090 31600 32000 32300 32800 33200 33600 34000 34500 34900 35400 35800
W40×294
(21900)
TFL 0
4310 43100 44100 45100 46100 47100 48200 49300 50400 51500 52600 53800
2
0.483 3730 41600 42500 43400 44400 45300 46300 47300 48300 49400 50400 51500
3
0.965 3150 39800 40700 41500 42300 43200 44100 45000 45900 46900 47800 48800
4
1.45 2570 37800 38500 39200 40000 40800 41500 42300 43200 44000 44900 45700
BFL 1.93 1990 35300 35900 36600 37200 37800 38500 39200 39900 40600 41300 42000
6
5.71 1540 33100 33600 34100 34600 35200 35700 36300 36900 37500 38100 38700
7 10.0 1080 30400 30800 31200 31600 32000 32400 32900 33300 33800 34200 34700
W40×278
(20500)
TFL 0
4120 40600 41500 42500 43400 44400 45400 46400 47500 48500 49600 50700
2
0.453 3570 39200 40000 40900 41800 42700 43600 44600 45600 46500 47600 48600
3
0.905 3030 37500 38300 39100 39900 40800 41600 42500 43400 44300 45200 46100
4
1.36 2490 35700 36300 37100 37800 38500 39300 40000 40800 41600 42500 43300
BFL 1.81 1940 33400 34000 34600 35200 35800 36500 37100 37800 38500 39200 39900
6
5.67 1490 31200 31700 32200 32700 33200 33700 34300 34800 35400 36000 36600
7 10.1 1030 28500 28900 29300 29700 30100 30500 30900 31300 31700 32200 32600
W40×277
(21900)
TFL
2
3
4
BFL
6
7
0
4080 41400 42300 43200 44100 45100 46100 47100 48100 49100 50200 51300
0.395 3450 39700 40600 41400 42300 43200 44100 45000 45900 46900 47800 48800
0.790 2830 37800 38600 39300 40100 40900 41700 42500 43400 44200 45100 46000
1.19 2200 35500 36200 36800 37500 38200 38800 39500 40300 41000 41700 42500
1.58 1580 32800 33300 33800 34300 34900 35400 36000 36500 37100 37700 38300
4.20 1300 31300 31700 32200 32600 33100 33600 34100 34600 35100 35600 36100
7.58 1020 29700 30100 30400 30800 31200 31600 32000 32400 32800 33200 33700
W40×264
(19400)
TFL
2
3
4
BFL
6
7
0
3870 38100 39000 39900 40800 41700 42600 43600 44600 45600 46600 47600
0.433 3360 36800 37600 38400 39300 40100 41000 41900 42800 43700 44700 45600
0.865 2840 35300 36000 36700 37500 38300 39100 39900 40700 41500 42400 43300
1.30 2330 33500 34100 34800 35500 36200 36900 37600 38300 39100 39800 40600
1.73 1810 31300 31900 32400 33000 33600 34200 34800 35400 36100 36700 37400
5.53 1390 29300 29800 30200 30700 31200 31700 32200 32700 33200 33800 34300
9.92 968 26900 27200 27600 28000 28300 28700 29100 29500 29900 30300 30700
2
2.5
3
3.5
4
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
d Value in parentheses is I (in.4) of noncomposite steel shape.
x
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
5.5
6
6.5
7
AISC_Part 3D:14th Ed.
2/24/11
9:03 AM
Page 193
COMPOSITE BEAM SELECTION TABLES
3–193
Table 3-20 (continued)
ILB
Lower-Bound
Elastic Moment of
Inertia, ILB, for Plastic
Composite Sections
Fy = 50 ksi
W40
Shaped
PNAc
Y 1a
in.
∑Qn
kip
W40×249
(19600)
TFL
2
3
4
BFL
6
7
0
0.355
0.710
1.07
1.42
4.03
7.45
3680 36900 37700 38500 39400 40300 41100 42000 43000 43900 44800 45800
3110 35500 36200 37000 37700 38500 39300 40200 41000 41900 42700 43600
2550 33800 34400 35100 35800 36500 37200 38000 38700 39500 40300 41100
1990 31800 32300 32900 33500 34100 34700 35400 36000 36700 37300 38000
1430 29300 29700 30200 30700 31200 31700 32200 32700 33200 33700 34300
1180 28000 28400 28800 29200 29600 30100 30500 30900 31400 31900 32300
919 26500 26800 27200 27500 27900 28200 28600 28900 29300 29700 30100
W40×235
(17400)
TFL
2
3
4
BFL
6
7
0
0.395
0.790
1.19
1.58
5.16
9.44
3460 33900 34700 35500 36300 37100 37900 38800 39600 40500 41400 42300
2980 32700 33400 34100 34800 35600 36400 37200 38000 38800 39600 40500
2510 31300 31900 32600 33300 33900 34600 35400 36100 36800 37600 38400
2040 29600 30200 30800 31400 32000 32600 33200 33900 34500 35200 35900
1570 27700 28200 28700 29200 29700 30200 30700 31300 31800 32400 33000
1220 26000 26400 26800 27200 27700 28100 28500 29000 29400 29900 30400
864 24000 24300 24600 24900 25300 25600 25900 26300 26600 27000 27400
W40×215
(16700)
TFL
2
3
4
BFL
6
7
0
0.305
0.610
0.915
1.22
3.80
7.29
3180 31400 32100 32800 33500 34200 35000 35800 36600 37400 38200 39000
2690 30200 30800 31400 32100 32800 33500 34200 34900 35600 36400 37200
2210 28700 29300 29900 30500 31100 31700 32300 33000 33600 34300 35000
1730 27100 27500 28000 28500 29100 29600 30100 30700 31300 31800 32400
1250 25000 25400 25800 26200 26600 27000 27500 27900 28400 28800 29300
1020 23800 24200 24500 24900 25200 25600 26000 26300 26700 27100 27500
794 22600 22800 23100 23400 23700 24000 24300 24600 25000 25300 25600
W40×211
(15500)
TFL
2
3
4
BFL
6
7
0
0.355
0.710
1.07
1.42
5.00
9.35
3110 30100 30800 31500 32200 33000 33700 34500 35200 36000 36800 37700
2690 29100 29700 30400 31000 31700 32400 33100 33800 34500 35300 36100
2270 27800 28400 29000 29600 30200 30900 31500 32200 32800 33500 34200
1850 26400 26900 27400 28000 28500 29100 29600 30200 30800 31400 32000
1430 24700 25200 25600 26000 26500 27000 27400 27900 28400 28900 29500
1100 23100 23500 23900 24200 24600 25000 25400 25800 26200 26700 27100
776 21300 21600 21900 22200 22500 22800 23100 23400 23700 24000 24400
W40×199
(14900)
TFL
2
3
4
BFL
6
7
0
0.268
0.535
0.803
1.07
4.09
8.04
2940 28300 28900 29600 30300 30900 31600 32300 33100 33800 34500 35300
2520 27300 27900 28500 29100 29700 30300 31000 31700 32300 33000 33700
2090 26000 26600 27100 27700 28200 28800 29400 30000 30600 31200 31900
1670 24600 25100 25500 26000 26500 27000 27500 28100 28600 29100 29700
1250 22900 23300 23700 24100 24500 24900 25300 25700 26200 26600 27100
992 21700 22000 22300 22600 23000 23300 23700 24100 24400 24800 25200
735 20300 20500 20800 21000 21300 21600 21900 22200 22500 22800 23100
2
2.5
3
3.5
4
Y 2 b, in.
4.5
5
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
d Value in parentheses is I (in.4) of noncomposite steel shape.
x
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
5.5
6
6.5
7
AISC_Part 3D:14th Ed.
2/24/11
9:03 AM
Page 194
DESIGN OF FLEXURAL MEMBERS
3–194
Table 3-20 (continued)
ILB
Lower-Bound
Elastic Moment of
Inertia, ILB, for Plastic
Composite Sections
W40-W36
∑Qn
kip
Y 2 b, in.
4.5
5
Fy = 50 ksi
Shaped
PNAc
Y 1a
in.
W40×183
(13200)
TFL
2
3
4
BFL
6
7
0
2670 25500 26100 26700 27300 27900 28600 29200 29900 30500 31200 31900
0.300 2310 24600 25200 25700 26300 26900 27500 28100 28700 29300 29900 30600
0.600 1960 23600 24100 24600 25100 25700 26200 26800 27300 27900 28500 29100
0.900 1600 22400 22900 23300 23800 24200 24700 25200 25700 26200 26700 27200
1.20 1250 21100 21400 21800 22200 22600 23000 23400 23800 24300 24700 25200
4.77 958 19700 20000 20300 20700 21000 21300 21700 22000 22400 22700 23100
9.25 666 18100 18400 18600 18800 19100 19300 19600 19900 20100 20400 20700
W40×167
(11600)
TFL
2
3
4
BFL
6
7
0
2470 22800 23300 23900 24400 25000 25600 26200 26800 27400 28000 28700
0.258 2160 22000 22500 23000 23600 24100 24600 25200 25800 26300 26900 27500
0.515 1860 21200 21700 22100 22600 23100 23600 24100 24600 25200 25700 26300
0.773 1550 20200 20600 21100 21500 21900 22400 22800 23300 23800 24300 24800
1.03 1250 19100 19500 19800 20200 20600 21000 21400 21800 22200 22600 23100
4.95 933 17700 18000 18300 18600 18900 19300 19600 19900 20300 20600 21000
9.82 616 16100 16300 16500 16700 17000 17200 17400 17700 17900 18200 18400
W40×149
(9800)
TFL 0
2190 19600 20000 20500 21000 21500 22000 22500 23100 23600 24200 24700
2
0.208 1950 19000 19400 19900 20300 20800 21300 21800 22300 22800 23300 23900
3
0.415 1700 18300 18700 19100 19600 20000 20500 20900 21400 21900 22300 22800
4
0.623 1460 17600 18000 18400 18700 19100 19600 20000 20400 20800 21300 21700
BFL 0.830 1210 16700 17100 17400 17800 18100 18500 18900 19200 19600 20000 20400
6
5.15 879 15400 15700 15900 16200 16500 16800 17100 17400 17700 18000 18300
7 10.4
548 13700 13900 14100 14300 14500 14700 14900 15100 15300 15500 15800
W36×302
(21100)
TFL
2
3
4
BFL
6
7
0
4450 40100 41000 42000 42900 43900 44900 46000 47100 48100 49200 50400
0.420 3750 38500 39300 40200 41100 42000 42900 43900 44800 45800 46800 47900
0.840 3050 36500 37300 38100 38900 39700 40500 41300 42200 43100 44000 44900
1.26 2350 34200 34900 35500 36200 36900 37600 38300 39000 39800 40600 41300
1.68 1640 31300 31800 32300 32900 33400 33900 34500 35100 35700 36300 36900
4.06 1380 30100 30500 31000 31400 31900 32400 32900 33400 33900 34400 35000
6.88 1110 28700 29000 29400 29800 30200 30600 31000 31500 31900 32300 32800
W36×282
(19600)
TFL
2
3
4
BFL
6
7
0
4150 37100 38000 38900 39800 40700 41600 42600 43600 44600 45600 46700
0.393 3490 35600 36400 37200 38000 38900 39700 40600 41500 42400 43400 44300
0.785 2840 33800 34500 35300 36000 36700 37500 38300 39100 39900 40800 41600
1.18 2190 31700 32300 32900 33500 34200 34800 35500 36200 36900 37600 38300
1.57 1540 29100 29600 30000 30500 31000 31500 32100 32600 33100 33700 34300
4.00 1290 27900 28300 28700 29200 29600 30100 30500 31000 31500 31900 32400
6.84 1040 26600 27000 27300 27700 28100 28400 28800 29200 29600 30000 30500
2
2.5
3
3.5
4
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
d Value in parentheses is I (in.4) of noncomposite steel shape.
x
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
5.5
6
6.5
7
AISC_Part 3D:14th Ed.
2/24/11
9:03 AM
Page 195
COMPOSITE BEAM SELECTION TABLES
3–195
Table 3-20 (continued)
ILB
Lower-Bound
Elastic Moment of
Inertia, ILB, for Plastic
Composite Sections
Fy = 50 ksi
W36
Shaped
PNAc
Y 1a
in.
∑Qn
kip
W36×262
(17900)
TFL
2
3
4
BFL
6
7
0
0.360
0.720
1.08
1.44
3.96
6.96
3860 34000 34800 35700 36500 37400 38200 39100 40000 41000 41900 42900
3260 32700 33400 34200 34900 35700 36500 37300 38200 39000 39900 40800
2660 31100 31700 32400 33100 33800 34500 35200 36000 36700 37500 38300
2070 29200 29700 30300 30900 31500 32100 32700 33400 34000 34700 35400
1470 26800 27200 27700 28200 28600 29100 29600 30100 30600 31200 31700
1220 25700 26000 26400 26800 27200 27700 28100 28500 29000 29400 29900
965 24400 24700 25000 25300 25700 26000 26400 26800 27100 27500 27900
W36×256
(16800)
TFL
2
3
4
BFL
6
7
0
0.433
0.865
1.30
1.73
5.18
8.90
3770 32900 33700 34500 35400 36200 37100 38000 38900 39800 40700 41700
3240 31700 32500 33200 34000 34700 35500 36400 37200 38000 38900 39800
2710 30300 31000 31600 32300 33000 33800 34500 35300 36000 36800 37600
2180 28600 29200 29800 30400 31000 31700 32300 33000 33600 34300 35000
1650 26600 27100 27600 28100 28600 29100 29700 30200 30800 31400 32000
1300 25100 25500 25900 26300 26800 27200 27700 28100 28600 29100 29600
941 23300 23600 23900 24200 24600 24900 25300 25600 26000 26400 26700
W36×247
(16700)
TFL
2
3
4
BFL
6
7
0
0.338
0.675
1.01
1.35
3.95
7.02
3630 31700 32500 33200 34000 34800 35600 36500 37300 38200 39100 40000
3070 30500 31200 31900 32600 33300 34100 34800 35600 36400 37200 38100
2510 29000 29600 30200 30900 31500 32200 32900 33600 34300 35000 35800
1950 27200 27700 28300 28800 29400 29900 30500 31100 31700 32400 33000
1400 25100 25500 25900 26300 26800 27200 27700 28200 28700 29200 29700
1150 23900 24300 24700 25000 25400 25800 26200 26600 27100 27500 27900
906 22700 23000 23300 23600 23900 24300 24600 24900 25300 25700 26000
W36×232
(15000)
TFL
2
3
4
BFL
6
7
0
0.393
0.785
1.18
1.57
5.04
8.78
3400 29400 30100 30800 31500 32300 33100 33900 34700 35500 36300 37200
2930 28300 28900 29600 30300 31000 31700 32500 33200 34000 34800 35500
2450 27000 27600 28200 28800 29500 30100 30800 31500 32200 32900 33600
1980 25600 26100 26600 27200 27700 28300 28900 29500 30100 30700 31300
1500 23800 24200 24700 25100 25600 26100 26500 27000 27500 28100 28600
1180 22400 22800 23100 23500 23900 24300 24700 25100 25600 26000 26400
850 20700 21000 21300 21600 21900 22200 22500 22900 23200 23500 23900
W36×231
(15600)
TFL
2
3
4
BFL
6
7
0
0.315
0.630
0.945
1.26
3.88
7.03
3410 29600 30300 31000 31700 32500 33200 34000 34800 35700 36500 37300
2890 28400 29100 29700 30400 31100 31800 32500 33200 34000 34800 35500
2370 27100 27600 28200 28800 29400 30100 30700 31400 32000 32700 33400
1850 25400 25900 26400 26900 27500 28000 28600 29100 29700 30300 30900
1330 23400 23800 24200 24700 25100 25500 25900 26400 26900 27300 27800
1090 22400 22700 23100 23400 23800 24100 24500 24900 25300 25700 26100
853 21200 21500 21800 22100 22400 22700 23000 23300 23600 24000 24300
2
2.5
3
3.5
4
Y 2 b, in.
4.5
5
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
d Value in parentheses is I (in.4) of noncomposite steel shape.
x
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
5.5
6
6.5
7
AISC_Part 3D:14th Ed.
2/24/11
9:03 AM
Page 196
DESIGN OF FLEXURAL MEMBERS
3–196
Table 3-20 (continued)
ILB
Lower-Bound
Elastic Moment of
Inertia, ILB, for Plastic
Composite Sections
W36
Fy = 50 ksi
Shaped
PNAc
Y 1a
in.
∑Qn
kip
W36×210
(13200)
TFL
2
3
4
BFL
6
7
0
0.340
0.680
1.02
1.36
5.04
9.03
3100 26000 26700 27300 28000 28700 29400 30100 30800 31600 32300 33100
2680 25100 25700 26300 26900 27500 28200 28900 29500 30200 30900 31700
2270 24000 24600 25100 25700 26300 26900 27500 28100 28700 29400 30000
1850 22800 23300 23800 24300 24800 25300 25800 26400 26900 27500 28100
1440 21300 21700 22200 22600 23000 23500 23900 24400 24900 25300 25800
1100 19900 20300 20600 20900 21300 21700 22000 22400 22800 23200 23600
774 18300 18600 18800 19100 19400 19700 20000 20200 20500 20800 21200
W36×194
(12100)
TFL
2
3
4
BFL
6
7
0
0.315
0.630
0.945
1.26
4.93
8.94
2850 23800 24400 25000 25600 26200 26900 27500 28200 28900 29600 30300
2470 23000 23500 24100 24600 25200 25800 26400 27000 27700 28300 29000
2090 22000 22500 23000 23500 24000 24600 25100 25700 26300 26900 27500
1710 20900 21300 21800 22200 22700 23200 23700 24200 24700 25200 25700
1330 19500 19900 20300 20700 21100 21500 21900 22300 22800 23200 23700
1020 18300 18600 18900 19200 19500 19900 20200 20600 20900 21300 21700
713 16800 17000 17300 17500 17700 18000 18300 18500 18800 19100 19400
W36×182
(11300)
TFL
2
3
4
BFL
6
7
0
0.295
0.590
0.885
1.18
4.89
8.91
2680 22200 22700 23300 23900 24400 25000 25700 26300 26900 27600 28300
2320 21400 21900 22400 23000 23500 24100 24600 25200 25800 26400 27000
1970 20500 21000 21500 21900 22400 22900 23500 24000 24500 25100 25700
1610 19500 19900 20300 20700 21200 21600 22100 22600 23000 23500 24000
1250 18200 18600 18900 19300 19700 20000 20400 20800 21200 21700 22100
961 17000 17300 17600 17900 18200 18600 18900 19200 19600 19900 20200
670 15700 15900 16100 16300 16600 16800 17000 17300 17600 17800 18100
W36×170
(10500)
TFL
2
3
4
BFL
6
7
0
0.275
0.550
0.825
1.10
4.83
8.91
2500 20600 21100 21600 22200 22700 23300 23800 24400 25000 25600 26300
2170 19900 20400 20800 21300 21800 22400 22900 23400 24000 24600 25100
1840 19100 19500 19900 20400 20900 21300 21800 22300 22800 23300 23900
1510 18100 18500 18900 19300 19700 20100 20500 21000 21400 21900 22400
1180 17000 17300 17600 18000 18300 18700 19100 19400 19800 20200 20600
903 15900 16100 16400 16700 17000 17300 17600 17900 18200 18500 18900
625 14500 14700 15000 15200 15400 15600 15800 16100 16300 16600 16800
W36×160
(9760)
TFL
2
3
4
BFL
6
7
0
0.255
0.510
0.765
1.02
4.82
8.96
2350 19200 19600 20100 20600 21100 21700 22200 22700 23300 23900 24400
2040 18500 18900 19400 19900 20300 20800 21300 21800 22300 22900 23400
1740 17800 18200 18600 19000 19400 19900 20300 20800 21300 21800 22300
1430 16900 17200 17600 18000 18400 18800 19200 19600 20000 20400 20900
1130 15900 16200 16500 16800 17100 17500 17800 18200 18600 18900 19300
857 14800 15000 15300 15600 15800 16100 16400 16700 17000 17300 17600
588 13500 13700 13900 14100 14300 14500 14700 15000 15200 15400 15600
2
2.5
3
3.5
4
Y 2 b, in.
4.5
5
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
d Value in parentheses is I (in.4) of noncomposite steel shape.
x
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
5.5
6
6.5
7
AISC_Part 3D:14th Ed.
2/24/11
9:04 AM
Page 197
COMPOSITE BEAM SELECTION TABLES
3–197
Table 3-20 (continued)
ILB
Lower-Bound
Elastic Moment of
Inertia, ILB, for Plastic
Composite Sections
Fy = 50 ksi
W36-W33
Shaped
PNAc
Y 1a
in.
∑Qn
kip
W36×150
(9040)
TFL
2
3
4
BFL
6
7
0
0.235
0.470
0.705
0.940
4.82
9.09
2220 17900 18300 18800 19200 19700 20200 20700 21200 21800 22300 22800
1930 17200 17700 18100 18500 19000 19400 19900 20400 20900 21400 21900
1650 16600 16900 17300 17700 18200 18600 19000 19400 19900 20300 20800
1370 15800 16100 16500 16800 17200 17600 18000 18300 18800 19200 19600
1090 14900 15200 15500 15800 16100 16400 16700 17100 17400 17800 18100
820 13800 14000 14300 14500 14800 15100 15300 15600 15900 16200 16500
554 12600 12700 12900 13100 13300 13500 13700 13900 14100 14300 14600
W36×135
(7800)
TFL
2
3
4
BFL
6
7
0
0.198
0.395
0.593
0.790
4.92
9.49
2000 15600 16000 16400 16900 17300 17700 18200 18600 19100 19600 20100
1760 15100 15500 15900 16300 16700 17100 17500 18000 18400 18800 19300
1520 14600 14900 15300 15600 16000 16400 16800 17200 17600 18000 18400
1280 13900 14200 14500 14900 15200 15600 15900 16300 16600 17000 17400
1050 13200 13500 13800 14000 14300 14600 15000 15300 15600 15900 16300
773 12200 12400 12600 12900 13100 13300 13600 13800 14100 14400 14700
499 10900 11100 11300 11400 11600 11800 11900 12100 12300 12500 12700
W33×221
(12900)
TFL
2
3
4
BFL
6
7
0
0.320
0.640
0.960
1.28
3.67
6.42
3270 24600 25300 25900 26600 27200 27900 28600 29400 30100 30900 31600
2760 23600 24200 24800 25400 26000 26700 27300 28000 28700 29300 30100
2250 22500 23000 23500 24000 24600 25200 25700 26300 26900 27500 28200
1750 21100 21500 22000 22400 22900 23400 23900 24400 24900 25400 26000
1240 19400 19700 20100 20400 20800 21200 21600 22000 22400 22800 23200
1030 18500 18800 19100 19400 19800 20100 20400 20800 21100 21500 21900
816 17600 17800 18100 18400 18600 18900 19200 19500 19800 20100 20400
W33×201
(11600)
TFL
2
3
4
BFL
6
7
0
0.288
0.575
0.863
1.15
3.65
6.52
2960 22100 22700 23300 23800 24500 25100 25700 26400 27000 27700 28400
2500 21200 21700 22300 22800 23400 23900 24500 25100 25700 26400 27000
2050 20200 20700 21100 21600 22100 22600 23200 23700 24200 24800 25400
1600 19000 19400 19800 20200 20600 21100 21500 22000 22400 22900 23400
1150 17500 17800 18100 18500 18800 19100 19500 19900 20200 20600 21000
944 16700 17000 17200 17500 17800 18100 18400 18700 19100 19400 19700
739 15800 16000 16300 16500 16700 17000 17200 17500 17800 18000 18300
W33×169
(9290)
TFL
2
3
4
BFL
6
7
0
0.305
0.610
0.915
1.22
4.28
7.66
2480 18100 18600 19100 19600 20100 20600 21200 21700 22300 22900 23400
2120 17400 17900 18300 18800 19300 19700 20200 20700 21300 21800 22300
1770 16700 17100 17500 17900 18300 18700 19200 19600 20100 20600 21100
1420 15700 16100 16400 16800 17200 17600 17900 18300 18800 19200 19600
1070 14600 14900 15200 15500 15800 16100 16500 16800 17100 17500 17800
845 13800 14000 14300 14500 14800 15100 15300 15600 15900 16200 16500
619 12800 13000 13200 13400 13600 13800 14000 14300 14500 14700 14900
2
2.5
3
3.5
4
Y 2 b, in.
4.5
5
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
d Value in parentheses is I (in.4) of noncomposite steel shape.
x
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
5.5
6
6.5
7
AISC_Part 3D:14th Ed.
2/24/11
9:04 AM
Page 198
DESIGN OF FLEXURAL MEMBERS
3–198
Table 3-20 (continued)
ILB
Lower-Bound
Elastic Moment of
Inertia, ILB, for Plastic
Composite Sections
W33-W30
Fy = 50 ksi
Shaped
PNAc
Y 1a
in.
∑Qn
kip
W33×152
(8160)
TFL
2
3
4
BFL
6
7
0
0.265
0.530
0.795
1.06
4.34
7.91
2250 16100 16500 16900 17400 17800 18300 18800 19300 19800 20300 20800
1940 15500 15900 16300 16700 17100 17600 18000 18500 18900 19400 19900
1630 14800 15200 15500 15900 16300 16700 17100 17500 17900 18400 18800
1320 14000 14300 14600 15000 15300 15700 16000 16400 16800 17100 17500
1020 13100 13400 13600 13900 14200 14500 14800 15100 15400 15700 16100
788 12300 12500 12700 12900 13200 13400 13700 13900 14200 14500 14700
561 11300 11500 11700 11800 12000 12200 12400 12600 12800 13000 13200
W33×141
(7450)
TFL
2
3
4
BFL
6
7
0
0.240
0.480
0.720
0.960
4.34
8.08
2080 14700 15100 15500 15900 16300 16700 17200 17600 18100 18600 19100
1800 14200 14500 14900 15300 15700 16100 16500 16900 17300 17800 18200
1520 13600 13900 14200 14600 14900 15300 15700 16100 16500 16900 17300
1250 12900 13200 13500 13800 14100 14400 14800 15100 15500 15800 16200
971 12100 12300 12600 12800 13100 13400 13700 13900 14200 14500 14800
745 11300 11500 11700 11900 12100 12400 12600 12800 13100 13300 13600
519 10300 10500 10700 10800 11000 11200 11300 11500 11700 11900 12100
W33×130
(6710)
TFL
2
3
4
BFL
6
7
0
0.214
0.428
0.641
0.855
4.39
8.30
1920 13300 13700 14000 14400 14800 15200 15600 16000 16500 16900 17300
1670 12800 13200 13500 13900 14200 14600 15000 15400 15800 16200 16600
1420 12300 12600 12900 13300 13600 13900 14300 14600 15000 15400 15800
1180 11700 12000 12300 12600 12900 13200 13500 13800 14100 14500 14800
932 11000 11300 11500 11800 12000 12300 12500 12800 13100 13400 13700
705 10300 10500 10600 10900 11100 11300 11500 11700 12000 12200 12400
479 9350 9490 9640 9790 9950 10100 10300 10400 10600 10800 11000
W33×118
(5900)
TFL
2
3
4
BFL
6
7
0
0.185
0.370
0.555
0.740
4.47
8.56
1740 11800 12100 12500 12800 13200 13500 13900 14300 14700 15100 15500
1520 11400 11700 12000 12300 12700 13000 13400 13700 14100 14400 14800
1310 11000 11300 11500 11800 12100 12500 12800 13100 13400 13800 14100
1100 10500 10700 11000 11300 11500 11800 12100 12400 12700 13000 13300
884 9890 10100 10300 10600 10800 11000 11300 11500 11800 12100 12300
659 9150 9330 9510 9700 9890 10100 10300 10500 10700 10900 11200
434 8260 8390 8530 8660 8800 8950 9090 9250 9400 9560 9720
W30×116
(4930)
TFL
2
3
4
BFL
6
7
0
0.213
0.425
0.638
0.850
3.98
7.43
1710
1490
1260
1040
818
623
428
2
2.5
3
3.5
4
Y 2 b, in.
4.5
5
5.5
6
6.5
7
9870 10200 10500 10800 11100 11400 11800 12100 12500 12800 13200
9530 9810 10100 10400 10700 11000 11300 11600 12000 12300 12600
9120 9370 9630 9900 10200 10400 10700 11000 11300 11600 12000
8670 8890 9120 9360 9600 9850 10100 10400 10600 10900 11200
8130 8320 8520 8720 8920 9140 9360 9580 9810 10000 10300
7570 7730 7890 8060 8230 8400 8580 8770 8960 9150 9350
6910 7030 7150 7270 7400 7530 7670 7810 7950 8090 8240
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
d Value in parentheses is I (in.4) of noncomposite steel shape.
x
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3D:14th Ed.
2/24/11
9:04 AM
Page 199
COMPOSITE BEAM SELECTION TABLES
3–199
Table 3-20 (continued)
ILB
Lower-Bound
Elastic Moment of
Inertia, ILB, for Plastic
Composite Sections
Fy = 50 ksi
∑Qn
kip
Y 2 b, in.
4.5
5
W30-W27
Shaped
PNAc
Y 1a
in.
W30×108
(4470)
TFL
2
3
4
BFL
6
7
0
1590 9000 9280 9560 9840 10100 10400 10800 11100 11400 11700 12100
0.190 1390 8700 8950 9220 9480 9760 10000 10300 10600 10900 11300 11600
0.380 1190 8350 8590 8830 9070 9330 9590 9850 10100 10400 10700 11000
0.570 987 7940 8150 8370 8590 8820 9050 9290 9530 9780 10000 10300
0.760 787 7470 7650 7840 8030 8230 8430 8640 8850 9060 9290 9510
4.04
592 6930 7080 7230 7390 7550 7710 7880 8060 8240 8420 8600
7.63
396 6280 6390 6500 6620 6730 6850 6980 7110 7240 7370 7510
W30×99
(3990)
TFL
2
3
4
BFL
6
7
0
1450 8110 8350 8610 8870
0.168 1270 7830 8070 8300 8550
0.335 1100 7540 7760 7980 8200
0.503 922 7190 7380 7580 7790
0.670 747 6790 6960 7130 7310
4.19
555 6270 6410 6550 6690
7.88
363 5640 5740 5840 5950
9140
8800
8440
8000
7490
6840
6050
9420
9060
8670
8210
7680
7000
6160
9700
9330
8920
8430
7880
7150
6280
9990 10300 10600 10900
9600 9880 10200 10500
9170 9430 9690 9960
8660 8890 9130 9370
8070 8280 8480 8700
7310 7480 7650 7820
6390 6510 6640 6760
W30×90
(3610)
TFL
2
3
4
BFL
6
7
0
1320 7310 7530 7760 8000
0.153 1160 7070 7280 7490 7720
0.305 998 6790 6990 7190 7390
0.458 839 6480 6660 6840 7020
0.610 681 6130 6280 6440 6600
4.01
505 5660 5780 5910 6040
7.76
329 5090 5180 5270 5360
8240
7940
7600
7210
6760
6180
5460
8490
8180
7820
7410
6940
6310
5560
8750
8420
8040
7610
7110
6460
5660
9010
8660
8260
7810
7290
6600
5770
9280
8920
8500
8020
7470
6750
5880
9560
9180
8730
8240
7660
6910
5990
9840
9440
8980
8460
7850
7060
6100
W27×102
(3620)
TFL
2
3
4
BFL
6
7
0
1500 7250 7480 7730 7980
0.208 1290 6970 7190 7420 7650
0.415 1090 6670 6870 7080 7290
0.623 878 6300 6470 6650 6840
0.830 670 5860 6010 6160 6310
3.40
523 5500 5620 5740 5870
6.27
375 5070 5170 5260 5360
8240
7890
7510
7030
6470
6010
5470
8510
8140
7730
7230
6640
6150
5570
8780
8390
7960
7430
6810
6290
5680
9060
8650
8200
7640
6980
6430
5800
9350
8920
8450
7850
7160
6580
5910
9650
9200
8700
8070
7340
6740
6030
9950
9480
8950
8300
7530
6900
6150
W27×94
(3270)
TFL
2
3
4
BFL
6
7
0
1380 6560 6780 7000 7230
0.186 1190 6320 6520 6730 6940
0.373 1010 6050 6240 6430 6620
0.559 821 5730 5890 6060 6230
0.745 635 5350 5480 5620 5770
3.45
490 5000 5110 5230 5350
6.41
345 4590 4670 4760 4860
7470
7160
6820
6400
5920
5470
4950
7720
7390
7030
6590
6070
5600
5050
7970
7620
7240
6770
6230
5730
5150
8230
7860
7460
6970
6390
5870
5250
8490
8100
7680
7160
6560
6010
5360
8760
8360
7910
7370
6730
6150
5470
9040
8610
8150
7580
6910
6290
5580
2
2.5
3
3.5
4
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
d Value in parentheses is I (in.4) of noncomposite steel shape.
x
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
5.5
6
6.5
7
AISC_Part 3D:14th Ed.
2/24/11
9:04 AM
Page 200
DESIGN OF FLEXURAL MEMBERS
3–200
Table 3-20 (continued)
ILB
Lower-Bound
Elastic Moment of
Inertia, ILB, for Plastic
Composite Sections
W27-W24
∑Qn
kip
Y 2 b, in.
4.5
5
Fy = 50 ksi
Shaped
PNAc
Y 1a
in.
5.5
6
6.5
7
W27×84
(2850)
TFL
2
3
4
BFL
6
7
0
1240 5770 5960 6160 6360 6580 6790
0.160 1080 5570 5740 5930 6120 6320 6520
0.320 915 5330 5490 5660 5830 6010 6200
0.480 755 5060 5200 5360 5510 5670 5840
0.640 595 4740 4870 5000 5130 5270 5410
3.53
452 4410 4510 4620 4730 4840 4960
6.64
309 4010 4090 4170 4250 4340 4430
7020
6730
6390
6010
5550
5080
4510
7250
6940
6590
6180
5700
5200
4610
7480
7160
6790
6360
5860
5330
4700
7730
7390
6990
6540
6010
5460
4800
7970
7620
7200
6730
6180
5590
4900
W24×94
(2700)
TFL
2
3
4
BFL
6
7
0
1390 5480 5680 5880 6100 6320 6550
0.219 1190 5260 5450 5640 5840 6040 6250
0.438 988 5010 5180 5350 5520 5710 5900
0.656 790 4710 4860 5010 5160 5320 5490
0.875 591 4360 4480 4600 4730 4860 5000
3.05
469 4100 4200 4310 4420 4530 4640
5.43
346 3810 3890 3970 4060 4140 4230
6780
6470
6090
5660
5140
4760
4330
7020
6690
6290
5830
5280
4880
4420
7270
6920
6500
6010
5430
5010
4520
7530
7150
6710
6200
5580
5140
4630
7790
7390
6930
6390
5740
5270
4730
W24×84
(2370)
TFL
2
3
4
BFL
6
7
0
1240 4810 4990 5170 5360 5560 5760
0.193 1060 4620 4790 4950 5130 5310 5490
0.385 888 4410 4560 4710 4870 5030 5200
0.578 714 4160 4290 4420 4560 4700 4850
0.770 540 3850 3960 4070 4190 4310 4430
3.02
425 3620 3710 3800 3900 4000 4100
5.48
309 3350 3420 3490 3570 3640 3720
5970
5690
5370
5000
4550
4210
3810
6180
5880
5550
5160
4680
4320
3890
6400
6090
5740
5320
4820
4430
3980
6630
6300
5930
5480
4960
4550
4070
6860
6510
6120
5650
5100
4660
4160
W24×76
(2100)
TFL
2
3
4
BFL
6
7
0
1120 4280 4440 4600 4770 4950 5130
0.170 967 4120 4270 4420 4580 4740 4910
0.340 814 3930 4070 4210 4350 4500 4650
0.510 662 3720 3840 3960 4090 4220 4350
0.680 509 3460 3560 3660 3770 3880 3990
2.99
394 3230 3320 3400 3490 3580 3680
5.59
280 2970 3040 3100 3170 3240 3310
5320
5080
4810
4490
4110
3770
3390
5510
5260
4970
4630
4230
3880
3460
5710
5440
5140
4780
4360
3980
3540
5910
5630
5310
4930
4480
4080
3630
6120
5830
5490
5090
4610
4190
3710
W24×68
(1830)
TFL
2
3
4
BFL
6
7
0
1010 3760 3900 4050 4200 4360 4520
0.146 874 3620 3760 3890 4030 4180 4330
0.293 743 3470 3590 3710 3840 3980 4110
0.439 611 3290 3390 3510 3620 3740 3860
0.585 480 3080 3170 3260 3360 3460 3570
3.04
366 2860 2930 3010 3090 3180 3260
5.80
251 2600 2660 2720 2780 2840 2900
4690
4480
4260
3990
3670
3350
2970
4860
4640
4400
4120
3790
3450
3040
5040
4810
4550
4250
3900
3540
3110
5220
4980
4710
4390
4020
3640
3180
5410
5150
4870
4530
4140
3740
3260
2
2.5
3
3.5
4
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
d Value in parentheses is I (in.4) of noncomposite steel shape.
x
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3D:14th Ed.
2/24/11
9:04 AM
Page 201
COMPOSITE BEAM SELECTION TABLES
3–201
Table 3-20 (continued)
ILB
Lower-Bound
Elastic Moment of
Inertia, ILB, for Plastic
Composite Sections
Fy = 50 ksi
Shaped
PNAc
Y 1a
in.
∑Qn
kip
2
2.5
3
3.5
4
W24×62
(1550)
TFL
2
3
4
BFL
6
7
0
0.148
0.295
0.443
0.590
3.45
6.56
910
806
702
598
495
361
228
3300
3190
3070
2930
2780
2540
2250
3420
3310
3180
3040
2870
2610
2300
3560
3440
3300
3140
2960
2690
2350
3690
3560
3420
3250
3060
2770
2410
W24×55
(1350)
TFL
2
3
4
BFL
6
7
0
0.126
0.253
0.379
0.505
3.46
6.67
810
721
633
544
456
329
203
2890
2800
2700
2590
2460
2240
1970
3010
2910
2800
2680
2540
2310
2010
3120
3020
2910
2780
2630
2370
2060
3250
3140
3010
2870
2720
2450
2110
W21×73
(1600)
W24-W21
Y 2 b, in.
4.5
5
5.5
6
6.5
7
3840
3700
3540
3360
3160
2850
2470
3980
3840
3670
3480
3260
2930
2520
4130
3980
3800
3600
3370
3020
2590
4290
4120
3940
3720
3480
3110
2650
4450
4270
4080
3850
3590
3200
2710
4610
4430
4220
3980
3710
3290
2780
4780
4590
4370
4110
3830
3390
2850
3370
3250
3120
2970
2810
2520
2160
3500
3380
3240
3080
2900
2590
2210
3640
3500
3360
3190
3000
2670
2270
3770
3630
3480
3300
3100
2750
2320
3920
3770
3600
3410
3200
2830
2380
4060
3900
3730
3530
3300
2920
2440
4210
4050
3860
3650
3410
3000
2500
TFL
2
3
4
BFL
6
7
0
1080 3310 3450 3590 3740 3900 4060
0.185 921 3170 3300 3430 3570 3710 3860
0.370 768 3020 3140 3260 3380 3510 3640
0.555 614 2840 2940 3050 3150 3270 3380
0.740 461 2620 2710 2790 2880 2980 3070
2.58
365 2470 2540 2610 2680 2760 2840
4.69
269 2280 2340 2400 2460 2520 2580
4220
4010
3780
3500
3170
2930
2650
4390
4170
3920
3630
3270
3010
2720
4570
4330
4070
3750
3380
3100
2790
4750
4500
4220
3890
3490
3190
2860
4940
4670
4380
4020
3600
3290
2930
W21×68
(1480)
TFL
2
3
4
BFL
6
7
0
1000 3060 3180 3320 3450 3600 3750
0.171 858 2930 3050 3180 3300 3440 3570
0.343 717 2800 2900 3010 3130 3250 3370
0.514 575 2630 2720 2820 2920 3030 3130
0.685 434 2430 2510 2590 2670 2760 2850
2.60
342 2280 2350 2420 2490 2560 2630
4.74
250 2110 2160 2210 2270 2330 2390
3900
3710
3500
3250
2940
2710
2450
4060
3860
3630
3360
3040
2790
2510
4220
4010
3770
3480
3140
2880
2580
4390
4160
3910
3600
3240
2960
2640
4560
4320
4050
3730
3340
3050
2710
W21×62
(1330)
TFL
2
3
4
BFL
6
7
0
0.154
0.308
0.461
0.615
2.54
4.78
3530
3360
3180
2950
2690
2460
2210
3670
3500
3300
3060
2770
2540
2270
3820
3640
3420
3170
2870
2610
2330
3970
3780
3550
3280
2960
2690
2390
4130
3920
3680
3400
3060
2780
2450
915
788
662
535
408
318
229
2760
2650
2530
2390
2210
2070
1900
2880
2760
2630
2470
2280
2130
1950
3000
2870
2730
2560
2360
2190
2000
3120
2990
2840
2650
2440
2260
2050
3250
3110
2950
2750
2520
2320
2100
3390
3240
3060
2850
2600
2390
2150
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
d Value in parentheses is I (in.4) of noncomposite steel shape.
x
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3D:14th Ed.
2/24/11
9:04 AM
Page 202
DESIGN OF FLEXURAL MEMBERS
3–202
Table 3-20 (continued)
ILB
Lower-Bound
Elastic Moment of
Inertia, ILB, for Plastic
Composite Sections
W21
Shaped
PNAc
Y 1a
in.
∑Qn
kip
2
2.5
3
3.5
4
W21×57
(1170)
TFL
2
3
4
BFL
6
7
0
0.163
0.325
0.488
0.650
2.93
5.40
835
728
622
515
409
309
209
2490
2400
2290
2170
2030
1880
1700
2590
2490
2380
2250
2110
1940
1740
2700
2600
2480
2340
2180
2000
1780
2820
2710
2580
2430
2250
2060
1830
W21×55
(1140)
TFL
2
3
4
BFL
6
7
0
0.131
0.261
0.392
0.522
2.62
5.00
810
703
595
488
381
292
203
2390
2300
2190
2080
1940
1800
1640
2490
2390
2280
2150
2000
1850
1680
2590
2490
2370
2230
2070
1910
1720
W21×50
(984)
TFL
2
3
4
BFL
6
7
0
0.134
0.268
0.401
0.535
2.91
5.56
735
648
560
473
386
285
184
2110
2040
1960
1870
1760
1620
1440
2210
2130
2040
1940
1830
1670
1470
W21×48
(959)
TFL
2
3
4
BFL
6
7
0
0.108
0.215
0.323
0.430
2.71
5.26
705
617
530
442
355
266
176
2030
1950
1870
1780
1670
1540
1390
W21×44
(843)
TFL
2
3
4
BFL
6
7
0
0.113
0.225
0.338
0.450
2.92
5.71
650
577
504
431
358
260
163
1830
1780
1710
1630
1550
1410
1240
Fy = 50 ksi
Y 2 b, in.
4.5
5
5.5
6
6.5
7
2940
2820
2680
2520
2330
2120
1880
3060
2930
2780
2610
2410
2190
1930
3190
3050
2890
2710
2500
2260
1980
3320
3170
3010
2810
2580
2330
2030
3460
3300
3120
2910
2670
2410
2090
3600
3430
3240
3020
2770
2480
2140
3740
3570
3370
3130
2860
2560
2200
2710
2590
2470
2320
2140
1970
1770
2820
2700
2560
2400
2210
2030
1810
2940
2810
2660
2490
2290
2090
1860
3060
2930
2770
2580
2370
2160
1910
3190
3040
2870
2680
2450
2230
1960
3320
3160
2990
2780
2530
2290
2010
3450
3290
3100
2880
2620
2370
2070
3590
3420
3220
2980
2710
2440
2120
2300
2220
2130
2020
1890
1720
1510
2400
2310
2210
2100
1960
1780
1550
2510
2410
2300
2180
2030
1840
1590
2620
2510
2400
2260
2110
1900
1640
2730
2620
2490
2350
2180
1960
1680
2840
2730
2590
2440
2260
2020
1730
2960
2840
2690
2530
2350
2090
1780
3080
2950
2800
2630
2430
2160
1820
3210
3070
2910
2730
2520
2230
1880
2110
2040
1950
1850
1730
1590
1420
2210
2120
2030
1920
1790
1640
1460
2300
2210
2110
1990
1860
1690
1500
2400
2300
2200
2070
1920
1750
1540
2500
2400
2280
2150
1990
1810
1580
2610
2500
2380
2230
2060
1860
1620
2720
2600
2470
2320
2140
1920
1660
2830
2710
2570
2400
2210
1990
1710
2950
2820
2670
2490
2290
2050
1750
3070
2930
2770
2590
2370
2120
1800
1920
1850
1780
1700
1610
1460
1270
2000
1930
1850
1770
1670
1500
1310
2090
2020
1930
1840
1730
1560
1340
2180
2100
2010
1910
1790
1610
1380
2280
2190
2100
1990
1860
1660
1420
2370
2280
2180
2060
1930
1720
1460
2480
2380
2270
2150
2000
1780
1500
2580
2480
2360
2230
2080
1840
1540
2690
2580
2460
2310
2150
1900
1580
2800
2680
2550
2400
2230
1960
1630
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
d Value in parentheses is I (in.4) of noncomposite steel shape.
x
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3D:14th Ed.
2/24/11
9:04 AM
Page 203
COMPOSITE BEAM SELECTION TABLES
3–203
Table 3-20 (continued)
ILB
Lower-Bound
Elastic Moment of
Inertia, ILB, for Plastic
Composite Sections
Fy = 50 ksi
Shaped
PNAc
Y 1a
in.
∑Qn
kip
2
2.5
3
3.5
4
W18×60
(984)
TFL
2
3
4
BFL
6
7
0
0.174
0.348
0.521
0.695
2.18
3.80
880
749
617
486
355
287
220
2070
1980
1880
1760
1610
1520
1420
2170
2070
1960
1830
1660
1570
1460
2270
2170
2050
1900
1720
1620
1500
2380
2270
2140
1980
1790
1670
1540
W18×55
(890)
TFL
2
3
4
BFL
6
7
0
0.158
0.315
0.473
0.630
2.15
3.86
810
691
573
454
336
269
203
1880
1800
1710
1600
1470
1380
1290
1970
1880
1790
1670
1520
1430
1320
2070
1970
1860
1730
1580
1480
1360
W18×50
(800)
TFL
2
3
4
BFL
6
7
0
0.143
0.285
0.428
0.570
2.08
3.82
735
628
521
414
308
246
184
1690
1620
1540
1440
1330
1250
1160
1770
1700
1610
1500
1370
1290
1190
W18×46
(712)
TFL
2
3
4
BFL
6
7
0
0.151
0.303
0.454
0.605
2.42
4.36
675
583
492
400
308
239
169
1540
1480
1410
1330
1230
1140
1040
W18×40
(612)
TFL
2
3
4
BFL
6
7
0
0.131
0.263
0.394
0.525
2.26
4.27
590
511
432
353
274
211
148
1320
1270
1210
1140
1060
985
896
W18
Y 2 b, in.
4.5
5
5.5
6
6.5
7
2490
2370
2230
2060
1850
1730
1590
2610
2480
2330
2140
1920
1780
1640
2730
2590
2430
2230
1990
1840
1680
2860
2710
2530
2320
2060
1910
1730
2990
2830
2640
2410
2140
1970
1790
3130
2950
2750
2510
2220
2040
1840
3270
3080
2860
2610
2300
2110
1900
2170
2060
1950
1810
1640
1530
1400
2270
2160
2030
1880
1700
1580
1440
2380
2260
2120
1960
1760
1630
1490
2490
2360
2210
2040
1830
1690
1530
2600
2470
2310
2120
1900
1750
1580
2720
2580
2410
2210
1970
1800
1630
2850
2690
2510
2300
2040
1870
1670
2980
2810
2620
2390
2110
1930
1730
1860
1780
1680
1560
1430
1330
1220
1950
1860
1750
1630
1480
1380
1260
2040
1940
1830
1700
1530
1420
1300
2140
2030
1910
1770
1590
1470
1340
2240
2130
2000
1840
1650
1520
1380
2350
2220
2080
1910
1710
1580
1420
2450
2320
2170
1990
1780
1630
1460
2570
2430
2260
2070
1840
1690
1510
2680
2530
2360
2160
1910
1740
1550
1610
1550
1470
1380
1280
1180
1070
1690
1620
1540
1440
1330
1220
1100
1780
1700
1610
1500
1380
1270
1140
1860
1780
1680
1570
1430
1310
1170
1950
1860
1760
1630
1490
1360
1210
2040
1950
1840
1700
1550
1410
1250
2140
2040
1920
1780
1610
1460
1280
2240
2130
2000
1850
1670
1510
1320
2340
2220
2090
1930
1730
1570
1370
2450
2320
2180
2010
1800
1620
1410
1390
1330
1270
1190
1100
1020
922
1450
1390
1320
1240
1150
1060
950
1530
1460
1390
1300
1190
1090
979
1600
1530
1450
1350
1240
1130
1010
1680
1600
1510
1410
1290
1170
1040
1760
1680
1580
1470
1340
1220
1070
1840
1760
1650
1530
1390
1260
1110
1930
1840
1730
1600
1450
1310
1140
2020
1920
1800
1670
1510
1350
1180
2110
2010
1880
1740
1560
1400
1210
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
d Value in parentheses is I (in.4) of noncomposite steel shape.
x
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3D:14th Ed.
2/24/11
9:04 AM
Page 204
DESIGN OF FLEXURAL MEMBERS
3–204
Table 3-20 (continued)
ILB
Lower-Bound
Elastic Moment of
Inertia, ILB, for Plastic
Composite Sections
W18-W16
Shaped
PNAc
Y 1a
in.
∑Qn
kip
2
2.5
3
3.5
4
W18×35
(510)
TFL
2
3
4
BFL
6
7
0
0.106
0.213
0.319
0.425
2.37
4.56
515
451
388
324
260
194
129
1120
1080
1030
978
917
842
753
1170
1130
1080
1020
955
873
776
1230
1190
1130
1070
995
906
800
1300
1240
1190
1120
1040
940
825
W16×45
(586)
TFL
2
3
4
BFL
6
7
0
0.141
0.283
0.424
0.565
1.77
3.23
665
566
466
367
267
217
166
1260
1200
1140
1060
971
917
854
1330
1270
1200
1110
1010
950
882
1400
1330
1260
1160
1050
986
910
1470
1400
1320
1220
1090
1020
940
W16×40
(518)
TFL
2
3
4
BFL
6
7
0
0.126
0.253
0.379
0.505
1.70
3.16
W16×36
(448)
TFL
2
3
4
BFL
6
7
W16×31
(375)
TFL
2
3
4
BFL
6
7
Fy = 50 ksi
Y 2 b, in.
4.5
5
5.5
6
6.5
7
1360
1300
1240
1170
1080
975
851
1430
1370
1300
1220
1130
1010
878
1500
1430
1360
1270
1170
1050
906
1570
1500
1420
1330
1220
1090
935
1650
1570
1490
1390
1270
1130
965
1720
1640
1550
1450
1320
1170
996
1800
1720
1620
1510
1380
1220
1030
1550
1470
1380
1270
1140
1060
972
1630
1550
1450
1330
1190
1100
1000
1720
1630
1520
1390
1230
1140
1040
1810
1710
1590
1450
1290
1190
1070
1900
1790
1670
1520
1340
1230
1110
1990
1880
1750
1590
1390
1280
1150
2090
1970
1830
1660
1450
1330
1190
590
502
413
325
237
192
148
1110 1170 1230 1300 1370 1440 1520
1060 1120 1170 1240 1300 1370 1430
1000 1050 1110 1160 1220 1280 1340
937 980 1030 1070 1120 1170 1230
856 891 927 965 1000 1050 1090
808 837 869 901 935 971 1010
755 779 804 831 859 888 918
1590
1510
1400
1280
1130
1050
949
1670
1580
1470
1340
1180
1090
982
1760
1660
1540
1400
1230
1130
1020
1850
1740
1610
1460
1280
1170
1050
0
0.108
0.215
0.323
0.430
1.82
3.46
530
455
380
305
229
181
133
973 1030 1080 1140 1200
933 983 1040 1090 1150
886 931 979 1030 1080
831 871 912 956 1000
765 797 831 867 905
715 743 772 802 833
659 680 703 727 752
1410
1330
1250
1150
1030
936
833
1480
1400
1310
1200
1070
973
862
1550
1470
1370
1260
1120
1010
892
1630
1540
1440
1310
1160
1050
923
0
0.110
0.220
0.330
0.440
2.00
3.80
457
396
335
274
213
164
114
827
795
758
714
663
614
556
874
838
797
749
692
639
574
923
884
838
786
723
664
594
1270
1210
1130
1050
944
866
778
1340
1270
1190
1100
984
901
805
974 1030 1080 1140 1200 1260 1330 1400
931 981 1030 1090 1140 1200 1260 1320
882 927 974 1020 1070 1130 1180 1240
824 864 906 949 995 1040 1090 1140
756 790 825 862 900 940 982 1020
691 720 749 780 812 845 879 914
614 636 658 681 705 730 756 783
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
d Value in parentheses is I (in.4) of noncomposite steel shape.
x
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3D:14th Ed.
2/24/11
9:04 AM
Page 205
COMPOSITE BEAM SELECTION TABLES
3–205
Table 3-20 (continued)
ILB
Lower-Bound
Elastic Moment of
Inertia, ILB, for Plastic
Composite Sections
Fy = 50 ksi
W16-W14
Shaped
PNAc
Y 1a
in.
∑Qn
kip
2
2.5
3
3.5
4
4.5
5
5.5
W16×26
(301)
TFL
2
3
4
BFL
6
7
0
384
0.0863 337
0.173 289
0.259 242
0.345 194
2.05 145
4.01
96.0
674
649
621
589
551
505
450
712
686
654
619
577
527
466
753
724
689
651
604
549
482
796
763
726
683
633
572
499
840
805
764
718
663
597
517
887
849
804
754
694
622
535
935
894
846
791
727
649
555
985 1040 1090 1150
941 990 1040 1090
889 934 980 1030
830 871 912 956
760 795 832 869
676 705 734 765
575 596 617 640
W14×38
(385)
TFL
2
3
4
BFL
6
7
0
0.129
0.258
0.386
0.515
1.38
2.53
560
473
386
299
211
176
140
844
805
759
704
636
604
568
896
853
802
741
665
629
589
951
903
847
779
695
656
611
1010 1070 1130 1200 1270 1340 1410 1490
956 1010 1070 1130 1190 1260 1330 1400
894 943 995 1050 1100 1160 1220 1290
819 861 905 951 999 1050 1100 1150
726 759 794 830 868 907 948 990
683 712 742 774 807 841 877 914
634 659 684 710 738 766 796 827
W14×34
(340)
TFL
2
3
4
BFL
6
7
0
0.114
0.228
0.341
0.455
1.42
2.61
500
423
346
270
193
159
125
745
711
671
624
566
535
502
791
754
709
656
591
558
521
840
798
749
691
618
581
540
891
845
791
727
647
606
561
945 1000 1060 1120 1190 1250 1320
895 946 1000 1060 1110 1180 1240
835 881 929 979 1030 1090 1140
764 804 845 888 933 979 1030
677 708 741 775 811 848 886
632 659 687 717 748 780 813
582 605 628 653 678 705 732
W14×30
(291)
TFL
2
3
4
BFL
6
7
0
443
0.0963 378
0.193 313
0.289 248
0.385 183
1.46 147
2.80 111
642
614
581
543
496
466
432
682
651
615
572
520
486
448
725
691
650
603
545
507
465
770
732
688
635
571
530
483
817
775
727
669
599
553
502
866
821
767
704
627
578
522
918
868
810
741
658
604
542
972 1030 1090 1150
918 969 1020 1080
855 901 949 999
780 820 862 905
689 722 756 791
630 658 687 717
564 586 610 634
W14×26
(245)
TFL
2
3
4
BFL
6
7
0
0.105
0.210
0.315
0.420
1.67
3.18
553
530
504
473
436
405
368
589
563
534
499
458
423
382
626
598
565
527
481
443
397
665
634
598
556
506
463
413
706
672
633
586
531
485
429
749
712
669
618
558
507
447
794
754
707
652
586
530
465
841
797
746
686
615
555
483
385
332
279
226
173
135
96.1
Y 2 b, in.
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
d Value in parentheses is I (in.4) of noncomposite steel shape.
x
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
6
890
843
787
722
645
580
503
6.5
941
890
830
760
677
607
523
7
994
938
874
799
709
634
544
AISC_Part 3D:14th Ed.
2/24/11
9:04 AM
Page 206
DESIGN OF FLEXURAL MEMBERS
3–206
Table 3-20 (continued)
ILB
Lower-Bound
Elastic Moment of
Inertia, ILB, for Plastic
Composite Sections
W14-W12
Fy = 50 ksi
Shaped
PNAc
Y 1a
in.
∑Qn
kip
2
2.5
3
3.5
4
5.5
6
6.5
7
W14×22
(199)
TFL
2
3
4
BFL
6
7
0
325
0.0838 283
0.168 241
0.251 199
0.335 157
1.67 119
3.32
81.1
453
436
416
392
365
335
301
483
463
441
415
384
351
312
514
492
467
438
404
368
325
547
523
495
463
426
386
338
581
555
525
489
448
404
352
617
588
555
517
472
423
366
655
624
587
545
496
444
381
694
660
621
575
522
465
397
735
698
656
606
548
487
413
778
738
692
639
576
509
430
822
779
730
672
605
533
448
W12×30
(238)
TFL
2
3
4
BFL
6
7
0
0.110
0.220
0.330
0.440
1.10
1.92
440
368
296
224
153
131
110
530
504
473
435
389
372
355
567
538
503
460
408
389
370
606
573
534
486
428
407
385
648
611
567
514
449
426
402
691
651
602
544
472
446
419
737
692
639
575
495
467
438
785
736
678
607
520
489
457
835
782
718
641
546
512
477
887
829
760
676
573
536
498
942
879
804
713
601
561
520
998
931
850
751
631
587
542
W12×26
(204)
TFL
2
3
4
BFL
6
7
0
383
0.0950 321
0.190 259
0.285 198
0.380 136
1.07 116
1.94
95.6
455
433
407
375
336
321
304
487
462
432
397
352
336
317
521
493
460
420
370
351
331
557
526
489
444
389
368
345
594
560
519
470
409
386
360
634
596
551
497
429
404
376
676
634
585
525
451
423
392
719
674
620
555
474
444
410
764
715
656
586
498
465
428
812
758
694
618
523
487
447
861
803
734
652
548
509
467
W12×22
(156)
TFL
2
3
4
BFL
6
7
0
0.106
0.213
0.319
0.425
1.66
3.03
324
281
238
196
153
117
81.0
371
356
338
318
294
270
242
398
381
361
339
312
285
253
427
408
386
360
330
300
265
458
436
412
383
350
316
277
490
466
439
408
370
333
290
523
497
467
433
392
351
303
559
530
497
460
414
370
317
596
564
528
487
438
389
332
634
600
561
517
463
410
347
674
638
595
547
489
431
363
716
676
631
578
515
453
380
W12×19
(130)
TFL
2
3
4
BFL
6
7
0
279
0.0875 243
0.175 208
0.263 173
0.350 138
1.68 104
3.14
69.6
313
300
286
270
251
229
203
336
322
306
288
266
242
212
361
345
327
307
283
255
222
387
369
349
327
300
270
233
414
395
373
348
318
284
244
443
422
398
370
337
300
255
473
450
423
393
357
317
267
505
479
450
417
378
334
280
538
510
479
442
400
352
293
573
542
508
469
423
370
307
608
575
539
496
447
390
321
Y 2 b, in.
4.5
5
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
d Value in parentheses is I (in.4) of noncomposite steel shape.
x
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3D:14th Ed.
2/24/11
9:04 AM
Page 207
COMPOSITE BEAM SELECTION TABLES
3–207
Table 3-20 (continued)
ILB
Lower-Bound
Elastic Moment of
Inertia, ILB, for Plastic
Composite Sections
Fy = 50 ksi
W12-W10
Shaped
PNAc
Y 1a
in.
∑Qn
kip
2
2.5
3
3.5
4
5.5
6
6.5
7
W12×16
(103)
TFL
2
3
4
BFL
6
7
0
236
0.0663 209
0.133 183
0.199 156
0.265 130
1.71
94.3
3.32
58.9
254
245
235
223
210
189
163
273
263
252
239
224
200
171
294
282
270
255
239
212
179
316
303
289
272
254
225
188
339
324
309
291
271
238
197
363
347
330
310
288
251
207
388
371
352
330
306
266
217
415
396
375
351
325
281
228
442
422
400
373
344
297
239
471
449
425
396
365
313
250
501
477
451
420
386
331
262
W12×14
(88.6)
TFL
2
3
4
BFL
6
7
0
208
0.0563 186
0.113 163
0.169 141
0.225 119
1.68
85.3
3.35
52.0
220
213
204
195
184
165
141
237
229
219
209
197
175
148
255
246
235
223
210
186
155
274
264
252
239
224
197
163
295
283
270
255
238
208
171
316
303
288
272
254
221
179
338
324
308
290
270
234
188
361
346
328
309
287
247
198
386
369
350
329
305
261
207
411
393
372
349
323
276
218
437
418
395
370
342
291
228
W10×26
(144)
TFL
2
3
4
BFL
6
7
0
0.110
0.220
0.330
0.440
0.886
1.49
381
317
254
190
127
111
95.1
339
321
300
274
241
232
222
367
346
322
292
255
245
233
397
374
346
312
270
258
245
429
403
372
334
286
273
258
463
434
399
356
303
288
271
499
466
428
380
321
304
286
536
500
458
405
340
321
301
576
536
490
431
360
339
317
617
574
523
459
381
358
333
661
613
557
488
402
377
351
706
655
594
518
425
398
369
W10×22
(118)
TFL
2
3
4
BFL
6
7
0
325
0.0900 273
0.180 221
0.270 169
0.360 118
0.962 99.3
1.72
81.1
282
267
251
230
205
195
183
306
289
270
246
218
206
193
331
313
291
264
232
218
203
358
337
312
282
246
230
214
387
364
336
302
261
244
225
417
391
360
323
277
258
238
449
420
386
345
295
273
250
483
451
413
368
312
289
264
518
483
442
392
331
305
278
555
517
472
417
351
323
293
593
552
503
443
371
341
308
W10×19
(96.3)
TFL
2
3
4
BFL
6
7
0
281
0.0988 241
0.198 202
0.296 162
0.395 122
1.25
96.2
2.29
70.3
238
227
215
200
182
169
153
259
246
232
215
195
179
161
281
267
251
231
208
190
170
304
288
270
248
222
202
179
329
311
291
266
237
215
189
355
335
313
286
253
228
200
383
361
336
306
270
243
211
412
388
360
327
287
257
223
443
416
386
350
306
273
235
474
445
413
373
325
289
248
508
476
440
397
345
306
261
Y 2 b, in.
4.5
5
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
d Value in parentheses is I (in.4) of noncomposite steel shape.
x
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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DESIGN OF FLEXURAL MEMBERS
3–208
Table 3-20 (continued)
ILB
Lower-Bound
Elastic Moment of
Inertia, ILB, for Plastic
Composite Sections
W10
∑Qn
kip
Y 2 b, in.
4.5
5
Fy = 50 ksi
Shaped
PNAc
Y 1a
in.
2
2.5
3
3.5
4
5.5
6
6.5
7
W10×17
(81.9)
TFL
2
3
4
BFL
6
7
0
250 206
0.0825 216 197
0.165 183 187
0.248 150 175
0.330 117 161
1.31
89.8 148
2.45
62.4 132
224
214
202
189
173
157
139
244
232
219
203
185
167
147
264
251
236
219
198
178
155
286
272
255
235
212
190
164
310
293
274
253
227
202
173
334
316
295
271
243
215
183
360
340
317
290
259
229
193
387
365
340
311
276
243
204
415
391
364
332
294
258
215
445
418
388
354
313
274
227
W10×15
(68.9)
TFL
2
3
4
BFL
6
7
0
221 177
0.0675 194 170
0.135 167 162
0.203 140 153
0.270 113 142
1.35
83.8 128
2.60
55.1 112
193
185
176
165
153
137
118
210
201
190
178
164
147
125
228
218
206
192
177
157
133
248
236
223
207
190
167
140
268
255
240
223
204
178
148
289
275
259
240
218
190
157
312
296
278
258
233
203
166
336
318
299
276
250
216
175
361
342
320
295
266
229
185
387
366
342
315
284
244
196
W10×12
(53.8)
TFL
2
3
4
BFL
6
7
0
177 139 152 165
0.0525 156 134 145 158
0.105 135 127 138 150
0.158 115 121 131 142
0.210 93.8 113 122 131
1.30
69.0 102 109 116
2.61
44.3 87.9 93.0 98.4
180
172
163
153
141
124
104
195
186
176
165
152
133
110
211
201
190
178
163
142
117
229
217
205
191
175
152
124
247
234
221
206
187
162
131
265
252
237
221
200
173
139
285
271
254
236
214
184
146
306
290
272
252
228
195
155
a Y 1 = distance from top of the steel beam to plastic neutral axis
b Y 2 = distance from top of the steel beam to concrete flange force
c See Figure 3-3c for PNA locations.
d Value in parentheses is I (in.4) of noncomposite steel shape.
x
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COMPOSITE BEAM SELECTION TABLES
3–209
Table 3-21
Shear Stud Anchor
Fu = 65 ksi
n
Nominal Horizontal Shear Strength
for One Steel Headed Stud Anchor, Qn, kips
Stud anchor
diameter,
in.
Deck condition
3/8
1/2
No deck
5/8
3/4
Deck Parallel
3/8
wr
≥ 1.5
hr
1/2
5/8
3/4
3/8
wr
< 1.5
hr
1/2
5/8
3/4
Weak studs per rib (Rp = 0.60)
1
1/2
5/8
3/4
3/8
2
1/2
5/8
3/4
3/8
3
1/2
5/8
3/4
3/8
Strong studs per rib (Rp = 0.75)
Deck Perpendicular
3/8
1
1/2
5/8
3/4
3/8
2
1/2
5/8
3/4
3/8
3
1/2
5/8
3/4
Normal weight concrete
wc = 145 pcf
Lightweight concrete
wc = 110 pcf
fc′ = 3 ksi
fc′ = 4 ksi
fc′ = 3 ksi
fc′ = 4 ksi
5.26
9.35
14.6
21.0
5.26
9.35
14.6
21.0
4.58
8.14
12.7
18.3
4.31
7.66
12.0
17.2
3.66
6.51
10.2
14.6
3.02
5.36
8.38
12.1
5.26
9.35
14.6
21.0
4.58
8.14
12.7
18.3
3.77
6.70
10.5
15.1
5.38
9.57
15.0
21.5
5.38
9.57
15.0
21.5
4.58
8.14
12.7
18.3
4.31
7.66
12.0
17.2
3.66
6.51
10.2
14.6
3.02
5.36
8.38
12.1
5.38
9.57
15.0
21.5
4.58
8.14
12.7
18.3
3.77
6.70
10.5
15.1
4.28
7.60
11.9
17.1
4.28
7.60
11.9
17.1
4.28
7.60
11.9
17.1
4.28
7.60
11.9
17.1
3.66
6.51
10.2
14.6
3.02
5.36
8.38
12.1
4.28
7.60
11.9
17.1
4.28
7.60
11.9
17.1
3.77
6.70
10.5
15.1
5.31
9.43
14.7
21.2
5.31
9.43
14.7
21.2
4.58
8.14
12.7
18.3
4.31
7.66
12.0
17.2
3.66
6.51
10.2
14.6
3.02
5.36
8.38
12.1
5.31
9.43
14.7
21.2
4.58
8.14
12.7
18.3
3.77
6.70
10.5
15.1
Note:
Tabulated values are applicable only to concrete made with ASTM C33 aggregates for normal weight concrete and ASTM C330
aggregates for lightweight concrete.
After-weld steel headed stud anchor lengths assumed to be ≥ Deck height + 1.5 in.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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DESIGN OF FLEXURAL MEMBERS
3–210
Table 3-22a
Concentrated Load Equivalents
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BEAM DIAGRAMS AND FORMULAS
3–211
Table 3-22b
Cantilevered Beams
Beam Diagrams and Formulas—
Equal Loads, Equally Spaced
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DESIGN OF FLEXURAL MEMBERS
3–212
Table 3-22c
Continuous Beams
Moments and Shear Coefficients—
Equal Spans, Equally Loaded
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BEAM DIAGRAMS AND FORMULAS
3–213
Table 3-23
Shears, Moments and Deflections
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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DESIGN OF FLEXURAL MEMBERS
Table 3-23 (continued)
Shears, Moments and Deflections
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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(Black plate)
BEAM DIAGRAMS AND FORMULAS
Table 3-23 (continued)
Shears, Moments and Deflections
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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DESIGN OF FLEXURAL MEMBERS
Table 3-23 (continued)
Shears, Moments and Deflections
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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4/12/11
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BEAM DIAGRAMS AND FORMULAS
Table 3-23 (continued)
Shears, Moments and Deflections
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
3–217
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3–218
DESIGN OF FLEXURAL MEMBERS
Table 3-23 (continued)
Shears, Moments and Deflections
load
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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BEAM DIAGRAMS AND FORMULAS
Table 3-23 (continued)
Shears, Moments and Deflections
M1
R
V
M1
M max
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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DESIGN OF FLEXURAL MEMBERS
Table 3-23 (continued)
Shears, Moments and Deflections
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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BEAM DIAGRAMS AND FORMULAS
Table 3-23 (continued)
Shears, Moments and Deflections
NOTE: For a negative value of
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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DESIGN OF FLEXURAL MEMBERS
Table 3-23 (continued)
Shears, Moments and Deflections
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BEAM DIAGRAMS AND FORMULAS
3–223
Table 3-23 (continued)
Shears, Moments and Deflections
29. CONTINUOUS BEAM — TWO EQUAL SPANS — UNIFORM LOAD ON ONE SPAN
l from R1 )
31. CONTINUOUS BEAM — TWO EQUAL SPANS — CONCENTRATED LOAD AT ANY POINT
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DESIGN OF FLEXURAL MEMBERS
Table 3-23 (continued)
Shears, Moments and Deflections
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 3D_14th Ed._ 01/03/12 10:12 AM Page 225
BEAM DIAGRAMS AND FORMULAS
3–225
Table 3-23 (continued)
Shears, Moments and Deflections
a
R (l – x)
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DESIGN OF FLEXURAL MEMBERS
Table 3-23 (continued)
Shears, Moments and Deflections
37. CONTINUOUS BEAM — THREE EQUAL SPANS — ONE END SPAN UNLOADED
38. CONTINUOUS BEAM — THREE EQUAL SPANS — END SPANS LOADED
39. CONTINUOUS BEAM — THREE EQUAL SPANS — ALL SPANS LOADED
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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BEAM DIAGRAMS AND FORMULAS
Table 3-23 (continued)
Shears, Moments and Deflections
40. CONTINUOUS BEAM — FOUR EQUAL SPANS — THIRD SPAN UNLOADED
41. CONTINUOUS BEAM — FOUR EQUAL SPANS — LOAD FIRT AND THIRD SPANS
42. CONTINUOUS BEAM — FOUR EQUAL SPANS — ALL SPANS LOADED
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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DESIGN OF FLEXURAL MEMBERS
3–228
Table 3-23 (continued)
Shears, Moments and Deflections
43. SIMPLE BEAM — ONE CONCENTRATED MOVING LOAD
44. SIMPLE BEAM — TWO EQUAL CONCENTRATED MOVING LOADS
45. SIMPLE BEAM — TWO UNEQUAL CONCENTRATED MOVING LOADS
GENERAL RULES FOR SIMPLE BEAMS CARRYING MOVING CONCENTRATED LOADS
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 4A:14th Ed.
4/1/11
8:47 AM
Page 1
4–1
PART 4
DESIGN OF COMPRESSION MEMBERS
SCOPE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4–3
AVAILABLE COMPRESSIVE STRENGTH . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4–3
LOCAL BUCKLING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4–3
Determining the Width-to-Thickness Ratios of the Cross Section . . . . . . . . . . . . . . . 4–3
Determining the Slenderness of the Cross Section . . . . . . . . . . . . . . . . . . . . . . . . . . . 4–3
EFFECTIVE LENGTH AND COLUMN SLENDERNESS . . . . . . . . . . . . . . . . . . . . . . 4–3
COMPOSITE COMPRESSION MEMBERS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4–4
DESIGN TABLE DISCUSSION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4–4
Steel Compression—Member Selection Tables . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4–4
Composite Compression—Member Selection Tables . . . . . . . . . . . . . . . . . . . . . . . . 4–9
PART 4 REFERENCES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4–11
STEEL COMPRESSION—MEMBER SELECTION TABLES . . . . . . . . . . . . . . . . . . 4–12
Table 4-1. W-Shapes in Axial Compression . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4–12
Table 4-2. HP-Shapes in Axial Compression. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4–24
Table 4-3. Rectangular HSS in Axial Compression . . . . . . . . . . . . . . . . . . . . . . . . . 4–28
Table 4-4. Square HSS in Axial Compression . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4–52
Table 4-5. Round HSS in Axial Compression . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4–68
Table 4-6. Pipe in Axial Compression . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4–85
Table 4-7. WT-Shapes in Axial Compression . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4–89
Table 4-8. Equal-Leg Double Angles in Axial Compression . . . . . . . . . . . . . . . . . 4–122
Table 4-9. LLBB Double Angles in Axial Compression . . . . . . . . . . . . . . . . . . . . 4–131
Table 4-10. SLBB Double Angles in Axial Compression . . . . . . . . . . . . . . . . . . . 4–146
Table 4-11. Concentrically Loaded Single Angles in Axial Compression . . . . . . . 4–161
Table 4-12. Eccentrically Loaded Single Angles in Axial Compression . . . . . . . . 4–183
COMPOSITE COMPRESSION—MEMBER SELECTION TABLES . . . . . . . . . . . 4–205
Table 4-13. Rectangular HSS Filled with 4-ksi Normal Weight Concrete
in Axial Compression . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4–205
Table 4-14. Rectangular HSS Filled with 5-ksi Normal Weight Concrete
in Axial Compression . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4–226
Table 4-15. Square HSS Filled with 4-ksi Normal Weight Concrete
in Axial Compression . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4–247
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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DESIGN OF COMPRESSION MEMBERS
Table 4-16. Square HSS Filled with 5-ksi Normal Weight Concrete
in Axial Compression . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4–263
Table 4-17. Round HSS Filled with 4-ksi Normal Weight Concrete
in Axial Compression . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4–279
Table 4-18. Round HSS Filled with 5-ksi Normal Weight Concrete
in Axial Compression . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4–296
Table 4-19. Pipe Filled with 4-ksi Normal Weight Concrete
in Axial Compression . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4–313
Table 4-20. Pipe Filled with 5-ksi Normal Weight Concrete
in Axial Compression . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4–317
Table 4-21. Stiffness Reduction Factor τb . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4–321
Table 4-22. Available Critical Stress for Compression Members . . . . . . . . . . . . . . 4–322
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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2/23/11
10:01 AM
Page 3
EFFECTIVE LENGTH AND COLUMN SLENDERNESS
4–3
SCOPE
The specification requirements and other design considerations summarized in this Part
apply to the design of members subject to axial compression. For the design of members
subject to eccentric compression or combined axial compression and flexure, see Part 6.
AVAILABLE COMPRESSIVE STRENGTH
The available strength of compression members, φPn or Pn/Ω, which must equal or exceed
the required strength, Pu or Pa, respectively, is determined according to AISC Specification
Chapter E.
LOCAL BUCKLING
Determining the Width-to-Thickness Ratios
of the Cross Section
Steel compression members are classified on the basis of the width-to-thickness ratios of the
various elements of the cross section. The width-to-thickness ratio is calculated for each element of the cross section per AISC Specification Section B4.
Determining the Slenderness of the Cross Section
When the width-to-thickness ratios of all compression elements are less than or equal to λr,
the cross section is nonslender, and Q, the reduction factor for slender compression elements (elastic local buckling effects), equals 1.0. When the width-to-thickness ratio of a
compression element is greater than λr, the cross section is a slender-element cross section
and Q must be included in the calculation of the available compressive strength. Q is determined per AISC Specification Section E7, and λr is determined per AISC Specification
Section B4 and Table B4.1a.
EFFECTIVE LENGTH AND COLUMN SLENDERNESS
Columns are designed for their slenderness, KL/r, per AISC Specification Section E2. The
effective length, KL, is equal to the effective length factor, K, multiplied by L, the physical
length between braced points (see AISC Specification Appendix 6).
When a stability analysis is performed using the direct analysis method per AISC
Specification Chapter C, K = 1.
When a stability analysis is performed using the first-order analysis method in AISC
Specification Appendix Section 7.3, K = 1.
When a stability analysis is performed using the effective length method in AISC
Specification Appendix Section 7.2, the following applies:
K = 1 for columns braced at each end and whose flexural stiffnesses are not considered to contribute to lateral stability and resistance to lateral loads.
K = 1 for all columns when the ratio of maximum second-order drift to first-order drift
in all stories is less than 1.1.
K shall be determined from a sidesway buckling analysis for all columns whose flexural stiffnesses are considered to contribute to lateral stability and resistance to lateral
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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4–4
DESIGN OF COMPRESSION MEMBERS
loads. Guidance on the proper determination of the value of K is given in AISC
Specification Commentary to Appendix Section 7.2.
As indicated in the User Note in AISC Specification Section E2, compression member
slenderness, KL/r, should preferably be limited to a maximum of 200. Note that this recommendation does not apply to members that are primarily tension members, but subject to
incidental compression under other load combinations.
Additional information is available in the SSRC Guide to Stability Design Criteria for
Metal Structures (Ziemian, 2010).
COMPOSITE COMPRESSION MEMBERS
For the design of encased composite and filled composite compression members, see AISC
Specification Section I2. See also AISC Design Guide 6, Load and Resistance Factor
Design of W-Shapes Encased in Concrete (Griffis, 1992). For further information on composite design and construction, see also Viest et al. (1997).
DESIGN TABLE DISCUSSION
Steel Compression—Member Selection Tables
Table 4-1. W-Shapes in Axial Compression
Available strengths in axial compression are given for W-shapes with Fy = 50 ksi (ASTM
A992). The tabulated values are given for the effective length with respect to the y-axis
(KL)y. However, the effective length with respect to the x-axis (KL)x must also be investigated. To determine the available strength in axial compression, the table should be entered
at the larger of (KL)y and (KL)y eq, where
( KL ) y eq =
( KL )x
(4-1)
rx
ry
Values of the ratio rx /ry and other properties useful in the design of W-shape compression
members are listed at the bottom of Table 4-1.
Variables Pwo , Pwi, Pwb and Pfb shown in Table 4-1 can be used to determine the strength
of W-shapes without stiffeners to resist concentrated forces applied normal to the face(s) of
the flange(s). In these tables it is assumed that the concentrated forces act far enough away
from the member ends that end effects are not considered (end effects are addressed in
Chapter 9). When Pr ≤ φRn or Rn /Ω, column web stiffeners are not required. Figures 4-1,
4-2 and 4-3 illustrate the limit states and the applicable variables for each.
Web Local Yielding: The variables Pwo and Pwi can be used in the calculation of the available web local yielding strength for the column as follows:
LRFD
ASD
φRn = Pwo + Pwi lb
(4-2a)
Rn /Ω = Pwo + Pwi lb
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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DESIGN TABLE DISCUSSION
4–5
where
Rn = Fywtw (5k + lb ) = 5Fyw tw k + Fyw tw lb, kips (AISC Specification Equation J10-2 )
Pwo = φ5Fyw twk for LRFD and 5Fyw tw k/Ω for ASD, kips
Pwi = φFyw tw for LRFD and Fyw tw /Ω for ASD, kips/in.
k = distance from outer face of flange to the web toe of fillet, in.
lb = length of bearing, in.
tw = thickness of web, in.
φ = 1.00
Ω = 1.50
Web Compression Buckling: The variable Pwb is the available web compression buckling
strength for the column as follows:
LRFD
ASD
φRn = Pwb
(4-3a)
Rn /Ω = Pwb
(4-3b)
where
Rn =
Pwb =
24 t w3 EFyw
h
φ24 t w3 EFyw
(AISC Specification Equation J10-8 )
for LRFD and
24 t w3 EFyw
for ASD, kips
Ωh
h
Fyw = specified minimum yield stress of the web, ksi
h = clear distance between flanges less the fillet or corner radius for rolled shapes, in.
φ = 0.90
Ω = 1.67
Fig. 4-1. Illustration of web local yielding limit state
(AISC Specification Section J10.2).
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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(Black plate)
DESIGN OF COMPRESSION MEMBERS
Flange Local Bending: The variable Pfb is the available flange local bending strength for
the column as follows:
LRFD
ASD
φRn = Pfb
(4-4a)
Rn /Ω = Pfb
where
Rn = 6.25 Fyf t 2f , kips (AISC Specification Equation J10-1 )
Pfb = φ6.25 Fyf t 2f for LRFD and 6.25 Fyf t 2f /Ω for ASD, kips
φ = 0.90
Ω = 1.67
Fig. 4-2. Illustration of web compression buckling limit state
(AISC Specification Section J10.5).
Fig. 4-3. Illustration of flange local bending limit state
(AISC Specification Section J10.1).
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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DESIGN TABLE DISCUSSION
Table 4-2. HP-Shapes in Axial Compression
Table 4-2 is similar to Table 4-1, except it covers HP-shapes with Fy = 50 ksi (ASTM A572
Grade 50).
Table 4-3. Rectangular HSS in Axial Compression
Available strengths in axial compression are given for rectangular HSS with Fy = 46 ksi
(ASTM A500 Grade B). The tabulated values are given for the effective length with respect
to the y-axis, (KL)y. However, the effective length with respect to the x-axis (KL)x must also
be investigated. To determine the available strength in axial compression, the table should
be entered at the larger of (KL)y and (KL)y eq, where
( KL ) y eq =
( KL )x
rx
ry
(4-1)
Values of the ratio rx /ry and other properties useful in the design of rectangular HSS compression members are listed at the bottom of Table 4-3.
Table 4-4. Square HSS in Axial Compression
Table 4-4 is similar to Table 4-3, except that it covers square HSS.
Table 4-5. Round HSS in Axial Compression
Available strengths in axial compression are given for round HSS with Fy = 42 ksi (ASTM
A500 Grade B). To determine the available strength in axial compression, the table should
be entered at KL. Other properties useful in the design of compression members are listed
at the bottom of the available column strength tables.
Table 4-6. Pipe in Axial Compression
Table 4-6 is similar to Table 4-5, except it covers pipe with Fy = 35 ksi (ASTM A53 Grade B).
Table 4-7. WT-Shapes in Axial Compression
Available strengths in axial compression, including the limit state of flexural-torsional buckling, are given for WT-shapes with Fy = 50 ksi (ASTM A992). Separate tabulated values are
given for the effective lengths with respect to the x- and y-axes, (KL)x and (KL)y, respectively. Other properties useful in the design of WT-shape compression members are listed at
the bottom of Table 4-7.
Table 4-8. Equal-Leg Double Angles in Axial Compression
Available strengths in axial compression, including the limit state of flexural-torsional buckling, are given for equal-leg double angles with Fy = 36 ksi (ASTM A36), assuming 3/ 8-in.
separation between the angles. These values can be used conservatively when a larger separation is provided. Alternatively, the value of (KL)y can be multiplied by the ratio of (ry for
a 3/ 8-in. separation) to (ry for the actual separation).
Separate tabulated values are given for the effective lengths with respect to the x- and
y-axes, (KL)x and (KL)y, respectively. For buckling about the x-axis, the available strength
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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DESIGN OF COMPRESSION MEMBERS
is not affected by the number of intermediate connectors. However, for buckling about the
y-axis, the effects of shear deformations of the intermediate connectors must be considered.
The tabulated values for (KL)y have been adjusted for the shear deformations in accordance
with AISC Specification Equations E6-2a and E6-2b, which is applicable to welded and
pretensioned bolted intermediate shear connectors. The number of intermediate connectors, n, is given in the table and the line of demarcation between the required connector
values is dashed. Intermediate connectors are selected such that the available compression
buckling strength about the y-axis is equal to or greater than 90% of that for compression
buckling of the two angles as a unit. If fewer connectors or snug-tightened bolted intermediate connectors are used, the available strength must be recalculated per AISC
Specification Section E6. Per AISC Specification Section E6.2, the slenderness of the individual components of the built-up member based upon the distance between intermediate
connectors, a, must not exceed three-quarters of the controlling slenderness of the overall
built-up compression member.
Other properties useful in the design of double-angle compression members are listed at
the bottom of Table 4-8.
Table 4-9. LLBB Double Angles in Axial Compression
Table 4-9 is the same as Table 4-8, except that it provides available strengths in axial compression for double angles with long legs back-to-back.
Table 4-10. SLBB Double Angles in Axial Compression
Table 4-10 is the same as Table 4-8, except that it provides available strengths in axial compression for double angles with short legs back-to-back.
Table 4-11. Concentrically Loaded Single Angles in Axial
Compression
Available strengths in axial compression are given for single angles, loaded through the centroid of the cross section, with Fy = 36 ksi (ASTM A36) based upon the effective length with
respect to the z-axis, (KL)z. Single angles may be assumed to be loaded through the centroid
when the requirements of AISC Specification Section E5 are met, as in these cases the
eccentricity is accounted for and the slenderness is reduced by the restraining effects of the
support at both ends of the member.
Table 4-12. Eccentrically Loaded Single Angles in Axial
Compression
Available strengths in axial compression are given for eccentrically loaded single angles
with Fy = 36 ksi (ASTM A36).
The long leg of the angle is assumed to be attached to a gusset plate with a thickness of
1.5t. The tabulated values assume a load placed at the mid-width of the long leg of the angle
at a distance of 0.75t from the face of this leg.
Effective length, KL, is assumed to be the same on all axes (rx, ry, rz and rw). Table 4-12
considers the combined bending stresses at the heel and the tips of the angle (points A, B
and C in Figure 4-4) produced by axial compression plus biaxial bending moments about
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DESIGN TABLE DISCUSSION
the principal w- and z-axes using AISC Specification Equation H2-1. Points A and C are
assumed at the angle mid-thickness at distances b and d (respectively) from the heel.
Note that for some sections, such as L31/2 ×3× 5/16, the calculated available strength can
increase slightly as the unbraced length increases from zero, and then decrease as the
unbraced length further increases.
Composite Compression—Member Selection Tables
Table 4-13. Rectangular HSS Filled with 4-ksi Normal Weight
Concrete in Axial Compression
Available strengths in axial compression are given for rectangular HSS with Fy = 46 ksi
(ASTM A500 Grade B) filled with 4-ksi normal weight concrete. The tabulated values are
given for the effective length with respect to the y-axis (KL)y. However, the effective length
with respect to the x-axis (KL)x must also be investigated. To determine the available strength
in axial compression, the table should be entered at the larger of (KL)y and (KL)y eq, where
( KL ) y eq =
( KL )x
rmx
rmy
(4-5)
Values of the ratio rmx /rmy and other properties useful in the design of composite HSS compression members are listed at the bottom of Table 4-13. The variables rmx and rmy are the
radii of gyration for the composite cross section. The ratio rmx /rmy is determined as
rmx
=
rmy
Pex ( K x Lx )2
Pey ( K y L y )2
Fig. 4-4. Eccentrically loaded single angle.
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DESIGN OF COMPRESSION MEMBERS
For compact composite sections, the values of φMn and Mn/Ω were calculated using the
nominal moment strength equations for point B of the interaction diagram in Table C of the
Discussion of Limit State Response of Composite Columns and Beam-Columns Part II:
Application of Design Provisions for the 2005 AISC Specification (Geschwindner, 2010).
For noncompact sections, the values of φMn and Mn /Ω were calculated using the closed
formed equations presented in the Commentary Figure C-I3-7.
The available strengths tabulated in Tables 4-13 through 4-20 are given for the indicated
shape with the associated concrete fill. AISC Specification Section I2.2b stipulates that the
available compressive strength of a filled composite member need not be less than that specified for a bare steel member. In these tables, available strengths controlled by the bare steel
acting alone are identified. Additionally, there is no longitudinal reinforcement provided,
because there is no requirement for minimum reinforcement in the AISC Specification. The
use of filled shapes without longitudinal reinforcement is a common industry practice.
Table 4-14. Square HSS Filled with 4-ksi Normal Weight
Concrete in Axial Compression
Table 4-14 is the same as Table 4-13, except that it provides available strengths in axial compression for square HSS filled with 4-ksi normal weight concrete.
Table 4-15. Rectangular HSS Filled with 5-ksi Normal Weight
Concrete in Axial Compression
Table 4-15 is the same as Table 4-13, except that it provides available strengths in axial compression for rectangular HSS filled with 5-ksi normal weight concrete.
Table 4-16. Square HSS Filled with 5-ksi Normal Weight
Concrete in Axial Compression
Table 4-16 is the same as Table 4-13, except that it provides available strengths in axial compression for square HSS filled with 5-ksi normal weight concrete.
Table 4-17. Round HSS Filled with 4-ksi Normal Weight
Concrete in Axial Compression
Available strengths in axial compression are given for round HSS with Fy = 42 ksi (ASTM
A500 Grade B) filled with 4-ksi normal weight concrete. To determine the available strength
in axial compression, the table should be entered at the largest effective length, KL. Other
properties useful in the design of compression members are listed at the bottom of Table 4-5.
The values of φMn and Mn/Ω were calculated using the nominal moment strength equations for point B of the interaction diagram in Table D of the Discussion of Limit State
Response of Composite Columns and Beam-Columns Part II: Application of Design
Provisions for the 2005 AISC Specification (Geschwindner, 2010).
Table 4-18. Round HSS Filled with 5-ksi Normal Weight
Concrete in Axial Compression
Table 4-18 is the same as Table 4-17, except that it provides available strengths in axial compression for round HSS filled with 5-ksi normal weight concrete.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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PART 4 REFERENCES
Table 4-19. Pipe Filled with 4-ksi Normal Weight Concrete in
Axial Compression
Available strengths in axial compression are given for pipe with Fy = 35 ksi (ASTM A53
Grade B) filled with 4-ksi normal weight concrete. To determine the available strength in
axial compression, the table should be entered at the largest effective length, KL. Other properties useful in the design of compression members are listed at the bottom of Table 4-6.
Table 4-20. Pipe Filled with 5-ksi Normal Weight Concrete in
Axial Compression
Table 4-20 is the same as Table 4-19, except that it provides available strengths in axial compression for pipe filled with 5-ksi normal weight concrete.
Table 4-21. Stiffness Reduction Factor τb
When an analysis is performed using the effective length method in AISC Specification
Appendix Section 7.2, that procedure requires determination of the effective length factor,
K. A common method of determining K is through the use of alignment charts provided in
the AISC Specification Commentary.
When column buckling occurs in the inelastic range, the alignment charts usually give
conservative results. For more accurate solutions, inelastic K-factors can be determined
from the alignment chart by using τb times the elastic modulus of the columns in the equation for G. The stiffness reduction factor, τb, is the ratio of the tangent modulus, ET , to the
elastic modulus, E. Values are tabulated for steels with Fy = 35 ksi, 36 ksi, 42 ksi, 46 ksi
and 50 ksi.
Table 4-22. Available Critical Stress for Compression
Members
Table 4-22 provides the available critical stress for various ratios of Kl/r, for materials with
a minimum specified yield strength of 35 ksi, 36 ksi, 42 ksi, 46 ksi and 50 ksi.
PART 4 REFERENCES
Geschwindner, L.F. (2010), “Discussion of Limit State Responses of Composite Columns
and Beam-Columns Part II: Application of Design Provisions for the 2005 AISC
Specification,” Engineering Journal, AISC, Vol. 47, No. 2, 2nd Quarter, pp. 131–139,
Chicago, IL.
Griffis, L.G. (1992), Load and Resistance Factor Design of W-Shapes Encased in Concrete,
Design Guide 6, AISC, Chicago, IL.
Sakla, S. (2001), “Tables for the Design Strength of Eccentrically-Loaded Single Angle
Struts,” Engineering Journal, AISC, Vol. 38, No. 3, 3rd Quarter, pp. 127–136, Chicago, IL.
Viest, I.M., Colaco, J.P., Furlong, R.W., Griffis, L.G., Leon, R.T. and Wyllie, L.A. (1997),
Composite Construction Design for Buildings, ASCE, New York, NY.
Ziemian, R.D. (ed.) (2010), Guide to Stability Design Criteria for Metal Structures, 6th Ed.,
John Wiley and Sons, Hoboken, NJ.
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DESIGN OF COMPRESSION MEMBERS
Table 4-1
Available Strength in
Axial Compression, kips
W-Shapes
W14
Shape
W14×
lb/ft
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
Fy = 50 ksi
0
11
12
13
14
15
16
17
18
19
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
730h
665h
Pn /Ωc φc Pn Pn /Ωc φc Pn
605h
Pn /Ωc φc Pn
550h
Pn /Ωc φc Pn
500h
455h
Pn /Ωc φc Pn Pn /Ωc φc Pn
ASD LRFD ASD
6440 9670 5870
6070 9130 5530
6010 9030 5470
5940 8920 5400
5860 8810 5330
5780 8690 5250
5690 8560 5170
5610 8430 5090
5510 8290 5000
5420 8140 4910
5320 7990 4820
5110 7670 4620
4890 7340 4420
4660 7000 4200
4420 6650 3990
4180 6290 3760
3940 5930 3540
3700 5560 3320
3460 5200 3100
3220 4850 2880
2990 4500 2670
2770 4160 2460
2550 3830 2260
2330 3510 2060
2140 3220 1900
1970 2970 1750
ASD
5330
5010
4950
4890
4820
4750
4680
4600
4520
4440
4350
4170
3980
3780
3580
3370
3170
2960
2760
2560
2360
2170
1990
1820
1670
1540
ASD
4850
4550
4500
4440
4380
4310
4240
4170
4100
4020
3940
3770
3590
3410
3220
3030
2840
2650
2460
2280
2100
1930
1760
1610
1480
1360
ASD
4400
4120
4070
4020
3960
3900
3840
3770
3700
3630
3550
3390
3230
3060
2890
2720
2540
2370
2200
2030
1870
1710
1560
1420
1310
1200
LRFD
8820
8310
8220
8110
8010
7890
7770
7650
7520
7380
7240
6950
6640
6320
5990
5660
5320
4990
4650
4330
4010
3690
3390
3100
2850
2630
LRFD
8010
7530
7440
7350
7250
7140
7030
6920
6790
6670
6540
6260
5980
5680
5380
5070
4760
4450
4140
3840
3550
3270
2990
2730
2510
2310
LRFD
7290
6840
6760
6670
6580
6480
6380
6270
6160
6040
5920
5660
5400
5120
4840
4560
4270
3990
3700
3430
3160
2900
2650
2420
2220
2050
LRFD
6610
6200
6120
6040
5950
5860
5770
5660
5560
5450
5340
5100
4860
4600
4340
4080
3820
3560
3300
3050
2800
2570
2340
2140
1960
1810
ASD
4010
3750
3710
3660
3600
3550
3490
3420
3360
3290
3220
3080
2920
2770
2610
2450
2290
2130
1970
1820
1670
1520
1390
1270
1160
1070
LRFD
6030
5640
5570
5500
5420
5330
5240
5150
5050
4950
4840
4620
4400
4160
3920
3680
3440
3200
2960
2730
2510
2290
2080
1910
1750
1610
Properties
Pwo , kips
2820 4230 2410 3620 2060 3090 1750 2630 1500 2240 1280 1920
Pwi , kips/in.
102 154 94.3
142 86.7 130 79.3 119 73.0 110 67.3 101
Pwb , kips
44000 66100 34400 51700 26600 40100 20500 30800 15900 23900 12500 18800
Pfb , kips
4510 6780 3820 5750 3240 4870 2730 4100 2290 3450 1930 2900
Lp , ft
16.6
16.3
16.1
15.9
15.6
15.5
Lr , ft
275
253
232
213
196
179
Ag , in.2
215
196
178
162
147
134
Ix , in.4
14300
12400
10800
9430
8210
7190
Iy , in.4
4720
4170
3680
3250
2880
2560
ry , in.
4.69
4.62
4.55
4.49
4.43
4.38
rx /ry
1.74
1.73
1.71
1.70
1.69
1.67
Pex (KL) 2/104, k-in.2 409000
355000
309000
270000
235000
206000
Pey (KL) 2/104, k-in.2 135000
119000
105000
93000
82400
73300
h
ASD
LRFD
Flange thickness is greater than 2 in. Special requirements may apply per AISC
Ωc = 1.67
φc = 0.90
Specification Section A3.1c.
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STEEL COMPRESSION—MEMBER SELECTION TABLES
Table 4-1 (continued)
Fy = 50 ksi
Available Strength in
Axial Compression, kips
W-Shapes
Shape
W14×
lb/ft
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
W14
0
11
12
13
14
15
16
17
18
19
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
426h
398h
Pn /Ωc φc Pn Pn /Ωc φc Pn
370h
Pn /Ωc φc Pn
342h
Pn /Ωc φc Pn
311h
283h
Pn /Ωc φc Pn Pn /Ωc φc Pn
ASD LRFD ASD
3740 5620 3500
3500 5260 3270
3450 5190 3230
3410 5120 3180
3350 5040 3130
3300 4960 3080
3240 4870 3030
3180 4790 2970
3120 4690 2920
3060 4600 2850
2990 4500 2790
2860 4290 2660
2710 4080 2530
2560 3850 2390
2410 3630 2250
2260 3400 2100
2110 3170 1960
1960 2950 1820
1810 2730 1680
1670 2510 1550
1530 2300 1410
1390 2090 1290
1270 1910 1170
1160 1750 1070
1070 1600 985
983 1480 907
ASD
3260
3040
3000
2960
2910
2870
2810
2760
2710
2650
2590
2470
2340
2210
2080
1940
1810
1670
1540
1420
1300
1180
1070
980
900
830
ASD
3020
2820
2780
2740
2700
2650
2600
2550
2500
2450
2390
2280
2160
2040
1910
1790
1660
1540
1420
1300
1180
1070
979
896
823
758
ASD
2740
2550
2510
2470
2430
2390
2350
2300
2260
2210
2160
2050
1940
1830
1710
1600
1490
1370
1260
1160
1050
954
869
795
730
673
LRFD
5260
4920
4850
4780
4710
4630
4550
4470
4380
4290
4200
4000
3800
3590
3380
3160
2950
2730
2530
2320
2130
1930
1760
1610
1480
1360
LRFD
4900
4570
4510
4450
4380
4310
4230
4150
4070
3980
3890
3710
3520
3320
3120
2920
2720
2520
2320
2130
1950
1770
1610
1470
1350
1250
LRFD
4540
4230
4180
4120
4050
3980
3910
3840
3760
3680
3600
3420
3240
3060
2870
2680
2500
2310
2130
1950
1780
1610
1470
1350
1240
1140
LRFD
4110
3830
3770
3720
3660
3600
3530
3460
3390
3320
3240
3080
2920
2750
2580
2400
2230
2060
1900
1740
1580
1430
1310
1200
1100
1010
ASD
2490
2320
2290
2250
2210
2180
2140
2090
2050
2000
1960
1860
1760
1660
1550
1450
1340
1240
1140
1040
945
857
781
715
656
605
LRFD
3750
3480
3440
3380
3330
3270
3210
3150
3080
3010
2940
2800
2640
2490
2330
2170
2020
1860
1710
1560
1420
1290
1170
1070
986
909
Properties
Pwo , kips
1140 1710 1010 1520 902 1350 788 1180 672 1010 574 861
Pwi , kips/in.
62.7 94.0 59.0 88.5 55.3 83.0 51.3 77.0 47.0 70.5 43.0 64.5
Pwb , kips
10100 15100 8420 12700 6920 10400 5540 8320 4250 6390 3260 4900
Pfb , kips
1730 2600 1520 2280 1320 1990 1140 1720 956 1440 802 1210
Lp , ft
15.3
15.2
15.1
15.0
14.8
14.7
Lr , ft
168
158
148
138
125
114
Ag , in.2
125
117
109
101
91.4
83.3
Ix , in.4
6600
6000
5440
4900
4330
3840
Iy , in.4
2360
2170
1990
1810
1610
1440
ry , in.
4.34
4.31
4.27
4.24
4.20
4.17
rx /ry
1.67
1.66
1.66
1.65
1.64
1.63
Pex (KL) 2/104, k-in.2 189000
172000
156000
140000
124000
110000
Pey (KL) 2/104, k-in.2
67500
62100
57000
51800
46100
41200
h
ASD
LRFD
Flange thickness is greater than 2 in. Special requirements may apply per AISC
Ωc = 1.67
φc = 0.90
Specification Section A3.1c.
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DESIGN OF COMPRESSION MEMBERS
Table 4-1 (continued)
Available Strength in
Axial Compression, kips
Fy = 50 ksi
W-Shapes
W14
Shape
W14×
lb/ft
257
233
Pn /Ωc φc Pn Pn /Ωc φc Pn
211
Pn /Ωc φc Pn
193
Pn /Ωc φc Pn
176
159
Pn /Ωc φc Pn Pn /Ωc φc Pn
ASD LRFD ASD
2260 3400 2050
2210 3330 2010
2200 3300 1990
2180 3270 1970
2150 3240 1950
2130 3200 1930
2100 3160 1900
2070 3110 1870
2040 3060 1840
2010 3010 1810
1970 2960 1780
1930 2900 1750
1890 2850 1710
1850 2790 1670
1810 2720 1640
1770 2660 1600
1680 2520 1510
1590 2380 1430
1490 2240 1340
1400 2100 1260
1300 1950 1170
1200 1810 1080
1110 1670 994
1020 1530 911
928 1400 830
841 1260 751
ASD
1860
1810
1800
1780
1760
1740
1720
1690
1670
1640
1610
1580
1540
1510
1480
1440
1360
1290
1210
1130
1050
968
890
815
741
670
ASD
1700
1660
1650
1630
1610
1590
1570
1550
1530
1500
1470
1440
1410
1380
1350
1320
1250
1170
1100
1030
954
881
810
740
673
608
LRFD
2560
2500
2480
2450
2430
2400
2360
2330
2290
2250
2210
2170
2120
2080
2030
1980
1870
1770
1660
1550
1430
1320
1220
1110
1010
914
ASD
1550
1510
1500
1490
1470
1450
1430
1410
1390
1360
1340
1310
1280
1260
1230
1200
1130
1070
998
931
863
796
730
667
605
546
Pwo , kips
490 735 414
621 353
529 303
454
Pwi , kips/in.
39.3 59.0 35.7 53.5 32.7 49.0 29.7 44.5
Pwb , kips
2480 3730 1850 2780 1430 2150 1070 1610
Pfb , kips
668 1000 554
832 455
684 388
583
Lp , ft
14.6
14.5
14.4
14.3
Lr , ft
104
95.0
86.6
79.4
Ag , in.2
75.6
68.5
62.0
56.8
Ix , in.4
3400
3010
2660
2400
Iy , in.4
1290
1150
1030
931
ry , in.
4.13
4.10
4.07
4.05
rx /ry
1.62
1.62
1.61
1.60
Pex (KL) 2/104, k-in.2
97300
86200
76100
68700
Pey (KL) 2/104, k-in.2
36900
32900
29500
26600
ASD
LRFD
264
27.7
870
321
Effective length, KL (ft), with respect to least radius of gyration, ry
Design
0
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
22
24
26
28
30
32
34
36
38
40
LRFD
3080
3010
2990
2960
2930
2900
2860
2820
2770
2730
2680
2630
2570
2520
2460
2400
2280
2150
2020
1890
1750
1620
1490
1370
1250
1130
LRFD
2790
2730
2700
2680
2650
2620
2580
2550
2510
2460
2420
2370
2320
2270
2220
2160
2050
1930
1820
1700
1570
1460
1340
1220
1110
1010
LRFD
2330
2280
2260
2240
2210
2180
2150
2120
2090
2050
2010
1970
1930
1890
1840
1800
1700
1600
1500
1400
1300
1200
1100
1000
909
821
ASD
1400
1370
1350
1340
1330
1310
1290
1270
1250
1230
1210
1180
1160
1130
1100
1070
1020
957
896
835
773
713
653
596
540
487
396
41.5
1310
483
14.2
73.2
51.8
2140
838
4.02
1.60
61300
24000
222
24.8
628
265
LRFD
2100
2050
2030
2010
1990
1970
1940
1910
1880
1850
1810
1780
1740
1700
1660
1620
1530
1440
1350
1250
1160
1070
982
896
812
733
Properties
Ωc = 1.67
φc = 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
333
37.3
944
398
14.1
66.7
46.7
1900
748
4.00
1.60
54400
21400
AISC_Part 4A:14th Ed.
2/23/11
10:02 AM
Page 15
4–15
STEEL COMPRESSION—MEMBER SELECTION TABLES
Table 4-1 (continued)
Available Strength in
Axial Compression, kips
Fy = 50 ksi
W-Shapes
Shape
W14×
lb/ft
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
W14
0
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
22
24
26
28
30
32
34
36
38
40
145
132
Pn /Ωc φc Pn Pn /Ωc φc Pn
120
Pn /Ωc φc Pn
109
Pn /Ωc φc Pn
99
90
Pn /Ωc φc Pn Pn /Ωc φc Pn
ASD LRFD ASD
1280 1920 1160
1250 1880 1130
1240 1860 1120
1230 1840 1110
1210 1820 1090
1200 1800 1080
1180 1770 1060
1160 1750 1040
1140 1720 1020
1120 1690 1000
1100 1650 982
1080 1620 960
1060 1590 937
1030 1550 913
1010 1510 888
980 1470 862
927 1390 810
872 1310 756
816 1230 702
759 1140 648
703 1060 594
647 973 542
593 891 491
540 812 442
489 735 397
441 663 358
ASD
1060
1030
1020
1010
994
980
965
948
931
912
892
872
850
828
805
782
734
685
635
586
537
489
443
398
357
322
ASD
958
932
923
913
901
888
874
859
843
826
808
789
770
750
729
708
664
620
574
529
485
441
399
359
322
290
LRFD
1440
1400
1390
1370
1350
1340
1310
1290
1270
1240
1210
1190
1160
1130
1100
1060
998
931
863
796
729
663
600
539
484
437
ASD
871
848
839
830
819
807
794
780
766
750
733
716
698
680
661
642
602
561
519
478
438
398
360
323
290
261
192
26.3
330
208
13.2
48.5
32.0
1240
447
3.73
1.67
35500
12800
112
16.2
173
114
LRFD
1750
1700
1680
1660
1640
1620
1600
1570
1540
1510
1480
1440
1410
1370
1330
1300
1220
1140
1060
974
893
814
738
664
596
538
LRFD
1590
1550
1530
1510
1490
1470
1450
1430
1400
1370
1340
1310
1280
1240
1210
1180
1100
1030
955
880
807
735
665
598
536
484
LRFD
1310
1270
1260
1250
1230
1210
1190
1170
1150
1130
1100
1080
1050
1020
994
964
904
843
781
719
658
598
541
485
435
393
ASD
793
772
764
755
745
735
723
710
697
682
667
652
635
618
601
583
547
509
472
434
397
361
326
292
262
237
167
24.3
260
171
13.5
45.3
29.1
1110
402
3.71
1.66
31800
11500
96.1
14.7
129
94.3
LRFD
1190
1160
1150
1140
1120
1100
1090
1070
1050
1030
1000
979
955
929
903
877
822
766
709
653
597
543
490
439
394
356
Properties
Pwo , kips
Pwi , kips/in.
Pwb , kips
Pfb , kips
Lp , ft
Lr , ft
Ag , in.2
Ix , in.4
Iy , in.4
ry , in.
rx /ry
Pex (KL) 2/104, k-in.2
Pey (KL) 2/104, k-in.2
ASD
Ωc = 1.67
192
22.7
476
222
287
34.0
716
334
14.1
61.7
42.7
1710
677
3.98
1.59
48900
19400
LRFD
175
21.5
407
199
263
32.3
611
298
13.3
55.8
38.8
1530
548
3.76
1.67
43800
15700
151
19.7
312
165
227
29.5
469
249
13.2
51.9
35.3
1380
495
3.74
1.67
39500
14200
128
17.5
220
138
φc = 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
144
22.0
194
142
15.1
42.5
26.5
999
362
3.70
1.66
28600
10400
AISC_Part 4A:14th Ed.
2/23/11
10:02 AM
Page 16
4–16
DESIGN OF COMPRESSION MEMBERS
Table 4-1 (continued)
Available Strength in
Axial Compression, kips
Fy = 50 ksi
W-Shapes
W14
Shape
W14×
lb/ft
82
74
68
61
53
48
43c
Pn /Ωc φc Pn Pn /Ωc φc Pn Pn /Ωc φc Pn Pn /Ωc φc Pn Pn /Ωc φc Pn Pn /Ωc φc Pn Pn /Ωc φc Pn
Effective length, KL (ft), with respect to least radius of gyration, ry
Design
0
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
22
24
26
28
30
32
34
36
38
40
ASD
719
676
661
644
626
606
584
562
538
514
489
464
438
413
387
362
314
267
228
197
171
150
133
119
107
96.3
LRFD ASD LRFD ASD
1080 653 981 599
1020 614 922 562
993 600 902 550
968 585 879 536
940 568 854 520
910 550 827 503
878 531 797 485
844 510 767 466
809 489 735 446
772 467 701 426
735 444 667 405
697 421 633 384
659 398 598 362
620 375 563 341
582 352 529 320
545 329 495 299
472 285 428 258
402 243 365 219
343 207 311 187
295 179 268 161
257 156 234 140
226 137 205 123
200 121 182 109
179 108 162 97.5
160 96.9 146 87.5
145 87.5 131 79.0
LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD
900 536 805 467 702 422 634 374 562
845 503 756 421 633 380 572 339 510
826 492 739 406 610 366 551 327 491
805 479 720 389 585 351 527 312 470
782 465 699 371 557 334 502 297 447
756 450 676 351 528 316 475 281 422
729 433 651 331 497 298 447 264 397
701 416 626 310 465 279 419 247 371
671 398 599 288 433 259 390 229 345
640 380 571 267 401 240 360 212 318
608 361 543 246 369 221 331 194 292
577 342 514 225 338 202 303 177 267
544 323 485 205 308 183 276 161 242
512 304 456 185 278 166 249 145 218
480 285 428 166 250 149 224 130 196
449 266 399 150 226 134 202 117 177
388 229 345 124 186 111 167 97.1 146
330 195 293 104 157 93.2 140 81.6 123
281 166 249 88.8 133 79.4 119 69.5 104
242 143 215 76.6 115 68.5 103 59.9 90.1
211 125 187 66.7 100 59.7 89.7 52.2 78.5
185 110 165 58.6 88.1
164 97.0 146
147 86.5 130
131 77.7 117
119 70.1 105
Properties
Pwo , kips
Pwi , kips/in.
Pwb , kips
Pfb , kips
Lp , ft
Lr , ft
Ag , in.2
Ix , in.4
Iy , in.4
ry , in.
rx /ry
Pex (KL) 2/104, k-in.2
Pey (KL) 2/104, k-in.2
ASD
Ωc = 1.67
123 185 104 155 90.6 136 77.5 116 77.1 116
17.0 25.5 15.0 22.5 13.8 20.8 12.5 18.8 12.3 18.5
201 302 138 207 108 163 80.1 120 76.7 115
137 206 115 173 97.0 146 77.8 117 81.5 123
8.76
8.76
8.69
8.65
6.78
33.2
31.0
29.3
27.5
22.3
24.0
21.8
20.0
17.9
15.6
881
795
722
640
541
148
134
121
107
57.7
2.48
2.48
2.46
2.45
1.92
2.44
2.44
2.44
2.44
3.07
25200
22800
20700
18300
15500
4240
3840
3460
3060
1650
c
LRFD
Shape is slender for compression with Fy = 50 ksi.
φc = 0.90
Note: Heavy line indicates KL /ry equal to or greater than 200.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
67.4
11.3
59.5
66.2
101
17.0
89.5
99.6
6.75
21.1
14.1
484
51.4
1.91
3.06
13900
1470
56.9
10.2
43.0
52.6
85.4
15.3
64.7
79.0
6.68
20.0
12.6
428
45.2
1.89
3.08
12300
1290
AISC_Part 4A:14th Ed.
2/23/11
10:02 AM
Page 17
4–17
STEEL COMPRESSION—MEMBER SELECTION TABLES
Table 4-1 (continued)
Fy = 50 ksi
Available Strength in
Axial Compression, kips
W-Shapes
Shape
W12×
h
lb/ft
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
W12
0
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
22
24
26
28
30
32
34
36
38
40
h
h
336
305
Pn /Ωc φc Pn Pn /Ωc φc Pn
279
252h
Pn /Ωc φc Pn Pn /Ωc φc Pn
230h
210
Pn /Ωc φc Pn Pn /Ωc φc Pn
ASD LRFD ASD
2960 4450 2680
2870 4310 2590
2840 4260 2560
2800 4210 2530
2760 4150 2490
2710 4080 2450
2660 4000 2400
2610 3920 2350
2550 3840 2300
2490 3750 2250
2430 3660 2190
2370 3560 2130
2300 3460 2070
2230 3350 2000
2160 3250 1940
2090 3140 1870
1940 2910 1730
1790 2690 1600
1640 2460 1460
1490 2240 1320
1350 2030 1190
1210 1820 1070
1080 1620 945
959 1440 843
861 1290 757
777 1170 683
LRFD
4030
3900
3850
3800
3740
3680
3610
3540
3460
3380
3290
3200
3100
3010
2910
2810
2610
2400
2190
1990
1790
1600
1420
1270
1140
1030
ASD
2450
2370
2340
2310
2280
2240
2190
2150
2100
2050
1990
1940
1880
1820
1760
1700
1570
1440
1320
1190
1070
954
845
754
676
610
ASD
2030
1960
1930
1910
1880
1840
1800
1760
1720
1680
1630
1580
1540
1480
1430
1380
1270
1170
1060
954
854
756
670
597
536
484
LRFD
3690
3570
3520
3470
3420
3360
3300
3230
3150
3080
3000
2910
2820
2730
2640
2550
2360
2170
1980
1790
1610
1430
1270
1130
1020
917
ASD
2220
2140
2120
2090
2060
2020
1980
1940
1890
1840
1790
1740
1690
1630
1580
1520
1410
1290
1170
1060
949
843
746
666
598
539
LRFD
3330
3220
3180
3140
3090
3030
2970
2910
2840
2770
2700
2620
2540
2460
2370
2290
2110
1940
1760
1590
1430
1270
1120
1000
898
811
LRFD
3050
2940
2910
2860
2820
2770
2710
2650
2590
2520
2450
2380
2310
2230
2150
2070
1910
1750
1590
1430
1280
1140
1010
898
806
727
ASD
1850
1790
1760
1740
1710
1680
1640
1610
1570
1530
1480
1440
1390
1350
1300
1250
1150
1050
955
859
767
678
600
535
481
434
LRFD
2780
2680
2650
2610
2570
2520
2470
2420
2360
2300
2230
2160
2100
2030
1950
1880
1730
1580
1440
1290
1150
1020
902
805
722
652
Properties
Pwo , kips
1050 1580 897 1340 783 1170 665
998
574 861
492 738
Pwi , kips/in.
59.3 89.0 54.3 81.5 51.0 76.5 46.7 70.0 43.0 64.5 39.3 59.0
Pwb , kips
10000 15100 7690 11600 6380 9590 4870 7320 3810 5730 2930 4400
Pfb , kips
1640 2460 1370 2070 1140 1720 947 1420 802 1210 676 1020
Lp , ft
12.3
12.1
11.9
11.8
11.7
11.6
Lr , ft
150
137
126
114
105
95.8
Ag , in.2
98.9
89.5
81.9
74.1
67.7
61.8
Ix , in.4
4060
3550
3110
2720
2420
2140
Iy , in.4
1190
1050
937
828
742
664
ry , in.
3.47
3.42
3.38
3.34
3.31
3.28
rx /ry
1.85
1.84
1.82
1.81
1.80
1.80
Pex (KL) 2/104, k-in.2 116000
102000
89000
77900
69300
61300
Pey (KL) 2/104, k-in.2
34100
30100
26800
23700
21200
19000
h
ASD
LRFD
Flange thickness is greater than 2 in. Special requirements may apply per AISC
Ωc = 1.67
φc = 0.90
Specification Section A3.1c.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 4A:14th Ed.
2/23/11
10:02 AM
Page 18
4–18
DESIGN OF COMPRESSION MEMBERS
Table 4-1 (continued)
Available Strength in
Axial Compression, kips
W-Shapes
W12
Shape
W12×
lb/ft
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
Fy = 50 ksi
0
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
22
24
26
28
30
32
34
36
38
40
190
170
Pn /Ωc φc Pn Pn /Ωc φc Pn
152
Pn /Ωc φc Pn
136
Pn /Ωc φc Pn
ASD LRFD ASD
1680 2520 1500
1620 2430 1440
1600 2400 1420
1570 2360 1400
1550 2320 1380
1520 2280 1350
1490 2230 1320
1450 2180 1290
1420 2130 1260
1380 2070 1230
1340 2010 1190
1300 1950 1150
1260 1890 1120
1210 1820 1080
1170 1760 1040
1130 1690 997
1030 1560 916
944 1420 834
855 1280 754
767 1150 675
684 1030 600
603 906 528
534 803 468
476 716 418
428 643 375
386 580 338
ASD
1340
1290
1270
1250
1230
1210
1180
1150
1120
1090
1060
1030
992
957
921
885
811
737
665
595
527
464
411
366
329
297
ASD
1190
1150
1130
1120
1100
1080
1050
1030
1000
972
942
912
881
849
816
784
717
651
586
523
462
406
360
321
288
260
LRFD ASD
1800 1050
1730 1010
1710 1000
1680 984
1650 966
1620 947
1580 925
1540 903
1500 879
1460 854
1420 828
1370 800
1320 773
1280 744
1230 715
1180 686
1080 626
978
567
880
510
786
454
695
400
610
352
541
311
482
278
433
249
391
225
244
26.3
878
292
201
23.7
637
231
LRFD
2250
2170
2140
2110
2070
2030
1990
1940
1900
1840
1790
1730
1680
1620
1560
1500
1380
1250
1130
1010
902
794
704
628
563
508
LRFD
2010
1940
1910
1880
1850
1810
1770
1730
1690
1640
1590
1540
1490
1440
1380
1330
1220
1110
999
894
793
697
617
551
494
446
120
106
Pn /Ωc φc Pn Pn /Ωc φc Pn
LRFD
1580
1520
1500
1480
1450
1420
1390
1360
1320
1280
1240
1200
1160
1120
1070
1030
942
853
766
682
601
528
468
417
375
338
ASD
934
898
886
871
855
838
819
799
777
755
731
707
682
656
631
604
552
499
448
398
350
308
272
243
218
197
302
35.5
957
347
11.1
56.5
35.2
1070
345
3.13
1.76
30600
9870
162
20.3
405
183
LRFD
1400
1350
1330
1310
1290
1260
1230
1200
1170
1130
1100
1060
1030
987
948
908
829
750
673
598
526
462
410
365
328
296
Properties
Pwo , kips
412 617 346
518 290
435
Pwi , kips/in.
35.3 53.0 32.0 48.0 29.0 43.5
Pwb , kips
2120 3190 1580 2370 1170 1760
Pfb , kips
567 852 455
684 367
551
Lp , ft
11.5
11.4
11.3
Lr , ft
87.3
78.5
70.6
Ag , in.2
56.0
50.0
44.7
Ix , in.4
1890
1650
1430
Iy , in.4
589
517
454
ry , in.
3.25
3.22
3.19
rx /ry
1.79
1.78
1.77
Pex (KL) 2/104, k-in.2
54100
47200
40900
Pey (KL) 2/104, k-in.2
16900
14800
13000
ASD
LRFD
Ωc = 1.67
365
39.5
1320
439
11.2
63.2
39.9
1240
398
3.16
1.77
35500
11400
φc = 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
242
30.5
609
276
11.0
50.7
31.2
933
301
3.11
1.76
26700
8620
AISC_Part 4A:14th Ed.
2/23/11
10:02 AM
Page 19
4–19
STEEL COMPRESSION—MEMBER SELECTION TABLES
Table 4-1 (continued)
Fy = 50 ksi
Available Strength in
Axial Compression, kips
W-Shapes
Shape
W12×
lb/ft
96
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
W12
0
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
22
24
26
28
30
32
34
36
38
40
87
79
72
65
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
ASD
844
811
800
787
772
756
739
720
701
680
659
637
614
591
567
543
495
447
401
356
312
274
243
217
195
176
LRFD
1270
1220
1200
1180
1160
1140
1110
1080
1050
1020
990
957
923
888
852
816
744
672
602
535
469
413
365
326
293
264
ASD
766
736
726
714
700
685
670
653
635
616
596
576
555
534
512
490
446
403
360
319
280
246
218
194
174
157
LRFD
1150
1110
1090
1070
1050
1030
1010
981
954
925
896
865
834
802
770
737
671
605
541
480
421
370
327
292
262
237
ASD
695
667
657
646
634
620
606
590
574
556
538
520
501
481
462
442
402
362
323
286
250
220
195
174
156
141
LRFD
1040
1000
988
971
953
932
910
887
862
836
809
781
753
723
694
664
604
544
486
430
376
331
293
261
234
212
ASD
632
606
597
587
576
564
550
536
521
505
489
472
455
437
419
401
364
328
292
259
226
199
176
157
141
127
LRFD
949
911
898
883
866
847
827
806
783
759
735
709
683
656
629
602
547
493
440
389
340
299
265
236
212
191
ASD
572
549
540
531
521
510
497
484
470
456
441
426
410
393
377
360
327
294
262
231
202
178
157
140
126
114
LRFD
859
825
812
798
783
766
747
728
707
685
663
640
616
591
567
542
492
442
394
348
304
267
236
211
189
171
156
23.5
278
152
10.8
39.9
23.2
662
216
3.05
1.75
18900
6180
91.0
14.3
142
84.0
137
21.5
213
126
10.7
37.5
21.1
597
195
3.04
1.75
17100
5580
78.0
13.0
106
68.5
Properties
Pwo , kips
Pwi , kips/in.
Pwb , kips
Pfb , kips
Lp , ft
Lr , ft
Ag , in.2
Ix , in.4
Iy , in.4
ry , in.
rx /ry
Pex (KL) 2/104, k-in.2
Pey (KL) 2/104, k-in.2
ASD
Ωc = 1.67
138
18.3
296
152
206
27.5
445
228
10.9
46.7
28.2
833
270
3.09
1.76
23800
7730
LRFD
121
17.2
243
123
182
25.8
365
185
10.8
43.1
25.6
740
241
3.07
1.75
21200
6900
104
15.7
185
101
φc = 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
117
19.5
159
103
11.9
35.1
19.1
533
174
3.02
1.75
15300
4980
AISC_Part 4A:14th Ed.
2/23/11
10:03 AM
Page 20
4–20
DESIGN OF COMPRESSION MEMBERS
Table 4-1 (continued)
Available Strength in
Axial Compression, kips
W-Shapes
W12
Shape
W12×
lb/ft
58
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
Fy = 50 ksi
0
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
22
24
26
28
30
32
34
36
38
40
53
50
45
40
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
ASD
509
479
469
457
445
431
416
400
384
367
349
332
314
296
278
261
227
194
165
143
124
109
96.7
86.3
77.4
69.9
LRFD
765
720
705
687
668
647
625
601
577
551
525
499
472
445
418
392
341
292
249
214
187
164
145
130
116
105
ASD
467
439
429
419
407
394
380
365
350
334
318
301
285
268
252
235
204
174
148
128
111
97.8
86.6
77.3
69.4
62.6
LRFD
702
660
646
629
611
592
571
549
526
502
478
453
428
403
378
354
307
261
223
192
167
147
130
116
104
94.1
ASD
437
396
382
367
350
332
314
295
275
255
236
217
198
180
162
146
121
102
86.6
74.7
65.0
57.2
LRFD
657
595
574
551
526
500
472
443
413
384
355
326
298
270
244
220
182
153
130
112
97.8
85.9
ASD
392
355
342
329
313
297
281
263
246
228
210
193
176
160
144
130
107
90.3
76.9
66.3
57.8
50.8
LRFD
589
534
515
494
471
447
422
396
369
343
316
290
265
240
216
195
161
136
116
99.7
86.8
76.3
ASD
350
317
305
293
279
265
250
234
218
202
187
171
156
142
127
115
95.0
79.8
68.0
58.6
51.1
44.9
LRFD
526
476
459
440
420
398
375
352
328
304
281
257
235
213
191
173
143
120
102
88.1
76.8
67.5
105
18.5
133
115
6.92
23.8
14.6
391
56.3
1.96
2.64
11200
1610
60.3
11.2
65.6
61.9
90.5
16.8
98.6
93.0
6.89
22.4
13.1
348
50.0
1.95
2.64
9960
1430
50.2
9.83
44.8
49.6
Properties
Pwo , kips
Pwi , kips/in.
Pwb , kips
Pfb , kips
Lp , ft
Lr , ft
Ag , in.2
Ix , in.4
Iy , in.4
ry , in.
rx /ry
Pex (KL) 2/104, k-in.2
Pey (KL) 2/104, k-in.2
ASD
Ωc = 1.67
74.4
12.0
83.1
76.6
112
18.0
125
115
8.87
29.8
17.0
475
107
2.51
2.10
13600
3060
LRFD
67.9
11.5
73.3
61.9
102
17.3
110
93.0
8.76
28.2
15.6
425
95.8
2.48
2.11
12200
2740
70.3
12.3
88.4
76.6
Note: Heavy line indicates KL /ry equal to or greater than 200.
φc = 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
75.2
14.8
67.4
74.6
6.85
21.1
11.7
307
44.1
1.94
2.64
8790
1260
AISC_Part 4A:14th Ed.
2/23/11
10:03 AM
Page 21
4–21
STEEL COMPRESSION—MEMBER SELECTION TABLES
Table 4-1 (continued)
Available Strength in
Axial Compression, kips
Fy = 50 ksi
W-Shapes
Shape
W10×
lb/ft
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
W10
0
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
22
24
26
28
30
32
34
36
38
40
112
100
Pn /Ωc φc Pn Pn /Ωc φc Pn
77
Pn /Ωc φc Pn Pn /Ωc φc Pn
68
60
Pn /Ωc φc Pn Pn /Ωc φc Pn
ASD
985
934
917
897
875
851
825
798
769
739
708
677
645
613
580
548
485
423
365
315
274
241
213
190
171
154
ASD
778
737
722
706
688
669
647
625
602
578
553
527
501
475
449
423
373
324
278
239
209
183
162
145
130
117
LRFD
1020
966
946
925
900
874
846
816
785
753
720
686
651
617
582
548
481
417
356
307
267
235
208
186
167
150
ASD
596
563
552
539
525
509
493
475
457
438
419
399
379
358
338
318
279
241
206
178
155
136
121
108
96.5
87.1
182
26.5
494
213
9.18
45.3
22.7
455
154
2.60
1.73
13000
4410
99.5
15.7
229
111
LRFD
1480
1400
1380
1350
1310
1280
1240
1200
1160
1110
1060
1020
969
921
872
824
728
636
548
473
412
362
321
286
257
232
ASD
877
831
815
797
777
755
732
707
681
654
626
598
569
540
511
482
425
370
318
274
239
210
186
166
149
134
LRFD
1320
1250
1230
1200
1170
1130
1100
1060
1020
983
941
898
855
811
767
724
638
556
478
412
359
315
279
249
224
202
88
LRFD
1170
1110
1090
1060
1030
1000
973
940
905
868
831
792
754
714
675
636
560
487
417
360
313
276
244
218
195
176
ASD
680
643
630
615
599
582
563
543
522
501
479
456
433
410
387
365
320
277
237
204
178
156
139
124
111
100
LRFD
895
846
829
810
789
765
741
714
687
658
629
599
569
539
508
478
419
363
310
267
233
205
181
162
145
131
ASD
530
500
490
479
466
452
437
421
405
388
370
352
334
316
298
280
245
212
181
156
136
119
106
94.2
84.5
76.3
149
23.5
344
167
9.15
40.6
19.9
394
134
2.59
1.71
11300
3840
82.6
14.0
163
86.5
LRFD
796
752
737
719
700
679
657
633
608
583
556
530
502
475
448
421
368
318
271
234
204
179
159
142
127
115
Properties
Pwo , kips
Pwi , kips/in.
Pwb , kips
Pfb , kips
Lp , ft
Lr , ft
Ag , in.2
Ix , in.4
Iy , in.4
ry , in.
rx /ry
Pex (KL) 2/104, k-in.2
Pey (KL) 2/104, k-in.2
ASD
Ωc = 1.67
220
25.2
949
292
330
37.8
1430
439
9.47
64.1
32.9
716
236
2.68
1.74
20500
6750
LRFD
184
22.7
690
235
275
34.0
1040
353
9.36
57.9
29.3
623
207
2.65
1.74
17800
5920
150
20.2
487
183
225
30.3
732
276
9.29
51.2
26.0
534
179
2.63
1.73
15300
5120
121
17.7
328
142
φc = 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
124
21.0
245
130
9.08
36.6
17.7
341
116
2.57
1.71
9760
3320
AISC_Part 4A:14th Ed.
2/23/11
10:03 AM
Page 22
4–22
DESIGN OF COMPRESSION MEMBERS
Table 4-1 (continued)
Available Strength in
Axial Compression, kips
W-Shapes
W10
Shape
W10×
lb/ft
54
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
Fy = 50 ksi
0
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
22
24
26
28
30
32
34
36
38
40
49
45
39
33
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
ASD
473
446
437
427
415
403
389
375
361
345
330
314
297
281
265
249
217
188
160
138
120
106
93.5
83.4
74.8
67.6
LRFD
711
671
657
642
624
605
585
564
542
519
495
471
447
422
398
374
327
282
240
207
180
159
141
125
112
102
ASD
431
407
398
388
378
366
354
341
327
313
299
284
269
254
239
224
196
168
143
124
108
94.7
83.9
74.8
67.2
60.6
LRFD
648
611
598
584
568
550
532
512
492
471
449
427
404
382
360
337
294
253
216
186
162
142
126
112
101
91.1
ASD
398
363
350
337
322
307
291
274
256
239
222
204
188
171
155
140
116
97.4
83.0
71.5
62.3
54.8
LRFD
598
545
527
507
485
461
437
411
385
359
333
307
282
257
234
211
174
146
125
108
93.7
82.3
ASD
344
313
302
290
277
263
249
234
219
203
188
173
158
144
130
118
97.2
81.7
69.6
60.0
52.3
46.0
LRFD
517
470
454
436
416
396
374
352
329
306
283
260
238
217
196
177
146
123
105
90.2
78.6
69.1
ASD
291
263
253
243
232
220
207
194
181
168
155
142
130
117
106
95.4
78.8
66.2
56.4
48.7
42.4
37.3
LRFD
437
395
381
365
348
330
311
292
272
253
233
214
195
177
159
143
118
99.5
84.8
73.1
63.7
56.0
98.0
17.5
142
108
7.10
26.9
13.3
248
53.4
2.01
2.15
7100
1530
54.1
10.5
68.7
52.6
81.1
15.8
103
79.0
6.99
24.2
11.5
209
45.0
1.98
2.16
5980
1290
45.2
9.67
53.7
35.4
Properties
Pwo , kips
Pwi , kips/in.
Pwb , kips
Pfb , kips
Lp , ft
Lr , ft
Ag , in.2
Ix , in.4
Iy , in.4
ry , in.
rx /ry
Pex (KL) 2/104, k-in.2
Pey (KL) 2/104, k-in.2
ASD
Ωc = 1.67
69.1
12.3
112
70.8
104
18.5
168
106
9.04
33.6
15.8
303
103
2.56
1.71
8670
2950
LRFD
60.1
11.3
86.6
58.7
90.1
17.0
130
88.2
8.97
31.6
14.4
272
93.4
2.54
1.71
7790
2670
65.3
11.7
94.2
71.9
Note: Heavy line indicates KL /ry equal to or greater than 200.
φc = 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
67.8
14.5
80.7
53.2
6.85
21.8
9.71
171
36.6
1.94
2.16
4890
1050
AISC_Part 4A:14th Ed.
2/23/11
10:03 AM
Page 23
4–23
STEEL COMPRESSION—MEMBER SELECTION TABLES
Table 4-1 (continued)
Available Strength in
Axial Compression, kips
Fy = 50 ksi
W-Shapes
Shape
W8×
lb/ft
67
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
W8
58
48
Pn /Ωc φc Pn Pn /Ωc φc Pn
40
Pn /Ωc φc Pn Pn /Ωc φc Pn
35
31
Pn /Ωc φc Pn Pn /Ωc φc Pn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
590
886
512
769
422
634
350
526
308
463
273
411
6
7
8
9
10
542
526
508
488
467
815
790
763
733
701
470
455
439
422
403
706
685
660
634
606
387
375
361
347
331
581
563
543
521
497
320
309
298
285
272
481
465
448
429
409
281
272
262
251
239
423
409
394
377
359
249
241
232
222
211
374
362
348
333
317
11
12
13
14
15
444
421
397
373
348
668
633
597
560
523
384
363
342
321
299
576
546
514
482
450
314
297
280
262
244
473
447
421
394
367
258
243
228
213
198
388
366
343
321
298
226
213
200
187
174
340
321
301
281
261
200
189
177
165
153
301
283
266
248
230
16
17
18
19
20
324
300
276
253
231
487
450
415
381
347
278
257
236
216
197
418
386
355
325
296
226
209
192
175
159
340
314
288
264
239
183
169
154
141
127
275
253
232
211
191
160
147
135
123
111
241
221
203
184
166
141
130
118
108
97.2
212
195
178
162
146
22
24
26
28
30
191
160
137
118
103
287
241
205
177
154
163
137
116
100
87.5
244
205
175
151
131
132
111
94.2
81.2
70.7
198
166
142
122
106
105
88.2
75.2
64.8
56.5
158
133
113
97.4
84.9
91.5
76.9
65.5
56.5
49.2
138
116
98.5
84.9
74.0
80.3
67.5
57.5
49.6
43.2
121
101
86.5
74.5
64.9
32
34
90.3
79.9
136
120
76.9
68.1
116
102
62.2
55.1
93.5
82.8
49.6
44.0
74.6
66.1
43.3
65.0
38.0
57.1
190
28.5
761
246
7.49
47.6
19.7
272
88.6
2.12
1.75
7790
2540
LRFD
102
17.0
363
123
85.9
18.0
192
88.2
7.21
29.9
11.7
146
49.1
2.04
1.73
4180
1410
45.9
10.3
81.1
45.9
68.9
15.5
122
68.9
7.17
27.0
10.3
127
42.6
2.03
1.73
3630
1220
39.4
9.50
63.0
35.4
Properties
Pwo , kips
Pwi , kips/in.
Pwb , kips
Pfb , kips
Lp , ft
Lr , ft
Ag , in.2
Ix , in.4
Iy , in.4
ry , in.
rx /ry
Pex (KL) 2/104, k-in.2
Pey (KL) 2/104, k-in.2
ASD
Ωc = 1.67
126
19.0
507
164
153
25.5
546
185
7.42
41.6
17.1
228
75.1
2.10
1.74
6530
2150
72.0
13.3
174
87.8
108
20.0
262
132
7.35
35.2
14.1
184
60.9
2.08
1.74
5270
1740
57.2
12.0
127
58.7
Note: Heavy line indicates KL /ry equal to or greater than 200.
φc = 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
59.1
14.3
94.7
53.2
7.18
24.8
9.13
110
37.1
2.02
1.72
3150
1060
AISC_Part 4A:14th Ed.
2/23/11
10:03 AM
Page 24
4–24
DESIGN OF COMPRESSION MEMBERS
Table 4-2
Available Strength in
Axial Compression, kips
HP18
HP-Shapes
Shape
HP18×
lb/ft
204
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
Fy = 50 ksi
0
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
22
24
26
28
30
32
34
36
38
40
181
157
135
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
ASD
1800
1770
1750
1740
1720
1700
1680
1660
1640
1610
1590
1560
1530
1500
1470
1440
1370
1300
1230
1160
1080
1010
936
865
795
728
LRFD
2710
2650
2630
2610
2590
2560
2530
2500
2460
2420
2380
2340
2300
2250
2210
2160
2060
1950
1850
1740
1630
1520
1410
1300
1190
1090
ASD
1590
1560
1550
1540
1520
1500
1490
1470
1450
1420
1400
1370
1350
1320
1290
1270
1210
1140
1080
1010
950
884
820
756
695
635
LRFD
2390
2340
2330
2310
2290
2260
2230
2200
2170
2140
2100
2070
2030
1990
1950
1900
1810
1720
1620
1530
1430
1330
1230
1140
1040
954
ASD
1380
1350
1340
1330
1320
1300
1290
1270
1250
1230
1210
1190
1170
1150
1120
1100
1040
989
933
876
819
761
705
650
596
544
LRFD
2080
2040
2020
2000
1980
1960
1940
1910
1880
1850
1820
1790
1760
1720
1680
1650
1570
1490
1400
1320
1230
1140
1060
977
896
818
ASD
1190
1170
1160
1150
1140
1130
1110
1100
1080
1060
1050
1030
1010
985
964
942
896
848
800
750
700
650
601
553
507
461
LRFD
1800
1760
1740
1730
1710
1690
1670
1650
1620
1600
1570
1540
1510
1480
1450
1420
1350
1280
1200
1130
1050
977
904
831
761
693
Properties
Pwo , kips
Pwi , kips/in.
Pwb , kips
Pfb , kips
Lp , ft
Lr , ft
Ag , in.2
Ix , in.4
Iy , in.4
ry , in.
rx /ry
Pex (KL) 2/104, k-in.2
Pey (KL) 2/104, k-in.2
ASD
435
653
37.7
56.5
1830
2740
239
359
15.2
67.8
60.2
3480
1120
4.31
1.76
99600
32100
LRFD
Ωc = 1.67
φc = 0.90
363
545
33.3
50.0
1270
1910
187
281
15.1
61.3
53.2
3020
974
4.28
1.76
86400
27900
297
446
29.0
43.5
840
1260
142
213
18.1
55.8
46.2
2570
833
4.25
1.75
73600
23800
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
241
362
25.0
37.5
535
804
105
158
21.4
50.5
39.9
2200
706
4.21
1.76
63000
20200
AISC_Part 4A:14th Ed._
2/17/12
8:54 AM
Page 25
STEEL COMPRESSION—MEMBER SELECTION TABLES
4–25
Table 4-2 (continued)
Available Strength in
Axial Compression, kips
Fy = 50 ksi
HP16
HP-Shapes
Shape
HP16×
lb/ft
183
162
Pn /Ωc φc Pn Pn /Ωc φc Pn
Effective length, KL (ft), with respect to least radius of gyration, ry
Design
0
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
22
24
26
28
30
32
34
36
38
40
ASD
1610
1570
1560
1540
1520
1500
1480
1460
1430
1410
1380
1350
1320
1280
1250
1220
1150
1070
1000
927
854
783
713
646
581
524
LRFD ASD
2430 1430
2360 1390
2340 1380
2320 1360
2290 1350
2260 1330
2230 1310
2190 1290
2150 1260
2110 1240
2070 1210
2020 1190
1980 1160
1930 1130
1880 1100
1830 1070
1720 1010
1610
942
1500
877
1390
811
1280
746
1180
682
1070
620
971
561
873
503
787
454
141
Pn /Ωc φc Pn
LRFD ASD
2150 1250
2090 1220
2070 1200
2050 1190
2020 1180
2000 1160
1970 1140
1930 1120
1900 1100
1860 1080
1820 1060
1780 1030
1740 1010
1700 985
1650 958
1610 931
1510 876
1420 819
1320 761
1220 703
1120 645
1030 589
932 535
843 482
756 433
682 391
121
Pn /Ωc φc Pn
LRFD ASD
1880 1070
1830 1040
1810 1030
1790 1020
1770 1010
1740
995
1720
979
1690
962
1660
944
1630
926
1590
906
1560
885
1520
863
1480
841
1440
818
1400
794
1320
746
1230
696
1140
646
1060
596
970
546
886
498
804
451
725
405
651
364
587
328
LRFD
1610
1570
1550
1540
1520
1490
1470
1450
1420
1390
1360
1330
1300
1260
1230
1190
1120
1050
971
896
821
748
678
609
547
494
101
88c
Pn /Ωc φc Pn Pn /Ωc φc Pn
ASD
895
871
862
852
841
829
816
802
787
771
754
736
718
699
679
659
618
576
534
491
450
409
370
331
297
268
LRFD
1350
1310
1300
1280
1260
1250
1230
1210
1180
1160
1130
1110
1080
1050
1020
991
929
866
802
739
676
615
556
498
447
404
ASD
749
729
722
714
705
694
684
672
659
646
632
617
602
587
570
554
520
485
450
415
380
346
313
281
253
228
LRFD
1130
1100
1080
1070
1060
1040
1030
1010
991
971
950
928
905
882
857
833
782
729
676
623
571
520
471
423
380
343
Properties
Pwo , kips
435
653
363
545 300
451
241
362 189
283 155
232
Pwi , kips/in.
37.7 56.5 33.3 50.0 29.2 43.8 25.0 37.5 20.8
31.3 18.0
27.0
Pwb , kips
2100 3160 1450 2190 974 1460
612
920 356
535 229
345
Pfb , kips
239
359
187
281 143
215
105
158
73.1 110
54.6
82.0
Lp , ft
13.6
13.5
13.4
16.7
20.2
22.9
Lr , ft
67.6
60.2
54.5
48.6
43.6
40.6
Ag , in.2
53.9
47.7
41.7
35.8
29.9
25.8
Ix , in.4
2490
2190
1870
1590
1300
1110
Iy , in.4
803
697
599
504
412
349
ry , in.
3.86
3.82
3.79
3.75
3.71
3.68
rx /ry
1.76
1.77
1.77
1.78
1.78
1.78
Pex (KL) 2/104, k-in.2
71300
62700
53500
45500
37200
31800
Pey (KL) 2/104, k-in.2
23000
19900
17100
14400
11800
9990
c
ASD
LRFD
Shape is slender for compression with Fy = 50 ksi.
Ωc = 1.67
φc = 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 4A_14th Ed._ 22/02/12 2:45 PM Page 26
4–26
DESIGN OF COMPRESSION MEMBERS
Table 4-2 (continued)
Available Strength in
Axial Compression, kips
HP14-HP12
HP-Shapes
Shape
HP14×
lb/ft
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
Fy = 50 ksi
0
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
22
24
26
28
30
32
34
36
38
40
117
102
Pn /Ωc φc Pn Pn /Ωc φc Pn
ASD
1030
1000
990
977
964
949
933
916
897
878
857
836
813
790
767
743
694
643
593
543
494
446
400
357
320
289
LRFD
1550
1500
1490
1470
1450
1430
1400
1380
1350
1320
1290
1260
1220
1190
1150
1120
1040
967
891
816
742
671
602
537
482
435
ASD
901
875
865
855
843
829
815
800
783
766
748
729
709
689
668
646
603
558
514
470
427
385
344
307
276
249
LRFD
1350
1310
1300
1280
1270
1250
1220
1200
1180
1150
1120
1100
1070
1030
1000
972
906
839
772
706
641
579
518
462
414
374
HP12×
Pn /Ωc φc Pn
73c
Pn /Ωc φc Pn
74
Pn /Ωc φc Pn Pn /Ωc φc Pn
ASD
781
758
750
740
730
718
705
692
677
662
646
629
612
594
576
557
519
480
441
403
365
329
294
262
235
212
ASD
623
605
598
590
582
573
563
552
541
528
516
502
489
475
460
445
415
384
353
322
292
263
235
210
188
170
ASD
737
705
694
681
667
652
636
618
599
580
560
539
518
496
474
452
408
365
323
283
247
217
192
171
154
139
89
LRFD
1170
1140
1130
1110
1100
1080
1060
1040
1020
995
971
946
920
893
866
838
780
722
663
606
549
494
441
394
353
319
LRFD
937
909
899
887
875
861
846
830
813
794
775
755
735
713
691
669
623
577
531
484
439
396
354
316
283
256
84
LRFD
1110
1060
1040
1020
1000
980
955
929
901
872
842
810
779
746
713
680
614
549
486
425
371
326
289
257
231
208
ASD
653
624
614
603
591
577
562
546
530
512
494
476
457
437
418
398
359
320
283
247
216
189
168
150
134
121
LRFD
981
938
923
906
888
867
845
821
796
770
743
715
687
658
628
599
540
482
426
372
324
285
252
225
202
182
Properties
Pwo , kips
Pwi , kips/in.
Pwb , kips
Pfb , kips
Lp , ft
Lr , ft
Ag , in.2
Ix , in.4
Iy , in.4
ry , in.
rx /ry
Pex (KL) 2/104, k-in.2
Pey (KL) 2/104, k-in.2
ASD
Ωc = 1.67
201 302 162
243 134
201 100 150
158
236 132
198
26.8 40.3 23.5
35.3 20.5 30.8 16.8 25.3 22.8
34.3 20.2 30.3
790 1190 531
798 354
532 195 294
572
859 393
591
121 182
93.0 140
70.8 106
47.7 71.7 87.8 132
69.6 105
12.9
15.6
17.8
21.2
10.4
11.9
50.5
45.7
41.7
37.6
41.3
37.9
34.4
30.1
26.1
21.4
24.6
21.8
1220
1050
904
729
650
569
443
380
326
261
213
186
3.59
3.56
3.53
3.49
2.94
2.92
1.66
1.66
1.67
1.67
1.75
1.75
34900
30100
25900
20900
18600
16300
12700
10900
9330
7470
6100
5320
c
LRFD
Shape is slender for compression with Fy = 50 ksi.
φc = 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISC_Part 4A:14th Ed._
2/17/12
9:17 AM
Page 27
STEEL COMPRESSION—MEMBER SELECTION TABLES
4–27
Table 4-2 (continued)
Fy = 50 ksi
Available Strength in
Axial Compression, kips
HP12-HP8
HP-Shapes
HP12 ×
Shape
lb/ft
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
HP10×
53c
63
0
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
22
24
26
28
30
32
34
36
38
40
HP8×
57
42
36
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
ASD
551
526
518
508
497
485
472
459
445
430
414
398
382
365
348
332
298
265
234
203
177
156
138
123
110
99.6
LRFD
828
791
778
763
747
729
710
690
668
646
622
598
574
549
524
498
448
399
351
305
266
234
207
185
166
150
ASD
460
439
432
424
415
405
394
383
371
358
345
332
318
304
290
276
248
221
194
169
147
129
114
102
91.6
82.7
LRFD
691
660
649
637
623
608
592
575
557
538
519
499
478
457
436
415
373
332
292
254
221
194
172
153
138
124
ASD
500
469
459
447
434
420
404
388
372
355
337
319
301
283
265
248
214
182
155
133
116
102
90.5
80.7
72.5
65.4
LRFD
751
706
690
672
652
631
608
584
559
533
506
480
453
426
399
373
322
273
233
201
175
154
136
121
109
98.3
ASD
371
348
340
331
321
310
298
286
273
260
247
233
220
206
193
180
154
131
111
95.9
83.5
73.4
65.0
58.0
52.1
47.0
LRFD
558
523
511
497
482
465
448
430
411
391
371
351
330
310
290
270
232
196
167
144
126
110
97.7
87.2
78.2
70.6
ASD
317
287
277
266
254
241
227
213
199
184
170
156
143
129
117
105
86.9
73.0
62.2
53.7
46.7
41.1
LRFD
477
432
416
400
381
362
341
320
299
277
256
235
214
194
175
158
131
110
93.5
80.7
70.3
61.8
177
28.3
597
89.8
8.65
34.8
16.7
294
101
2.45
1.71
8410
2890
78.2
13.8
158
33.0
117
20.8
237
49.6
12.3
28.3
12.4
210
71.7
2.41
1.71
6010
2050
83.8
14.8
241
37.1
Properties
Pwo , kips
Pwi , kips/in.
Pwb , kips
Pfb , kips
Lp , ft
Lr , ft
Ag , in.2
Ix , in.4
Iy , in.4
ry , in.
rx /ry
Pex (KL) 2/104, k-in.2
Pey (KL) 2/104, k-in.2
ASD
Ωc = 1.67
107
17.2
243
49.6
161
25.8
365
74.6
14.4
34.0
18.4
472
153
2.88
1.76
13500
4380
LRFD
φc = 0.90
81.9
14.5
147
35.4
123
21.8
221
53.2
16.6
31.1
15.5
393
127
2.86
1.76
11200
3630
118
18.8
397
59.7
Shape is slender for compression with Fy = 50 ksi.
Note: Heavy line indicates KL /ry equal to or greater than 200.
c
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
126
22.3
363
55.7
6.90
27.3
10.6
119
40.3
1.95
1.72
3410
1150
AISC_Part 4A:14th Ed.
2/23/11
10:03 AM
Page 28
4–28
DESIGN OF COMPRESSION MEMBERS
Table 4-3
Available Strength in
Axial Compression, kips
Rectangular HSS
HSS20-HSS16
HSS20× 12×
Shape
t design, in.
lb/ft
HSS16× 12×
5/8
1/2 c
3/8 c
5/16c
5/8
0.581
127
0.465
103
0.349
78.5
0.291
65.9
0.581
110
1/2
0.465
89.7
Pn /Ωc φc Pn
Pn /Ωc φc Pn Pn /Ωc
φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
0
ASD
964
LRFD
1450
ASD
740
LRFD
1110
ASD
495
LRFD
743
ASD
375
LRFD
563
ASD
835
LRFD
1250
ASD
678
LRFD
1020
6
7
8
9
10
950
945
940
933
926
1430
1420
1410
1400
1390
732
730
726
723
719
1100
1100
1090
1090
1080
490
488
487
484
482
737
734
731
728
725
372
372
370
369
368
560
558
557
555
553
822
818
812
807
800
1240
1230
1220
1210
1200
668
664
660
655
650
1000
998
992
985
978
11
12
13
14
15
919
910
901
892
881
1380
1370
1350
1340
1320
714
709
704
698
692
1070
1070
1060
1050
1040
480
477
474
470
467
721
717
712
707
702
367
365
363
361
360
551
549
546
543
540
793
786
777
769
759
1190
1180
1170
1160
1140
645
639
632
625
618
969
960
950
940
929
16
17
18
19
20
871
859
847
835
822
1310
1290
1270
1250
1240
685
678
671
663
655
1030
1020
1010
997
985
463
459
455
451
446
696
690
684
677
670
357
355
353
350
347
537
534
530
526
522
749
739
728
717
705
1130
1110
1090
1080
1060
610
602
593
584
575
917
905
892
878
864
21
22
23
24
25
809
795
781
766
752
1220
1190
1170
1150
1130
647
638
629
619
610
972
959
945
931
916
441
436
431
425
420
663
656
648
639
631
345
342
338
335
331
518
513
509
504
497
693
681
668
655
642
1040
1020
1000
985
965
565
556
545
535
524
850
835
820
804
788
26
27
28
29
30
32
34
36
38
40
736
721
705
690
673
641
608
575
542
510
1110
1080
1060
1040
1010
963
914
864
815
766
599
587
575
562
549
523
497
471
444
418
901
882
864
845
826
787
747
708
668
629
414
408
402
395
389
375
361
346
330
314
622
613
604
594
584
563
542
519
496
472
327
322
318
313
309
299
289
278
267
255
491
485
478
471
464
449
434
418
401
384
628
614
600
586
572
543
513
484
455
426
944
923
902
881
859
816
772
727
684
640
514
503
491
480
468
445
422
398
375
352
772
755
738
721
704
669
634
599
563
528
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
Fy = 46 ksi
Properties
Ag , in.2
Ix , in.4
Iy , in.4
ry , in.
rx /ry
ASD
Ωc = 1.67
35.0
1880
851
4.93
1.49
LRFD
28.3
1550
705
4.99
1.48
c
21.5
1200
547
5.04
1.48
18.1
1010
464
5.07
1.48
Shape is slender for compression with Fy = 46 ksi.
φc = 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
30.3
1090
700
4.80
1.25
24.6
904
581
4.86
1.25
AISC_Part 4A:14th Ed.
2/23/11
10:04 AM
Page 29
4–29
STEEL COMPRESSION—MEMBER SELECTION TABLES
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
Fy = 46 ksi
Rectangular HSS
HSS16× 12×
Shape
t design, in.
lb/ft
HSS16× 8×
3/8 c
5/16c
5/8
1/2
3/8 c
5/16c
0.349
68.3
0.291
57.4
0.581
93.3
0.465
76.1
0.349
58.1
0.291
48.9
Pn /Ωc φc Pn
Pn /Ωc φc Pn Pn /Ωc
φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
0
ASD
479
LRFD
720
ASD
364
LRFD
547
ASD
708
LRFD
1060
ASD
576
LRFD
865
ASD
405
LRFD
609
ASD
310
LRFD
466
6
7
8
9
10
474
472
470
468
465
712
710
706
703
699
361
360
359
358
356
543
541
540
537
535
685
677
668
658
647
1030
1020
1000
989
972
558
551
544
536
527
838
829
818
806
792
396
393
389
385
380
595
590
585
579
572
304
302
299
297
294
457
454
450
446
441
11
12
13
14
15
462
459
455
451
447
694
689
684
678
672
354
353
351
348
346
533
530
527
524
520
634
621
607
593
577
954
934
913
891
868
518
507
496
485
472
778
762
746
728
710
375
370
364
358
351
564
556
547
537
527
290
286
282
278
273
436
430
424
418
411
16
17
18
19
20
443
438
433
428
423
665
658
651
644
635
344
341
338
335
332
516
512
508
504
499
561
545
528
510
493
844
819
793
767
741
460
447
433
419
405
691
671
651
630
609
344
336
328
320
311
516
505
493
480
467
268
263
258
252
246
403
395
387
378
369
21
22
23
24
25
417
411
405
399
393
627
618
609
600
590
329
325
321
316
312
494
489
482
475
468
475
457
438
420
402
714
686
659
631
604
391
376
362
347
332
587
565
544
522
500
302
292
281
270
259
453
438
422
405
389
239
233
226
219
212
360
350
340
329
319
26
27
28
29
30
32
34
36
38
40
386
379
372
365
357
341
324
306
288
271
580
570
559
548
537
513
487
460
433
407
307
302
297
292
286
275
264
252
239
227
461
454
446
438
430
414
396
378
360
341
384
366
348
330
313
280
248
221
199
179
577
550
523
497
471
421
373
333
299
269
318
303
289
275
261
234
208
186
167
150
478
456
434
413
392
352
313
279
250
226
248
237
226
215
205
184
164
146
131
119
372
356
339
323
307
277
247
220
197
178
205
197
189
181
173
156
140
125
112
101
307
296
284
273
260
235
210
188
168
152
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
HSS16
Properties
Ag , in.2
Ix , in.4
Iy , in.4
ry , in.
rx /ry
ASD
Ωc = 1.67
18.7
702
452
4.91
1.25
LRFD
15.7
595
384
4.94
1.24
c
25.7
815
274
3.27
1.72
20.9
679
230
3.32
1.72
Shape is slender for compression with Fy = 46 ksi.
φc = 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
16.0
531
181
3.37
1.71
13.4
451
155
3.40
1.71
AISC_Part 4A:14th Ed.
2/23/11
10:04 AM
Page 30
4–30
DESIGN OF COMPRESSION MEMBERS
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
Rectangular HSS
HSS16-HSS14
HSS16× 8×
Shape
t design, in.
lb/ft
HSS14× 10×
1/4c
5/8
1/2
3/8 c
5/16c
1/4c
0.233
39.4
0.581
93.3
0.465
76.1
0.349
58.1
0.291
48.9
0.233
39.4
Pn /Ωc φc Pn
Pn /Ωc φc Pn Pn /Ωc
φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
224
337
708
1060
576
865
432
649
336
505
237
356
6
7
8
9
10
220
219
217
216
214
331
329
327
324
321
692
687
681
674
666
1040
1030
1020
1010
1000
564
559
554
549
543
847
840
833
825
815
425
422
419
416
412
639
635
630
625
620
331
329
327
325
322
497
495
492
488
484
235
234
233
232
230
353
351
350
348
346
11
12
13
14
15
211
209
206
203
200
318
314
310
306
301
657
648
638
628
617
988
974
960
944
927
536
529
521
512
504
805
794
783
770
757
408
404
399
393
387
613
607
599
591
581
319
316
313
309
305
480
475
470
464
459
229
227
226
224
222
344
342
339
336
333
16
17
18
19
20
197
194
190
187
183
297
291
286
281
275
605
593
581
568
554
910
892
873
853
833
495
485
475
465
454
743
729
714
698
682
380
373
365
358
350
571
560
549
537
525
301
297
292
287
282
452
446
439
431
424
219
217
215
212
209
330
326
323
319
315
21
22
23
24
25
179
175
170
166
161
269
262
256
249
242
541
527
512
498
483
812
791
770
748
726
443
432
421
409
397
666
649
632
615
597
341
333
324
316
307
513
500
488
475
461
277
271
266
260
254
416
408
399
390
381
206
203
200
196
192
310
306
301
295
289
26
27
28
29
30
32
34
36
38
40
156
151
146
141
136
125
113
102
91.3
82.4
235
227
220
212
204
187
171
153
137
124
468
453
438
423
408
378
349
320
293
266
704
681
659
636
614
569
525
482
440
399
385
374
362
349
337
314
290
267
244
223
579
561
543
525
507
471
436
401
367
334
298
289
280
271
262
244
226
208
191
174
448
434
421
407
393
366
339
313
287
262
248
241
235
228
221
206
191
176
162
148
372
362
353
343
332
309
287
265
243
223
188
184
179
175
170
161
151
141
131
120
282
276
269
263
256
242
227
212
196
181
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
Fy = 46 ksi
Properties
Ag , in.2
Ix , in.4
Iy , in.4
ry , in.
rx /ry
ASD
Ωc = 1.67
10.8
368
127
3.42
1.70
LRFD
25.7
687
407
3.98
1.30
c
20.9
573
341
4.04
1.29
16.0
447
267
4.09
1.29
Shape is slender for compression with Fy = 46 ksi.
φc = 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
13.4
380
227
4.12
1.29
10.8
310
186
4.14
1.29
AISC_Part 4A:14th Ed.
2/23/11
10:04 AM
Page 31
4–31
STEEL COMPRESSION—MEMBER SELECTION TABLES
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
Fy = 46 ksi
Rectangular HSS
HSS12× 10×
Shape
t design, in.
lb/ft
HSS12× 8×
1/2
3/8
5/16c
1/4c
5/8
0.465
69.3
0.349
53.0
0.291
44.6
0.233
36.0
0.581
76.3
1/2
0.465
62.5
Pn /Ωc φc Pn
Pn /Ωc φc Pn Pn /Ωc
φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
0
ASD
523
LRFD
787
ASD
402
LRFD
604
ASD
327
LRFD
491
ASD
234
LRFD
351
ASD
578
LRFD
869
ASD
474
LRFD
712
6
7
8
9
10
512
508
503
498
492
769
763
756
748
739
394
390
387
383
379
591
587
582
576
569
321
319
317
314
311
482
479
476
472
468
231
230
229
228
226
347
346
344
342
340
559
552
544
535
525
840
829
817
804
789
458
452
446
439
431
688
680
671
660
648
11
12
13
14
15
486
479
471
464
455
730
720
709
697
685
374
369
363
357
351
562
554
546
537
528
308
305
301
297
293
463
458
452
446
440
225
223
221
219
216
337
335
332
329
325
514
503
491
478
465
773
756
738
719
699
423
414
404
394
383
636
622
607
592
576
16
17
18
19
20
447
438
428
419
409
672
658
644
629
614
345
338
331
324
316
518
508
497
486
475
288
283
277
271
265
433
425
417
408
398
214
211
209
206
203
322
318
314
309
305
451
437
422
408
392
678
657
635
613
590
372
361
349
337
325
560
543
525
507
489
21
22
23
24
25
399
388
377
367
356
599
583
567
551
535
308
300
292
284
276
463
452
439
427
415
259
252
246
239
232
389
379
369
359
349
199
196
192
187
183
300
294
288
282
275
377
362
346
331
315
567
544
520
497
474
313
301
288
276
263
470
452
433
414
396
26
27
28
29
30
32
34
36
38
40
345
334
322
311
300
278
256
235
214
194
518
501
485
468
451
418
385
353
322
292
268
259
251
242
234
217
200
184
169
153
402
390
377
364
351
326
301
277
253
230
225
218
211
204
197
183
169
156
143
130
338
328
317
307
296
275
254
234
214
195
179
174
169
164
159
149
139
128
117
107
268
261
254
247
240
224
208
192
176
161
300
285
270
256
242
214
189
169
152
137
451
429
406
385
363
321
285
254
228
206
251
239
227
215
203
181
160
143
128
116
377
359
341
323
306
272
241
215
193
174
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
HSS12
Properties
Ag , in.2
Ix , in.4
Iy , in.4
ry , in.
rx /ry
ASD
Ωc = 1.67
19.0
395
298
3.96
1.15
LRFD
14.6
310
234
4.01
1.15
c
12.2
264
200
4.04
1.15
9.90
216
164
4.07
1.15
Shape is slender for compression with Fy = 46 ksi.
φc = 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
21.0
397
210
3.16
1.37
17.2
333
178
3.21
1.37
AISC_Part 4A:14th Ed.
2/23/11
10:04 AM
Page 32
4–32
DESIGN OF COMPRESSION MEMBERS
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
Rectangular HSS
HSS12
HSS12× 8×
Shape
t design, in.
lb/ft
HSS12× 6×
3/8
5 /16c
1/4c
3/16c
5/8
0.349
47.9
0.291
40.4
0.233
32.6
0.174
24.7
0.581
67.8
1/2
0.465
55.7
Pn /Ωc φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
Fy = 46 ksi
Pn /Ωc φc Pn Pn /Ωc
φc Pn
0
ASD
364
LRFD ASD
546 296
LRFD ASD
445 218
LRFD ASD LRFD ASD
327
136
204
515
LRFD ASD LRFD
774 421
633
6
7
8
9
10
352
348
343
338
332
529
523
516
508
499
289
286
283
280
276
434
430
425
420
415
213
211
209
207
204
320
317
314
311
307
134
133
132
131
130
201
200
199
197
196
485
474
462
449
435
728
712
695
675
653
397
389
380
369
358
597
585
571
555
538
11
12
13
14
15
326
319
312
304
297
490
480
469
458
446
272
267
262
257
250
408
401
394
386
376
202
199
195
192
188
303
298
294
288
283
129
128
127
125
124
194
192
190
188
186
420
403
387
369
352
631
606
581
555
529
346
333
320
306
292
520
501
481
460
439
16
17
18
19
20
288
280
271
262
253
433
421
407
394
380
243
236
229
221
214
365
355
344
333
321
184
180
176
172
167
277
271
265
258
251
122
120
118
116
114
183
180
177
174
171
334
316
297
279
261
502
474
447
420
393
278
263
249
234
220
418
396
374
352
330
21
22
23
24
25
244
235
225
216
206
367
352
338
324
310
206
198
190
183
175
310
298
286
274
263
162
157
152
147
141
244
236
228
220
212
111
109
106
103
100
167
164
160
156
151
244
227
210
194
178
366
341
316
291
268
206
192
178
165
152
309
288
268
248
229
26
27
28
29
30
32
34
36
38
40
197
188
179
170
161
144
127
114
102
92.1
296
282
269
255
242
216
192
171
153
138
167
159
152
144
137
122
108
96.8
86.8
78.4
251
239
228
217
205
184
163
145
131
118
136
130
124
118
112
100
89.2
79.5
71.4
64.4
204
195
186
177
168
151
134
120
107
96.8
97.0
93.6
90.2
86.7
83.2
75.9
68.5
61.1
54.8
49.5
146
141
136
130
125
114
103
91.8
82.4
74.4
165
153
142
133
124
109
96.4
86.0
77.2
248
230
214
199
186
164
145
129
116
141
130
121
113
106
92.9
82.2
73.4
65.8
59.4
211
196
182
170
159
140
124
110
99.0
89.3
Properties
Ag , in.2
Ix , in.4
Iy , in.4
ry , in.
rx /ry
ASD
Ωc = 1.67
13.2
262
140
3.27
1.37
LRFD
φc = 0.90
11.1
224
120
3.29
1.37
8.96
184
98.8
3.32
1.36
6.76
140
75.7
3.35
1.36
18.7
321
107
2.39
1.73
Shape is slender for compression with Fy = 46 ksi.
Note: Heavy line indicates KL /ry equal to or greater than 200.
c
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
15.3
271
91.1
2.44
1.73
AISC_Part 4A:14th Ed.
2/23/11
10:04 AM
Page 33
4–33
STEEL COMPRESSION—MEMBER SELECTION TABLES
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
Fy = 46 ksi
Rectangular HSS
HSS12× 6×
Shape
t design, in.
lb/ft
HSS10× 8×
3/8
5/16c
1/4c
3/16c
5/8
0.349
42.8
0.291
36.1
0.233
29.2
0.174
22.2
0.581
67.8
1/2
0.465
55.7
Pn /Ωc φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
HSS12-HSS10
Pn /Ωc φc Pn Pn /Ωc
φc Pn
0
ASD
325
LRFD ASD
489
264
LRFD ASD
396
192
LRFD ASD LRFD
288
126
189
ASD
515
LRFD ASD
774 421
LRFD
633
6
7
8
9
10
307
301
294
286
278
462
453
442
430
418
253
249
244
239
234
380
374
367
360
352
185
183
180
177
173
278
274
270
265
260
122
120
119
117
115
183
181
179
176
173
497
490
483
474
465
746
737
726
713
699
407
402
396
389
382
611
604
595
585
574
11
12
13
14
15
269
260
250
239
229
404
390
375
360
344
227
219
211
203
194
341
330
317
305
291
169
165
160
156
150
254
248
241
234
226
113
111
108
105
103
170
166
162
158
154
456
445
434
422
410
685
669
652
635
616
374
366
357
348
338
562
550
537
522
508
16
17
18
19
20
218
207
196
185
174
327
311
294
278
262
185
176
167
158
148
278
264
251
237
223
145
139
133
127
121
218
209
200
191
182
99.5
96.3
92.9
89.4
85.8
150
145
140
134
129
397
384
371
357
343
597
577
557
537
516
328
317
307
296
284
493
477
461
444
428
21
22
23
24
25
163
153
142
132
122
245
229
214
199
184
139
131
122
113
105
210
196
183
171
158
114
107
100
93.1
86.5
171
161
150
140
130
82.1
78.2
74.2
70.1
66.0
123
118
112
105
99.2
329
315
301
287
273
495
474
453
432
411
273
262
251
239
228
411
394
377
360
343
26
27
28
29
30
32
34
36
38
40
113
105
97.4
90.8
84.9
74.6
66.1
58.9
52.9
47.7
170
157
146
136
128
112
99.3
88.6
79.5
71.7
97.3
90.2
83.9
78.2
73.1
64.2
56.9
50.7
45.5
41.1
146
136
126
118
110
96.5
85.5
76.3
68.4
61.8
80.0 120
74.2 111
69.0 104
64.3 96.6
60.1 90.3
52.8 79.4
46.8 70.3
41.7 62.7
37.4 56.3
33.8 50.8
61.7
57.3
53.3
49.7
46.4
40.8
36.1
32.2
28.9
26.1
92.8
86.1
80.1
74.7
69.8
61.3
54.3
48.5
43.5
39.2
259
246
233
219
207
182
161
144
129
116
390
370
349
330
311
274
242
216
194
175
217
206
195
184
174
154
136
121
109
98.4
326
309
293
277
262
231
205
183
164
148
Properties
Ag , in.2
Ix , in.4
Iy , in.4
ry , in.
rx /ry
ASD
Ωc = 1.67
11.8
215
72.9
2.49
1.72
LRFD
9.92
184
62.8
2.52
1.71
c
8.03
151
51.9
2.54
1.71
6.06
116
40.0
2.57
1.70
Shape is slender for compression with Fy = 46 ksi.
φc = 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
18.7
253
178
3.09
1.19
15.3
214
151
3.14
1.19
AISC_Part 4A:14th Ed.
2/23/11
10:04 AM
Page 34
4–34
DESIGN OF COMPRESSION MEMBERS
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
Rectangular HSS
HSS10
HSS10× 8×
Shape
t design, in.
lb/ft
HSS10× 6×
3/8
5/16
1/4c
3/16c
0.349
42.8
0.291
36.1
0.233
29.2
0.174
22.2
5/8
0.581
59.3
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
0
ASD
325
LRFD
489
ASD
273
LRFD
411
ASD
212
LRFD
318
ASD
133
LRFD
200
ASD
452
LRFD
679
6
7
8
9
10
314
310
306
301
296
472
466
460
452
444
264
261
257
253
249
397
392
387
381
374
206
204
202
199
197
310
307
303
300
295
131
130
129
128
127
197
196
194
193
191
424
414
403
391
378
637
623
606
588
569
11
12
13
14
15
290
283
277
270
262
435
426
416
405
394
244
239
233
228
221
367
359
351
342
333
194
190
187
183
179
291
286
280
275
269
126
124
123
121
119
189
187
185
182
179
365
350
335
319
303
548
526
504
480
456
16
17
18
19
20
255
247
239
231
222
383
371
359
346
334
215
209
202
195
188
323
314
303
293
283
174
170
164
159
153
262
255
247
239
230
117
115
113
111
108
176
173
170
166
162
287
271
255
239
223
432
407
383
359
335
21
22
23
24
25
214
205
196
188
179
321
308
295
282
269
181
174
167
160
152
272
261
251
240
229
148
142
136
130
125
222
213
205
196
187
105
103
99.4
95.9
92.4
158
154
149
144
139
207
192
177
163
150
311
288
266
245
225
26
27
28
29
30
32
34
36
38
40
171
162
154
146
138
122
108
96.7
86.8
78.3
257
244
232
219
207
184
163
145
130
118
145
138
131
125
118
105
92.9
82.8
74.3
67.1
218
208
197
187
177
158
140
125
112
101
119
113
108
102
96.9
86.5
76.6
68.3
61.3
55.3
179
170
162
154
146
130
115
103
92.1
83.2
88.9
85.2
81.5
77.8
74.0
66.4
58.9
52.5
47.1
42.5
134
128
123
117
111
99.8
88.5
78.9
70.8
63.9
139
129
120
111
104
91.5
81.1
72.3
64.9
208
193
180
168
157
138
122
109
97.6
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
Fy = 46 ksi
Properties
Ag , in.2
Ix , in.4
Iy , in.4
ry , in.
rx /ry
ASD
Ωc = 1.67
11.8
169
120
3.19
1.19
LRFD
9.92
145
103
3.22
1.19
8.03
119
84.7
3.25
1.18
Shape is slender for compression with Fy = 46 ksi.
Note: Heavy line indicates KL /ry equal to or greater than 200.
c
φc = 0.90
6.06
91.4
65.1
3.28
1.18
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
16.4
201
89.4
2.34
1.50
AISC_Part 4A:14th Ed.
2/23/11
10:04 AM
Page 35
4–35
STEEL COMPRESSION—MEMBER SELECTION TABLES
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
Fy = 46 ksi
Rectangular HSS
HSS10× 6×
Shape
t design, in.
lb/ft
1/2
3/8
5/16
1/4c
3/16c
0.465
48.9
0.349
37.7
0.291
31.8
0.233
25.8
0.174
19.6
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
0
ASD
372
LRFD
559
ASD
286
LRFD
431
ASD
241
LRFD
363
ASD
186
LRFD
279
ASD
123
LRFD
185
6
7
8
9
10
350
342
334
324
314
526
514
501
487
472
270
265
258
251
243
406
398
388
377
366
228
223
218
212
206
343
336
328
319
309
178
175
172
168
164
268
263
259
253
247
119
117
116
114
111
179
176
174
171
167
11
12
13
14
15
303
291
279
267
254
455
438
420
401
382
235
227
218
208
199
354
341
327
313
299
199
192
185
177
169
299
289
277
266
254
160
155
150
144
138
241
234
226
216
207
109
106
103
100
97.0
164
160
155
151
146
16
17
18
19
20
241
228
215
202
189
362
342
323
303
284
189
179
169
159
149
284
269
254
239
225
161
152
144
136
128
242
229
217
204
192
131
125
118
111
105
197
187
177
167
157
93.5
90.0
86.2
82.4
78.4
141
135
130
124
118
21
22
23
24
25
176
164
152
140
129
265
246
228
210
194
140
130
121
112
103
210
196
182
169
155
120
112
104
96.7
89.3
180
168
157
145
134
98.2
91.8
85.6
79.5
73.5
148
138
129
120
110
74.3
70.1
65.8
61.4
57.0
112
105
98.9
92.3
85.6
26
27
28
29
30
32
34
36
38
40
119
110
103
95.7
89.4
78.6
69.6
62.1
55.7
179
166
154
144
134
118
105
93.3
83.8
95.6
88.7
82.4
76.8
71.8
63.1
55.9
49.9
44.8
40.4
144
133
124
116
108
94.9
84.0
75.0
67.3
60.7
82.5
76.5
71.2
66.3
62.0
54.5
48.3
43.0
38.6
34.9
124
115
107
99.7
93.2
81.9
72.5
64.7
58.1
52.4
68.0
63.0
58.6
54.6
51.1
44.9
39.7
35.5
31.8
28.7
102
94.7
88.1
82.1
76.7
67.4
59.7
53.3
47.8
43.2
52.7
48.8
45.4
42.3
39.6
34.8
30.8
27.5
24.7
22.2
79.1
73.4
68.2
63.6
59.4
52.2
46.3
41.3
37.0
33.4
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
HSS10
Properties
Ag , in.2
Ix , in.4
Iy , in.4
ry , in.
rx /ry
ASD
Ωc = 1.67
13.5
171
76.8
2.39
1.49
LRFD
10.4
137
61.8
2.44
1.49
8.76
118
53.3
2.47
1.48
Shape is slender for compression with Fy = 46 ksi.
Note: Heavy line indicates KL /ry equal to or greater than 200.
c
φc = 0.90
7.10
96.9
44.1
2.49
1.48
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
5.37
74.6
34.1
2.52
1.48
AISC_Part 4A:14th Ed.
2/23/11
10:04 AM
Page 36
4–36
DESIGN OF COMPRESSION MEMBERS
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
Rectangular HSS
HSS10-HSS9
HSS10× 5×
Shape
t design, in.
lb/ft
HSS9× 7×
3/8
5/16
1/4c
3/16c
0.349
35.1
0.291
29.7
0.233
24.1
0.174
18.4
5/8
0.581
59.3
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
266
400
225
338
173
260
114
171
452
679
6
7
8
9
10
245
238
230
221
212
368
358
345
332
318
207
201
195
187
180
312
303
293
282
270
163
159
155
151
146
245
240
233
227
219
108
106
104
102
98.7
163
160
156
153
148
430
423
414
405
395
647
636
623
609
593
11
12
13
14
15
202
191
180
170
159
303
287
271
255
238
171
163
154
144
135
257
244
231
217
203
140
133
126
119
111
210
200
189
178
167
95.7
92.4
88.9
85.1
81.2
144
139
134
128
122
384
372
360
347
334
577
559
541
521
501
16
17
18
19
20
148
137
126
116
106
222
206
190
174
159
126
117
108
99.5
91.1
190
176
163
150
137
104
96.8
89.6
82.6
75.9
156
145
135
124
114
77.0
72.7
68.2
63.6
58.8
116
109
103
95.5
88.4
320
306
292
278
263
481
460
439
417
396
21
22
23
24
25
96.2
87.6
80.2
73.6
67.9
145
132
121
111
102
82.9
75.5
69.1
63.4
58.5
125
113
104
95.3
87.9
69.2
63.1
57.7
53.0
48.8
104
94.8
86.7
79.6
73.4
53.9
49.1
44.9
41.3
38.0
81.0
73.8
67.5
62.0
57.2
249
235
221
208
194
375
353
333
312
292
26
27
28
29
30
32
34
36
38
40
62.7
58.2
54.1
50.4
47.1
41.4
36.7
94.3
87.5
81.3
75.8
70.8
62.3
55.2
54.1
50.1
46.6
43.4
40.6
35.7
31.6
81.2
75.3
70.1
65.3
61.0
53.6
47.5
45.1
41.9
38.9
36.3
33.9
29.8
26.4
67.9
62.9
58.5
54.5
51.0
44.8
39.7
35.2
32.6
30.3
28.3
26.4
23.2
20.6
52.9
49.0
45.6
42.5
39.7
34.9
30.9
182
169
157
146
137
120
106
94.9
85.1
76.8
273
253
236
220
205
180
160
143
128
115
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
Fy = 46 ksi
Properties
Ag , in.2
Ix , in.4
Iy , in.4
ry , in.
rx /ry
ASD
Ωc = 1.67
9.67
120
40.6
2.05
1.72
LRFD
8.17
104
35.2
2.07
1.72
6.63
85.8
29.3
2.10
1.71
Shape is slender for compression with Fy = 46 ksi.
Note: Heavy line indicates KL /ry equal to or greater than 200.
c
φc = 0.90
5.02
66.2
22.7
2.13
1.70
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
16.4
174
117
2.68
1.22
AISC_Part 4A:14th Ed.
2/23/11
10:04 AM
Page 37
4–37
STEEL COMPRESSION—MEMBER SELECTION TABLES
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
Fy = 46 ksi
Rectangular HSS
HSS9× 7×
Shape
t design, in.
lb/ft
1/2
3/8
5/16
1/4 c
3/16c
0.465
48.9
0.349
37.7
0.291
31.8
0.233
25.8
0.174
19.6
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
0
ASD
372
LRFD
559
ASD
286
LRFD
431
ASD
241
LRFD
363
ASD
195
LRFD
293
ASD
129
LRFD
194
6
7
8
9
10
355
349
342
335
327
533
524
514
503
491
274
269
264
259
253
412
405
397
389
380
231
227
223
218
213
347
342
335
328
321
187
184
181
177
173
282
277
272
267
261
126
125
123
122
120
189
188
186
183
181
11
12
13
14
15
318
308
299
288
278
478
464
449
433
417
246
239
232
224
216
370
359
348
337
325
208
202
196
190
183
313
304
295
285
275
169
165
160
155
149
254
247
240
232
224
118
116
113
110
108
178
174
170
166
162
16
17
18
19
20
267
255
244
233
221
401
384
367
350
332
208
199
191
182
174
312
300
287
274
261
176
169
162
155
148
265
254
244
233
222
144
138
133
127
121
216
208
199
191
182
104
101
97.8
94.3
90.7
157
152
147
142
136
21
22
23
24
25
210
198
187
176
165
315
298
281
264
248
165
156
148
139
131
248
235
222
209
197
140
133
126
119
112
211
200
190
179
168
115
109
104
97.9
92.3
173
164
156
147
139
86.9
83.1
79.2
75.1
70.9
131
125
119
113
107
26
27
28
29
30
32
34
36
38
40
154
144
134
125
117
103
90.8
81.0
72.7
65.6
232
217
201
188
175
154
137
122
109
98.7
123
115
107
99.8
93.2
81.9
72.6
64.7
58.1
52.4
185
173
161
150
140
123
109
97.3
87.3
78.8
105
98.7
92.1
85.8
80.2
70.5
62.5
55.7
50.0
45.1
158
148
138
129
121
106
93.9
83.7
75.1
67.8
86.8
81.5
76.2
71.1
66.4
58.4
51.7
46.1
41.4
37.4
131
122
115
107
99.8
87.7
77.7
69.3
62.2
56.2
66.8
62.8
58.8
54.9
51.3
45.1
39.9
35.6
32.0
28.9
100
94.3
88.4
82.5
77.1
67.8
60.0
53.5
48.1
43.4
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
HSS9
Properties
Ag , in.2
Ix , in.4
Iy , in.4
ry , in.
rx /ry
ASD
Ωc = 1.67
13.5
149
100
2.73
1.22
LRFD
10.4
119
80.4
2.78
1.22
c
8.76
102
69.2
2.81
1.21
7.10
84.1
57.2
2.84
1.21
Shape is slender for compression with Fy = 46 ksi.
φc = 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
5.37
64.7
44.1
2.87
1.21
AISC_Part 4A:14th Ed.
2/23/11
10:04 AM
Page 38
4–38
DESIGN OF COMPRESSION MEMBERS
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
Rectangular HSS
HSS9
HSS9× 5×
Shape
t design, in.
lb/ft
5/8
1/2
3/8
5/16
1/4c
3/16c
0.581
50.8
0.465
42.1
0.349
32.6
0.291
27.6
0.233
22.4
0.174
17.1
Pn /Ωc φc Pn
Pn /Ωc φc Pn Pn /Ωc
φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
386
580
320
480
247
371
209
314
169
254
112
168
6
7
8
9
10
351
339
326
312
297
527
510
490
468
446
292
283
272
261
249
439
425
409
392
374
227
220
213
204
195
341
331
319
307
294
192
187
180
173
166
289
281
271
261
250
157
152
147
142
136
236
229
221
213
204
106
104
102
98.8
95.8
159
156
153
149
144
11
12
13
14
15
281
264
247
230
214
422
397
372
346
321
236
223
210
196
182
355
335
315
294
274
186
176
166
156
146
279
265
250
234
219
158
150
142
133
124
238
225
213
200
187
130
123
116
110
103
195
185
175
165
154
92.6
89.0
85.2
81.2
77.0
139
134
128
122
116
16
17
18
19
20
197
180
165
149
135
296
271
247
224
202
169
155
142
130
117
253
233
214
195
177
135
125
115
106
96.5
203
188
173
159
145
116
107
99.1
91.0
83.2
174
161
149
137
125
95.8
89.0
82.3
75.7
69.4
144
134
124
114
104
72.6 109
68.1 102
63.1 94.9
58.2 87.5
53.4 80.3
21
22
23
24
25
122
111
102
93.5
86.2
184
167
153
141
130
107
97.1
88.8
81.6
75.2
160
146
134
123
113
87.5
79.7
72.9
67.0
61.7
131
120
110
101
92.8
75.5 113
68.8 103
62.9 94.6
57.8 86.9
53.3 80.1
63.2
57.6
52.7
48.4
44.6
95.0
86.5
79.2
72.7
67.0
48.7
44.4
40.6
37.3
34.4
73.3
66.8
61.1
56.1
51.7
26
27
28
29
30
79.7 120
73.9 111
68.7 103
64.1 96.3
59.9 90.0
69.5 104
64.5 96.9
59.9 90.1
55.9 84.0
52.2 78.5
57.1
52.9
49.2
45.9
42.9
85.8
79.5
74.0
69.0
64.4
49.3
45.7
42.5
39.6
37.0
74.0
68.6
63.8
59.5
55.6
41.2
38.2
35.5
33.1
31.0
62.0
57.4
53.4
49.8
46.5
31.8
29.5
27.4
25.6
23.9
47.8
44.3
41.2
38.4
35.9
32
34
52.6
45.9
37.7
56.6
32.5
28.8
48.9
43.3
27.2
24.1
40.9
36.2
21.0
18.6
31.6
27.9
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
Fy = 46 ksi
79.1
69.0
Properties
Ag , in.2
Ix , in.4
Iy , in.4
ry , in.
rx /ry
ASD
Ωc = 1.67
14.0
133
52.0
1.92
1.60
LRFD
φc = 0.90
11.6
115
45.2
1.97
1.59
8.97
92.5
36.8
2.03
1.58
7.59
79.8
32.0
2.05
1.58
6.17
66.1
26.6
2.08
1.57
Shape is slender for compression with Fy = 46 ksi.
Note: Heavy line indicates KL /ry equal to or greater than 200.
c
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
4.67
51.1
20.7
2.10
1.58
AISC_Part 4A:14th Ed.
2/23/11
10:04 AM
Page 39
4–39
STEEL COMPRESSION—MEMBER SELECTION TABLES
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
Fy = 46 ksi
Rectangular HSS
HSS8× 6×
Shape
t design, in.
lb/ft
5/8
1/2
0.581
50.8
0.465
42.1
3/8
0.349
32.6
5/16
0.291
27.6
1/4
0.233
22.4
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
0
ASD
386
LRFD
580
ASD
320
LRFD
480
ASD
247
LRFD
371
ASD
209
LRFD
314
ASD
170
LRFD
255
6
7
8
9
10
360
352
342
331
320
542
529
514
498
480
299
293
285
276
267
450
440
428
415
401
232
227
221
215
208
349
342
333
323
313
197
193
188
182
177
296
289
282
274
266
160
157
153
149
144
241
236
230
224
217
11
12
13
14
15
307
294
281
267
253
462
442
422
401
380
257
247
236
225
213
386
371
354
337
320
201
193
185
177
168
302
290
278
266
253
171
164
157
150
143
256
247
236
226
215
139
134
129
123
117
209
202
194
185
177
16
17
18
19
20
238
224
210
196
182
358
337
315
294
273
202
190
178
167
156
303
285
268
251
234
159
151
142
133
125
240
227
213
200
187
136
129
121
114
107
204
193
182
171
160
112
106
99.9
94.0
88.2
168
159
150
141
133
21
22
23
24
25
168
155
142
131
120
253
233
214
196
181
144
134
123
113
104
217
201
185
170
157
116
108
100
92.1
84.9
175
162
150
138
128
99.6
92.6
85.9
79.2
73.0
150
139
129
119
110
82.4
76.8
71.4
66.0
60.8
124
115
107
99.2
91.5
26
27
28
29
30
32
34
36
38
40
111
103
96.0
89.5
83.7
73.5
65.1
58.1
167
155
144
135
126
111
97.9
87.3
96.4
89.4
83.1
77.5
72.4
63.6
56.4
50.3
45.1
145
134
125
116
109
95.7
84.7
75.6
67.8
78.5
72.8
67.6
63.1
58.9
51.8
45.9
40.9
36.7
118
109
102
94.8
88.6
77.8
69.0
61.5
55.2
67.5
62.6
58.2
54.3
50.7
44.6
39.5
35.2
31.6
28.5
101
94.1
87.5
81.6
76.2
67.0
59.3
52.9
47.5
42.9
56.3
52.2
48.5
45.2
42.3
37.1
32.9
29.3
26.3
23.8
84.6
78.4
72.9
68.0
63.5
55.8
49.4
44.1
39.6
35.7
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
HSS8
Properties
Ag , in.2
Ix , in.4
Iy , in.4
ry , in.
rx /ry
ASD
Ωc = 1.67
14.0
114
72.3
2.27
1.26
LRFD
11.6
98.2
62.5
2.32
1.25
8.97
79.1
50.6
2.38
1.25
7.59
68.3
43.8
2.40
1.25
Note: Heavy line indicates KL /ry equal to or greater than 200.
φc = 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
6.17
56.6
36.4
2.43
1.25
AISC_Part 4A:14th Ed.
2/23/11
10:05 AM
Page 40
4–40
DESIGN OF COMPRESSION MEMBERS
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
Rectangular HSS
HSS8
HSS8× 6×
Shape
t design, in.
lb/ft
HSS8× 4×
3/16c
5/8
1/2
0.174
17.1
0.581
42.3
0.465
35.2
3/8
0.349
27.5
5/16
0.291
23.3
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
0
ASD
119
LRFD
180
ASD
322
LRFD
484
ASD
268
LRFD
403
ASD
209
LRFD
314
ASD
177
LRFD
266
6
7
8
9
10
114
113
110
108
105
172
169
166
162
159
277
262
246
228
211
416
393
369
343
317
232
221
208
194
180
349
332
313
292
271
183
174
164
154
144
274
261
247
232
216
155
148
140
132
123
233
223
211
198
185
11
12
13
14
15
103
99.6
96.3
92.9
89.2
154
150
145
140
134
193
175
157
140
124
290
263
236
211
186
166
151
137
123
110
249
227
206
185
165
133
122
111
100
90.1
200
183
167
151
135
114
105
95.6
86.7
78.0
171
157
144
130
117
16
17
18
19
20
85.4
81.0
76.6
72.2
67.8
128
122
115
108
102
109
96.4
85.9
77.1
69.6
163
145
129
116
105
96.6
85.6
76.4
68.5
61.9
145
129
115
103
93.0
80.1
71.0
63.3
56.8
51.3
120
107
95.1
85.4
77.1
69.6
61.7
55.0
49.4
44.6
105
92.7
82.7
74.2
67.0
21
22
23
24
25
63.5
59.3
55.2
51.2
47.2
95.4
89.1
82.9
76.9
70.9
63.1
57.5
52.6
48.3
44.6
94.9
86.5
79.1
72.7
67.0
56.1
51.1
46.8
43.0
39.6
84.3
76.8
70.3
64.6
59.5
46.5
42.4
38.8
35.6
32.8
69.9
63.7
58.3
53.5
49.3
40.4
36.8
33.7
31.0
28.5
60.8
55.4
50.7
46.5
42.9
26
27
28
29
30
32
34
36
38
40
43.6
40.5
37.6
35.1
32.8
28.8
25.5
22.8
20.4
18.4
65.6
60.8
56.6
52.7
49.3
43.3
38.4
34.2
30.7
27.7
36.6
55.0
30.3
45.6
26.4
24.5
39.6
36.8
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
Fy = 46 ksi
Properties
Ag , in.2
Ix , in.4
Iy , in.4
ry , in.
rx /ry
ASD
Ωc = 1.67
4.67
43.7
28.2
2.46
1.24
LRFD
11.7
82.0
26.6
1.51
1.75
9.74
71.8
23.6
1.56
1.74
Shape is slender for compression with Fy = 46 ksi.
Note: Heavy line indicates KL /ry equal to or greater than 200.
c
φc = 0.90
7.58
58.7
19.6
1.61
1.73
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
6.43
51.0
17.2
1.63
1.73
AISC_Part 4A:14th Ed.
2/23/11
10:05 AM
Page 41
4–41
STEEL COMPRESSION—MEMBER SELECTION TABLES
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
Fy = 46 ksi
Rectangular HSS
HSS8× 4×
Shape
t design, in.
lb/ft
HSS7× 5×
1/4
3/16c
1/8 c
1/2
0.233
19.0
0.174
14.5
0.116
9.86
0.465
35.2
3/8
0.349
27.5
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
144
217
100
151
56.0
84.2
268
403
209
314
6
7
8
9
10
127
121
115
109
102
191
183
173
163
153
91.9
88.8
85.4
81.6
77.3
138
134
128
123
116
52.2
50.8
49.3
47.6
45.7
78.4
76.4
74.1
71.5
68.6
244
236
226
216
206
366
354
340
325
309
191
185
178
171
163
287
278
267
256
244
11
12
13
14
15
94.3
87.0
79.7
72.5
65.4
142
131
120
109
98.4
72.7
67.3
61.8
56.4
51.1
109
101
92.9
84.8
76.8
43.6
41.4
39.0
36.5
33.9
65.5
62.2
58.6
54.9
50.9
195
183
171
159
148
292
275
257
240
222
154
146
137
128
119
232
219
206
192
179
16
17
18
19
20
58.7
52.2
46.5
41.8
37.7
88.2
78.4
69.9
62.8
56.6
46.0
41.1
36.6
32.9
29.7
69.2
61.7
55.0
49.4
44.6
31.2
28.4
25.4
22.8
20.6
46.8
42.6
38.2
34.3
31.0
136
125
113
103
92.7
204
187
171
154
139
110
101
93.0
84.8
76.8
166
153
140
127
115
21
22
23
24
25
34.2
31.1
28.5
26.2
24.1
51.4
46.8
42.8
39.3
36.2
26.9
24.5
22.4
20.6
19.0
40.4
36.8
33.7
31.0
28.5
18.7
17.0
15.6
14.3
13.2
28.1
25.6
23.4
21.5
19.8
84.1
76.6
70.1
64.4
59.3
126
115
105
96.8
89.2
69.6
63.4
58.0
53.3
49.1
105
95.4
87.2
80.1
73.8
26
27
28
29
30
22.3
20.7
33.5
31.1
17.6
16.3
15.1
26.4
24.5
22.7
12.2
11.3
10.5
18.3
17.0
15.8
54.9
50.9
47.3
44.1
41.2
82.5
76.5
71.1
66.3
61.9
45.4
42.1
39.2
36.5
34.1
68.3
63.3
58.9
54.9
51.3
30.0
45.1
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
HSS8-HSS7
32
Properties
Ag , in.2
Ix , in.4
Iy , in.4
ry , in.
rx /ry
ASD
Ωc = 1.67
5.24
42.5
14.4
1.66
1.72
LRFD
3.98
33.1
11.3
1.69
1.70
2.70
22.9
7.90
1.71
1.71
Shape is slender for compression with Fy = 46 ksi.
Note: Heavy line indicates KL /ry equal to or greater than 200.
c
φc = 0.90
9.74
60.6
35.6
1.91
1.31
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
7.58
49.5
29.3
1.97
1.30
AISC_Part 4A:14th Ed.
2/23/11
10:05 AM
Page 42
4–42
DESIGN OF COMPRESSION MEMBERS
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
Rectangular HSS
HSS7
HSS7× 5×
Shape
t design, in.
lb/ft
HSS7× 4×
5/16
1/4
3/16 c
1/8c
0.291
23.3
0.233
19.0
0.174
14.5
0.116
9.86
1/2
0.465
31.8
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
177
266
144
217
107
161
59.2
89.0
243
365
6
7
8
9
10
162
157
151
145
139
244
236
228
218
208
133
128
124
119
114
199
193
186
179
171
100
97.9
94.6
91.0
87.1
151
147
142
137
131
56.7
55.8
54.8
53.6
52.2
85.2
83.9
82.3
80.5
78.5
209
198
186
174
160
314
298
280
261
241
11
12
13
14
15
132
125
117
110
102
198
187
176
165
154
108
103
96.6
90.6
84.6
163
154
145
136
127
82.9
78.7
74.3
69.8
65.3
125
118
112
105
98.1
50.8
49.0
47.0
44.8
42.5
76.3
73.7
70.6
67.3
63.9
147
134
121
108
95.6
221
201
181
162
144
16
17
18
19
20
94.7
87.3
80.2
73.2
66.4
142
131
121
110
99.9
78.6
72.7
66.9
61.3
55.8
118
109
101
92.1
83.9
60.8
56.3
52.0
47.7
43.6
91.3
84.6
78.1
71.7
65.5
40.2
37.7
35.2
32.7
30.1
60.4
56.7
52.9
49.1
45.2
84.1
74.5
66.4
59.6
53.8
126
112
99.9
89.6
80.9
21
22
23
24
25
60.3
54.9
50.2
46.1
42.5
90.6
82.5
75.5
69.4
63.9
50.6
46.1
42.2
38.7
35.7
76.1
69.3
63.4
58.2
53.7
39.6
36.1
33.0
30.3
27.9
59.5
54.2
49.6
45.6
42.0
27.4
25.0
22.8
21.0
19.3
41.2
37.5
34.3
31.5
29.0
48.8
44.5
40.7
37.4
34.4
73.4
66.8
61.2
56.2
51.8
26
27
28
29
30
39.3
36.5
33.9
31.6
29.5
59.1
54.8
51.0
47.5
44.4
33.0
30.6
28.5
26.5
24.8
49.6
46.0
42.8
39.9
37.3
25.8
23.9
22.3
20.8
19.4
38.8
36.0
33.5
31.2
29.2
17.9
16.6
15.4
14.4
13.4
26.8
24.9
23.2
21.6
20.2
32
34
26.0
39.0
21.8
32.8
17.0
15.1
25.6
22.7
11.8
10.4
17.7
15.7
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
Fy = 46 ksi
Properties
Ag , in.2
Ix , in.4
Iy , in.4
ry , in.
rx /ry
ASD
Ωc = 1.67
6.43
43.0
25.5
1.99
1.30
LRFD
5.24
35.9
21.3
2.02
1.30
3.98
27.9
16.6
2.05
1.29
Shape is slender for compression with Fy = 46 ksi.
Note: Heavy line indicates KL /ry equal to or greater than 200.
c
φc = 0.90
2.70
19.3
11.6
2.07
1.29
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
8.81
50.7
20.7
1.53
1.57
AISC_Part 4A:14th Ed.
2/23/11
10:05 AM
Page 43
4–43
STEEL COMPRESSION—MEMBER SELECTION TABLES
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
Fy = 46 ksi
Rectangular HSS
HSS7× 4×
Shape
t design, in.
lb/ft
3/8
5/16
1/4
3/16c
1/8c
0.349
24.9
0.291
21.2
0.233
17.3
0.174
13.3
0.116
9.01
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
190
285
161
242
131
197
97.7
147
55.1
82.8
6
7
8
9
10
165
157
148
138
129
248
236
222
208
193
141
134
127
119
111
212
202
191
179
167
115
110
104
98.1
91.7
173
166
157
148
138
88.1
84.2
79.8
75.2
70.4
132
127
120
113
106
50.9
49.4
47.7
45.8
43.8
76.4
74.2
71.7
68.9
65.8
11
12
13
14
15
119
108
98.4
88.6
79.2
178
163
148
133
119
103
94.1
85.7
77.5
69.5
154
141
129
116
104
85.0
78.2
71.5
64.9
58.4
128
118
107
97.5
87.8
65.3
60.3
55.2
50.2
45.3
98.2
90.6
83.0
75.5
68.1
41.5
39.1
36.6
33.9
31.2
62.4
58.8
55.0
51.0
46.9
16
17
18
19
20
70.0
62.0
55.3
49.7
44.8
105
93.2
83.2
74.6
67.4
61.8
54.8
48.9
43.8
39.6
92.9
82.3
73.4
65.9
59.5
52.3
46.3
41.3
37.1
33.5
78.5
69.6
62.1
55.8
50.3
40.7
36.1
32.2
28.9
26.1
61.1
54.3
48.4
43.5
39.2
28.3
25.4
22.6
20.3
18.3
42.6
38.1
34.0
30.5
27.6
21
22
23
24
25
40.7
37.0
33.9
31.1
28.7
61.1
55.7
50.9
46.8
43.1
35.9
32.7
29.9
27.5
25.3
53.9
49.2
45.0
41.3
38.1
30.4
27.7
25.3
23.2
21.4
45.6
41.6
38.0
34.9
32.2
23.7
21.6
19.7
18.1
16.7
35.6
32.4
29.7
27.2
25.1
16.6
15.2
13.9
12.7
11.7
25.0
22.8
20.8
19.1
17.6
26
27
28
26.5
39.9
23.4
35.2
19.8
18.4
29.8
27.6
15.4
14.3
23.2
21.5
10.8
10.1
9.35
16.3
15.1
14.1
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
HSS7
Properties
2
Ag , in.
Ix , in.4
Iy , in.4
ry , in.
rx /ry
ASD
6.88
41.8
17.3
1.58
1.56
LRFD
5.85
36.5
15.2
1.61
1.55
Ωc = 1.67
φc = 0.90
4.77
30.5
12.8
1.64
1.54
3.63
23.8
10.0
1.66
1.54
Shape is slender for compression with Fy = 46 ksi.
Note: Heavy line indicates KL /ry equal to or greater than 200.
c
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
2.46
16.6
7.03
1.69
1.53
AISC_Part 4A:14th Ed.
2/23/11
10:05 AM
Page 44
4–44
DESIGN OF COMPRESSION MEMBERS
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
Rectangular HSS
HSS6
HSS6× 5×
Shape
t design, in.
lb/ft
1/2
3/8
5/16
1/4
3/16
1/8 c
0.465
31.8
0.349
24.9
0.291
21.2
0.233
17.3
0.174
13.3
0.116
9.01
Pn /Ωc φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
Fy = 46 ksi
Pn /Ωc φc Pn Pn /Ωc
φc Pn
0
ASD
243
LRFD ASD
365
190
LRFD ASD
285
161
LRFD ASD
242
131
LRFD ASD
197
100
LRFD
150
ASD
57.9
LRFD
87.0
1
2
3
4
5
242
240
237
232
226
364
361
356
349
340
189
188
185
182
177
284
282
278
273
267
161
160
157
155
151
242
240
237
233
227
131
130
128
126
124
197
196
193
190
186
99.7
99.0
97.9
96.2
94.2
150
149
147
145
142
57.8
57.6
57.2
56.7
56.0
86.9
86.6
86.0
85.2
84.2
6
7
8
9
10
220
212
203
194
184
330
318
305
291
276
172
167
160
153
146
259
250
241
230
219
147
142
137
131
125
221
214
206
197
188
120
116
112
108
103
181
175
169
162
154
91.7
88.9
85.8
82.3
78.7
138
134
129
124
118
55.2
54.2
53.0
51.7
50.2
82.9
81.4
79.7
77.7
75.5
11
12
13
14
15
174
163
152
141
130
261
245
228
212
196
138
130
122
113
105
207
195
183
170
158
118
112
105
97.8
90.8
178
168
157
147
137
97.4
92.1
86.5
81.0
75.4
146
138
130
122
113
74.8 112
70.8 106
66.7 100
62.5 93.9
58.3 87.6
48.6
46.5
44.2
41.9
39.5
73.0
69.8
66.5
63.0
59.3
16
17
18
19
20
119
109
98.9
89.1
80.4
179
164
149
134
121
96.7
88.7
80.9
73.3
66.2
145
133
122
110
99.5
83.9 126
77.2 116
70.6 106
64.2 96.6
58.0 87.2
69.8 105
64.3 96.7
59.0 88.7
53.8 80.9
48.8 73.3
54.1
50.0
46.0
42.1
38.3
81.3
75.2
69.1
63.2
57.5
37.0
34.4
31.6
29.0
26.5
55.6
51.6
47.6
43.6
39.8
21
22
23
24
25
26
27
28
29
30
72.9 110
66.4 99.9
60.8 91.4
55.8 83.9
51.5 77.3
47.6 71.5
44.1 66.3
41.0 61.6
38.2 57.5
35.7 53.7
60.0
54.7
50.0
46.0
42.4
39.2
36.3
33.8
31.5
29.4
90.2
82.2
75.2
69.1
63.7
58.9
54.6
50.8
47.3
44.2
52.7
48.0
43.9
40.3
37.2
34.3
31.9
29.6
27.6
25.8
44.3
40.3
36.9
33.9
31.2
28.9
26.8
24.9
23.2
21.7
34.7
31.6
28.9
26.6
24.5
22.6
21.0
19.5
18.2
17.0
52.2
47.5
43.5
39.9
36.8
34.0
31.6
29.3
27.4
25.6
24.0
21.9
20.0
18.4
16.9
15.7
14.5
13.5
12.6
11.8
36.1
32.9
30.1
27.6
25.4
23.5
21.8
20.3
18.9
17.7
79.1
72.1
66.0
60.6
55.8
51.6
47.9
44.5
41.5
38.8
66.5
60.6
55.5
50.9
46.9
43.4
40.2
37.4
34.9
32.6
Properties
Ag , in.2
Ix , in.4
Iy , in.4
ry , in.
rx /ry
ASD
Ωc = 1.67
8.81
41.1
30.8
1.87
1.16
LRFD
6.88
33.9
25.5
1.92
1.16
c
5.85
29.6
22.3
1.95
1.15
4.77
24.7
18.7
1.98
1.15
Shape is slender for compression with Fy = 46 ksi.
φc = 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
3.63
19.3
14.6
2.01
1.15
2.46
13.4
10.2
2.03
1.15
AISC_Part 4A:14th Ed.
2/23/11
10:05 AM
Page 45
4–45
STEEL COMPRESSION—MEMBER SELECTION TABLES
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
Fy = 46 ksi
Rectangular HSS
HSS6× 4×
Shape
t design, in.
lb/ft
1/2
3/8
5/16
1/4
3/16
1/8 c
0.465
28.4
0.349
22.4
0.291
19.1
0.233
15.6
0.174
12.0
0.116
8.16
Pn /Ωc
φc Pn Pn /Ωc
φc Pn Pn /Ωc
φc Pn Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
217
326
170
256
145
218
118
178
90.3
136
54.1
81.3
1
2
3
4
5
216
213
209
203
195
325
321
314
305
293
170
168
164
160
154
255
252
247
240
231
144
143
140
136
131
217
214
210
205
198
118
117
115
112
108
177
175
172
168
162
90.0
89.0
87.4
85.2
82.5
135
134
131
128
124
53.9
53.5
52.9
51.9
50.8
81.0
80.4
79.5
78.1
76.3
6
7
8
9
10
186
176
165
153
141
279
264
248
230
212
147
140
132
123
114
221
210
198
185
171
126
120
113
106
98.3
189
180
170
159
148
104
98.6
93.2
87.5
81.5
156
148
140
132
123
79.2
75.6
71.5
67.2
62.7
119
114
108
101
94.3
49.4
47.7
45.8
43.8
41.5
74.2
71.7
68.9
65.8
62.4
11
12
13
14
15
129
117
105
93.3
82.3
194
176
158
140
124
105
95.3
86.1
77.2
68.7
157
143
129
116
103
90.6
82.9
75.2
67.7
60.5
136
125
113
102
91.0
75.4 113
69.2 104
63.0 94.7
56.9 85.6
51.1 76.8
58.1
53.4
48.8
44.2
39.8
87.4
80.3
73.3
66.5
59.8
39.1
36.5
33.7
30.8
27.9
58.7
54.8
50.7
46.4
41.9
16
17
18
19
20
72.3 109
64.0 96.2
57.1 85.9
51.3 77.1
46.3 69.5
60.5
53.6
47.8
42.9
38.7
91.0
80.6
71.9
64.5
58.2
53.5
47.4
42.3
38.0
34.3
80.5
71.3
63.6
57.1
51.5
45.4
40.3
35.9
32.2
29.1
68.3
60.5
54.0
48.4
43.7
35.5
31.5
28.1
25.2
22.7
53.4
47.3
42.2
37.9
34.2
25.0
22.2
19.8
17.8
16.0
37.5
33.4
29.8
26.7
24.1
21
22
23
24
25
42.0
38.2
35.0
32.1
29.6
35.1
32.0
29.3
26.9
24.8
52.8
48.1
44.0
40.4
37.3
31.1
28.3
25.9
23.8
21.9
46.7
42.6
38.9
35.8
33.0
26.4
24.0
22.0
20.2
18.6
39.7
36.1
33.1
30.4
28.0
20.6
18.8
17.2
15.8
14.6
31.0
28.2
25.8
23.7
21.9
14.5
13.3
12.1
11.1
10.3
21.9
19.9
18.2
16.7
15.4
20.3
30.5
17.2
25.9
13.5
12.5
20.2
18.8
9.49
8.80
14.3
13.2
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
HSS6
63.1
57.5
52.6
48.3
44.5
26
27
Properties
Ag , in.2
Ix , in.4
Iy , in.4
ry , in.
rx /ry
ASD
Ωc = 1.67
7.88
34.0
17.8
1.50
1.39
LRFD
φc = 0.90
6.18
28.3
14.9
1.55
1.38
5.26
24.8
13.2
1.58
1.37
4.30
20.9
11.1
1.61
1.37
3.28
16.4
8.76
1.63
1.37
Shape is slender for compression with Fy = 46 ksi.
Note: Heavy line indicates KL /ry equal to or greater than 200.
c
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
2.23
11.4
6.15
1.66
1.36
AISC_Part 4A:14th Ed.
2/23/11
10:05 AM
Page 46
4–46
DESIGN OF COMPRESSION MEMBERS
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
Rectangular HSS
HSS6
HSS6× 3×
Shape
t design, in.
lb/ft
1/2
3/8
5/16
1/4
3/16
1/8 c
0.465
25.0
0.349
19.8
0.291
17.0
0.233
13.9
0.174
10.7
0.116
7.31
Pn /Ωc
φc Pn Pn /Ωc
φc Pn Pn /Ωc
φc Pn Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
191
288
151
227
129
194
106
159
80.7
121
47.7
71.7
1
2
3
4
5
190
186
179
169
158
286
279
268
254
237
150
147
142
135
126
225
221
213
203
190
128
125
121
116
109
192
189
182
174
163
105
103
99.8
95.3
89.9
158
155
150
143
135
80.2
78.7
76.3
73.1
69.1
121
118
115
110
104
47.5
47.0
46.0
44.7
43.0
71.4
70.6
69.2
67.2
64.7
6
7
8
9
10
145
131
117
102
88.4
218
197
176
154
133
117
107
96.0
85.1
74.4
176
160
144
128
112
101
92.2
83.2
74.1
65.0
151
139
125
111
97.8
83.7 126
76.9 116
69.7 105
62.4 93.8
55.2 82.9
64.6
59.6
54.3
48.8
43.4
97.0
89.5
81.6
73.4
65.3
41.0
38.7
36.1
33.2
30.1
61.6
58.1
54.2
49.9
45.2
11
12
13
14
15
75.2 113
63.2 95.0
53.8 80.9
46.4 69.8
40.4 60.8
64.1
54.4
46.3
39.9
34.8
96.4
81.7
69.6
60.0
52.3
56.3
48.0
40.9
35.3
30.7
84.7
72.2
61.5
53.0
46.2
48.1
41.4
35.3
30.4
26.5
72.3
62.3
53.1
45.7
39.9
38.1
33.1
28.3
24.4
21.2
57.3
49.7
42.5
36.6
31.9
26.6
23.2
19.9
17.2
15.0
40.0
34.9
29.9
25.8
22.5
16
17
18
19
20
35.5
31.5
28.1
30.6
27.1
24.2
21.7
46.0
40.7
36.3
32.6
27.0
23.9
21.4
19.2
40.6
36.0
32.1
28.8
23.3
20.6
18.4
16.5
14.9
35.0
31.0
27.7
24.8
22.4
18.7
16.5
14.7
13.2
11.9
28.1 13.2
24.9 11.7
22.2 10.4
19.9 9.33
18.0 8.42
19.8
17.5
15.6
14.0
12.7
7.64
11.5
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
Fy = 46 ksi
53.4
47.3
42.2
21
Properties
2
Ag , in.
Ix , in.4
Iy , in.4
ry , in.
rx /ry
ASD
Ωc = 1.67
6.95
26.8
8.69
1.12
1.76
LRFD
φc = 0.90
5.48
22.7
7.48
1.17
1.74
4.68
20.1
6.67
1.19
1.74
3.84
17.0
5.70
1.22
1.72
2.93
13.4
4.55
1.25
1.71
Shape is slender for compression with Fy = 46 ksi.
Note: Heavy line indicates KL /ry equal to or greater than 200.
c
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
2.00
9.43
3.23
1.27
1.71
AISC_Part 4A:14th Ed.
2/23/11
10:05 AM
Page 47
4–47
STEEL COMPRESSION—MEMBER SELECTION TABLES
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
Fy = 46 ksi
Rectangular HSS
HSS5× 4×
Shape
t design, in.
lb/ft
1/2
3/8
5/16
1/4
3/16
1/8 c
0.465
25.0
0.349
19.8
0.291
17.0
0.233
13.9
0.174
10.7
0.116
7.31
Pn /Ωc
φc Pn Pn /Ωc
φc Pn Pn /Ωc
φc Pn Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
191
288
151
227
129
194
106
159
80.7
121
52.6
79.1
1
2
3
4
5
191
188
184
178
171
286
283
276
268
257
150
148
145
141
136
226
223
218
212
204
128
127
124
121
116
193
191
187
181
175
105
104
102
99.3
95.9
158
156
153
149
144
80.4
79.5
78.0
76.0
73.4
121
119
117
114
110
52.4
52.0
51.2
50.2
48.9
78.8
78.1
77.0
75.4
73.4
6
7
8
9
10
163
153
143
132
122
244
230
215
199
183
130
123
115
107
99.3
195
185
173
162
149
111
106
99.3
92.6
85.7
167
159
149
139
129
91.8
87.2
82.3
76.9
71.4
138
131
124
116
107
70.4
67.0
63.3
59.4
55.3
106
101
95.2
89.3
83.1
47.3
45.4
43.3
40.9
38.1
71.0
68.3
65.1
61.4
57.2
11
12
13
14
15
110
99.5
88.8
78.6
68.7
166
150
133
118
103
90.9 137
82.5 124
74.3 112
66.4 99.7
58.7 88.3
78.6 118
71.6 108
64.6 97.2
57.9 87.0
51.4 77.3
65.7
60.1
54.4
49.0
43.7
98.8
90.3
81.8
73.6
65.7
51.1
46.8
42.6
38.4
34.4
76.7
70.3
64.0
57.8
51.8
35.2
32.4
29.5
26.7
24.0
53.0
48.7
44.4
40.2
36.1
16
17
18
19
20
60.4
53.5
47.7
42.8
38.7
90.8
80.4
71.7
64.4
58.1
51.6
45.7
40.8
36.6
33.0
77.6
68.7
61.3
55.0
49.7
45.3
40.1
35.8
32.1
29.0
68.0
60.3
53.7
48.2
43.5
38.6
34.2
30.5
27.4
24.7
58.0
51.4
45.8
41.1
37.1
30.6
27.1
24.2
21.7
19.6
46.0
40.7
36.3
32.6
29.4
21.4
19.0
16.9
15.2
13.7
32.2
28.5
25.4
22.8
20.6
21
22
23
24
25
35.1
31.9
29.2
26.8
52.7
48.0
43.9
40.4
30.0
27.3
25.0
22.9
21.1
45.0
41.0
37.5
34.5
31.8
26.3
23.9
21.9
20.1
18.5
39.5
36.0
32.9
30.2
27.9
22.4
20.4
18.7
17.2
15.8
33.7
30.7
28.1
25.8
23.8
17.8
16.2
14.8
13.6
12.5
26.7 12.4
24.3 11.3
22.2 10.4
20.4 9.51
18.8 8.77
18.7
17.0
15.6
14.3
13.2
14.6
22.0
11.6
17.4
12.2
11.3
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
HSS5
26
27
8.10
7.52
Properties
Ag , in.2
Ix , in.4
Iy , in.4
ry , in.
rx /ry
ASD
Ωc = 1.67
6.95
21.2
14.9
1.46
1.20
LRFD
φc = 0.90
5.48
17.9
12.6
1.52
1.19
4.68
15.8
11.1
1.54
1.19
3.84
13.4
9.46
1.57
1.19
2.93
10.6
7.48
1.60
1.19
Shape is slender for compression with Fy = 46 ksi.
Note: Heavy line indicates KL /ry equal to or greater than 200.
c
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
2.00
7.42
5.27
1.62
1.19
AISC_Part 4A:14th Ed.
2/23/11
10:05 AM
Page 48
4–48
DESIGN OF COMPRESSION MEMBERS
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
Rectangular HSS
HSS5
HSS5× 3×
Shape
t design, in.
lb/ft
1/2
3/8
5/16
1/4
3/16
1/8 c
0.465
21.6
0.349
17.3
0.291
14.8
0.233
12.2
0.174
9.42
0.116
6.46
Pn /Ωc φc Pn
Pn /Ωc φc Pn Pn /Ωc
φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
166
249
132
198
113
170
92.8
140
71.1
107
46.3
69.5
1
2
3
4
5
164
160
154
146
135
247
241
232
219
203
131
128
123
117
109
196
192
185
176
164
112
110
106
101
94.6
169
165
159
152
142
92.2
90.3
87.3
83.2
78.2
139
136
131
125
118
70.6
69.2
67.0
64.0
60.4
106
104
101
96.2
90.8
46.0
45.4
44.3
42.8
41.0
69.2
68.2
66.6
64.4
61.6
6
7
8
9
10
124
111
98.4
85.7
73.4
186
167
148
129
110
101
91.4
81.7
72.0
62.5
151
137
123
108
93.9
87.5 132
79.8 120
71.8 108
63.7 95.7
55.7 83.7
72.6
66.4
59.9
53.3
46.8
109
99.8
90.1
80.2
70.4
56.2
51.7
46.9
41.9
37.1
84.5
77.6
70.4
63.0
55.7
38.7
36.0
32.8
29.5
26.2
58.2
54.1
49.3
44.3
39.4
11
12
13
14
15
61.7
51.8
44.2
38.1
33.2
92.7
77.9
66.4
57.2
49.9
53.4
45.0
38.4
33.1
28.8
80.3
67.7
57.7
49.7
43.3
48.0
40.7
34.7
29.9
26.0
72.1
61.1
52.1
44.9
39.1
40.6
34.6
29.5
25.4
22.1
61.0
52.0
44.3
38.2
33.3
32.3
27.8
23.7
20.5
17.8
48.6
41.8
35.6
30.7
26.8
23.0
20.0
17.1
14.7
12.8
34.6
30.0
25.7
22.1
19.3
16
17
18
19
20
29.2
25.8
23.0
43.8
38.8
34.6
25.3
22.4
20.0
18.0
38.1
33.7
30.1
27.0
22.9
20.3
18.1
16.2
34.4
30.5
27.2
24.4
19.5
17.2
15.4
13.8
29.2
25.9
23.1
20.7
15.7
13.9
12.4
11.1
10.0
23.5 11.3
20.8 9.99
18.6 8.91
16.7 8.00
15.1 7.22
16.9
15.0
13.4
12.0
10.8
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
Fy = 46 ksi
Properties
2
Ag , in.
Ix , in.4
Iy , in.4
ry , in.
rx /ry
ASD
Ωc = 1.67
6.02
16.4
7.18
1.09
1.51
LRFD
φc = 0.90
4.78
14.1
6.25
1.14
1.51
4.10
12.6
5.60
1.17
1.50
3.37
10.7
4.81
1.19
1.50
Shape is slender for compression with Fy = 46 ksi.
Note: Heavy line indicates KL /ry equal to or greater than 200.
c
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
2.58
8.53
3.85
1.22
1.49
1.77
6.03
2.75
1.25
1.48
AISC_Part 4A:14th Ed.
2/23/11
10:05 AM
Page 49
4–49
STEEL COMPRESSION—MEMBER SELECTION TABLES
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
Fy = 46 ksi
Rectangular HSS
HSS5× 2 1/2 ×
Shape
t design, in.
lb/ft
HSS4× 3×
1/4
3/16
1/8 c
3/8
0.233
11.4
0.174
8.78
0.116
6.03
0.349
14.7
5/16
0.291
12.7
1/4
0.233
10.5
Pn /Ωc φc Pn
Pn /Ωc φc Pn Pn /Ωc
φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
86.5
130
66.4
99.8
43.0
64.6
113
169
97.0
146
80.2
120
1
2
3
4
5
85.7
83.2
79.3
74.0
67.8
129
125
119
111
102
65.8
64.0
61.0
57.2
52.6
98.8
96.1
91.7
86.0
79.0
42.7
41.8
40.5
38.6
36.2
64.1
62.9
60.8
58.0
54.4
112
109
105
99.3
92.5
168
164
158
149
139
96.2
94.1
90.6
85.9
80.2
145
141
136
129
121
79.6
77.9
75.1
71.4
66.9
120
117
113
107
101
6
7
8
9
10
61.0
53.8
46.5
39.4
32.7
91.7
80.8
69.8
59.2
49.2
47.5
42.1
36.6
31.2
26.2
71.4
63.2
55.0
46.9
39.3
33.1
29.5
25.9
22.3
18.9
49.8
44.4
38.9
33.5
28.4
84.9 128
76.6 115
68.1 102
59.6 89.6
51.3 77.1
73.8
66.9
59.7
52.4
45.4
111
100
89.7
78.8
68.2
61.9
56.3
50.6
44.7
39.0
93.0
84.7
76.0
67.2
58.6
11
12
13
14
15
27.0
22.7
19.4
16.7
14.5
40.6
34.1
29.1
25.1
21.9
21.6
18.2
15.5
13.4
11.6
32.5
27.3
23.3
20.1
17.5
15.7
13.2
11.2
9.69
8.44
23.6
19.8
16.9
14.6
12.7
43.5
36.5
31.1
26.8
23.4
65.3
54.9
46.8
40.3
35.1
38.7
32.6
27.8
23.9
20.9
58.2
49.0
41.7
36.0
31.3
33.5
28.4
24.2
20.9
18.2
50.4
42.7
36.3
31.3
27.3
16
17
18
19
12.8
19.2 10.2
9.06
15.4
13.6
7.42 11.1
6.57 9.88
20.5
18.2
16.2
30.9
27.4
24.4
18.3
16.2
14.5
27.5
24.4
21.8
16.0
14.1
12.6
11.3
24.0
21.3
19.0
17.0
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
HSS5-HSS4
Properties
2
Ag , in.
Ix , in.4
Iy , in.4
ry , in.
rx /ry
ASD
Ωc = 1.67
3.14
9.40
3.13
0.999
1.73
LRFD
φc = 0.90
2.41
7.51
2.53
1.02
1.74
1.65
5.34
1.82
1.05
1.71
4.09
7.93
5.01
1.11
1.25
Shape is slender for compression with Fy = 46 ksi.
Note: Heavy line indicates KL /ry equal to or greater than 200.
c
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
3.52
7.14
4.52
1.13
1.26
2.91
6.15
3.91
1.16
1.25
AISC_Part 4A:14th Ed.
2/23/11
10:05 AM
Page 50
4–50
DESIGN OF COMPRESSION MEMBERS
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
Rectangular HSS
HSS4
HSS4× 2 1/2 ×
HSS4× 3×
Shape
t design, in.
lb/ft
3/16
1/8
3/8
5/16
0.174
8.15
0.116
5.61
0.349
13.4
0.291
11.6
1/4
0.233
9.66
3/16
0.174
7.51
Pn /Ωc φc Pn
Pn /Ωc φc Pn Pn /Ωc
φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
61.7
92.7
42.4
63.8
103
155
89.0
134
73.5
111
56.7
85.3
1
2
3
4
5
61.3
60.0
58.0
55.3
52.0
92.1
90.2
87.2
83.1
78.2
42.1
41.3
40.0
38.2
36.0
63.3
62.1
60.1
57.3
54.0
102
98.4
93.0
85.8
77.5
153
148
140
129
116
88.0
85.2
80.7
74.8
67.9
132
128
121
112
102
72.8
70.6
67.1
62.4
56.9
109
106
101
93.8
85.6
56.2
54.6
52.0
48.6
44.5
84.5
82.0
78.1
73.0
66.9
6
7
8
9
10
48.2
44.1
39.8
35.5
31.1
72.5
66.3
59.9
53.3
46.8
33.4
30.7
27.8
24.8
21.9
50.2
46.1
41.7
37.3
32.9
68.4 103
58.9 88.6
49.7 74.7
40.9 61.5
33.2 49.9
60.3
52.4
44.6
37.1
30.2
90.6
78.8
67.0
55.7
45.4
50.9
44.5
38.2
32.1
26.4
76.5
67.0
57.4
48.3
39.7
40.0
35.3
30.5
25.9
21.5
60.1
53.0
45.8
38.9
32.3
11
12
13
14
15
27.0
23.0
19.6
16.9
14.7
40.5
34.6
29.4
25.4
22.1
19.0
16.3
13.9
12.0
10.5
28.6
24.6
20.9
18.0
15.7
27.4
23.0
19.6
16.9
14.7
25.0
21.0
17.9
15.4
13.4
37.6
31.6
26.9
23.2
20.2
21.8
18.3
15.6
13.5
11.7
32.8
27.5
23.5
20.2
17.6
17.7
14.9
12.7
10.9
9.54
26.7
22.4
19.1
16.5
14.3
16
17
18
19
20
12.9
11.5
10.2
9.17
19.4
17.2
15.4
13.8
9.19 13.8
8.14 12.2
7.26 10.9
6.52 9.80
5.88 8.84
10.3
15.5
8.38
12.6
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
Fy = 46 ksi
41.2
34.6
29.5
25.4
22.2
Properties
2
Ag , in.
Ix , in.4
Iy , in.4
ry , in.
rx /ry
ASD
Ωc = 1.67
2.24
4.93
3.16
1.19
1.25
LRFD
1.54
3.52
2.27
1.21
1.26
3.74
6.77
3.17
0.922
1.46
3.23
6.13
2.89
0.947
1.46
Note: Heavy line indicates KL /ry equal to or greater than 200.
φc = 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
2.67
5.32
2.53
0.973
1.45
2.06
4.30
2.06
0.999
1.44
AISC_Part 4A:14th Ed.
2/23/11
10:05 AM
Page 51
4–51
STEEL COMPRESSION—MEMBER SELECTION TABLES
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
Fy = 46 ksi
Rectangular HSS
HSS4× 2 1/2 ×
Shape
t design, in.
lb/ft
HSS4× 2×
1/8
3/8
5/16
0.116
5.18
0.349
12.2
0.291
10.6
1/4
0.233
8.81
3/16
0.174
6.87
1/8
0.116
4.75
Pn /Ωc φc Pn
Pn /Ωc φc Pn Pn /Ωc
φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
39.1
58.8
93.4
140
81.0
122
67.2
101
52.1
78.2
35.8
53.8
1
2
3
4
5
38.8
37.7
36.0
33.8
31.1
58.3
56.7
54.1
50.8
46.8
91.7
86.8
79.2
69.7
59.2
138
130
119
105
89.0
79.6
75.6
69.5
61.7
52.9
120
114
104
92.7
79.5
66.1
63.0
58.2
52.1
45.1
99.4
94.8
87.5
78.2
67.8
51.3
49.0
45.5
41.0
35.8
77.1
73.7
68.4
61.6
53.8
35.3
33.8
31.5
28.6
25.2
53.1
50.9
47.4
43.0
37.9
6
7
8
9
10
28.2
25.0
21.8
18.7
15.7
42.3
37.6
32.8
28.1
23.6
48.4
38.2
29.4
23.2
18.8
72.8
57.5
44.2
34.9
28.3
43.9
35.1
27.3
21.5
17.4
65.9
52.8
41.0
32.4
26.2
37.8
30.7
24.1
19.1
15.5
56.9
46.2
36.3
28.7
23.2
30.4
25.0
19.9
15.7
12.8
45.6
37.5
29.9
23.7
19.2
21.6
18.0
14.6
11.5
9.35
32.4
27.0
21.9
17.3
14.1
11
12
13
14
15
13.0
10.9
9.30
8.02
6.99
19.5
16.4
14.0
12.1
10.5
15.5
13.1
23.4
19.6
14.4
12.1
21.7
18.2
12.8
10.7
19.2 10.5
16.1 8.86
7.55
15.8
13.3
11.3
7.73 11.6
6.49 9.76
5.53 8.31
16
17
6.14
5.44
9.23
8.18
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
HSS4
Properties
2
Ag , in.
Ix , in.4
Iy , in.4
ry , in.
rx /ry
ASD
Ωc = 1.67
1.42
3.09
1.49
1.03
1.43
LRFD
3.39
5.60
1.80
0.729
1.77
2.94
5.13
1.67
0.754
1.75
2.44
4.49
1.48
0.779
1.75
Note: Heavy line indicates KL /ry equal to or greater than 200.
φc = 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
1.89
3.66
1.22
0.804
1.73
1.30
2.65
0.898
0.830
1.72
AISC_Part 4A:14th Ed.
2/23/11
10:06 AM
Page 52
4–52
DESIGN OF COMPRESSION MEMBERS
Table 4-4
Available Strength in
Axial Compression, kips
HSS16-HSS14
HSS14× 14×
1/2
3/8 c
5/16c
5/8
1/2
3/8 c
0.465
103
Pn /Ωc φc Pn
0.349
78.5
Pn /Ωc φc Pn
0.291
65.9
Pn /Ωc φc Pn
0.581
110
Pn /Ωc φc Pn
0.465
89.7
Pn /Ωc φc Pn
0.349
68.3
Pn /Ωc φc Pn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
780
1170
521
782
381
572
835
1250
678
1020
498
748
6
7
8
9
10
773
770
767
764
761
1160
1160
1150
1150
1140
518
517
516
515
513
779
777
776
774
772
379
379
378
377
376
570
569
568
567
566
825
821
817
813
808
1240
1230
1230
1220
1210
670
667
664
660
656
1010
1000
998
992
986
494
493
491
489
487
743
741
738
736
733
11
12
13
14
15
757
753
748
743
738
1140
1130
1120
1120
1110
512
510
508
506
504
769
767
764
761
758
375
374
373
372
371
564
563
561
559
557
802
796
790
783
775
1210
1200
1190
1180
1170
652
647
642
636
630
980
972
965
956
947
485
483
480
477
474
729
726
722
718
713
16
17
18
19
20
732
727
720
714
707
1100
1090
1080
1070
1060
502
500
497
495
492
755
751
747
743
739
370
368
367
365
363
555
553
551
549
546
768
759
751
742
732
1150
1140
1130
1110
1100
624
618
611
603
596
938
928
918
907
896
471
468
464
460
454
708
703
697
691
683
21
22
23
24
25
700
693
685
678
670
1050
1040
1030
1020
1010
489
486
482
479
475
735
730
725
720
714
361
360
358
356
353
543
540
537
534
531
722
712
702
691
680
1090
1070
1050
1040
1020
588
580
572
563
554
884
872
859
846
833
448
442
436
430
423
674
665
656
646
636
26
27
28
29
30
661
653
644
635
626
994
981
968
955
941
472
468
464
459
455
709
703
697
691
684
351
349
346
344
341
528
524
520
517
513
669
657
646
634
622
1010
988
970
953
934
545
536
527
517
507
820
806
792
777
763
416
410
403
395
388
626
616
605
594
583
32
34
36
38
40
608
588
569
549
528
913
884
855
825
794
446
436
426
415
403
670
656
640
623
606
336
330
323
316
309
504
495
486
476
465
597
572
546
520
494
897
859
821
782
743
488
467
447
426
405
733
702
671
640
609
373
358
343
327
311
561
538
515
492
468
t design, in.
lb/ft
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
Square HSS
HSS16× 16×
Shape
Fy = 46 ksi
Properties
2
Ag , in.
Ix = Iy , in.4
rx = ry , in.
ASD
Ωc = 1.67
28.3
1130
6.31
LRFD
21.5
873
6.37
c
18.1
739
6.39
30.3
897
5.44
Shape is slender for compression with Fy = 46 ksi.
φc = 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
24.6
743
5.49
18.7
577
5.55
AISC_Part 4A:14th Ed.
2/23/11
10:06 AM
Page 53
4–53
STEEL COMPRESSION—MEMBER SELECTION TABLES
Table 4-4 (continued)
Available Strength in
Axial Compression, kips
Fy = 46 ksi
HSS14-HSS12
Square HSS
HSS14× 14×
Shape
t design, in.
lb/ft
5/8
1/2
3/8
5/16c
1/4c
0.291
57.4
0.581
93.3
0.465
76.1
0.349
58.1
0.291
48.9
0.233
39.4
Pn /Ωc φc Pn
Pn /Ωc φc Pn Pn /Ωc
φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
366
551
708
1060
576
865
441
662
350
526
239
359
6
7
8
9
10
364
363
362
361
360
547
546
545
543
541
696
692
688
682
676
1050
1040
1030
1030
1020
567
563
560
555
551
852
847
841
835
828
434
431
429
426
422
652
648
644
640
634
347
345
344
342
340
521
519
517
515
512
237
236
236
235
234
356
355
354
353
351
11
12
13
14
15
359
357
356
354
352
539
537
535
532
529
670
663
656
648
639
1010
997
985
973
961
546
540
534
528
521
820
812
803
793
783
418
414
410
405
400
629
622
616
609
601
338
336
334
331
328
509
505
502
498
494
233
232
230
229
227
350
348
346
344
342
16
17
18
19
20
350
348
346
344
341
526
523
520
516
513
630
621
611
601
590
947
933
918
903
887
514
507
499
491
482
773
761
750
738
725
394
389
383
377
371
593
584
576
567
557
325
322
319
315
311
489
484
479
474
468
226
224
222
220
218
339
337
334
331
328
21
22
23
24
25
339
336
333
330
327
509
505
500
496
491
580
568
557
545
533
871
854
837
819
801
474
465
456
446
437
712
699
685
671
656
364
357
351
343
336
547
537
527
516
505
306
300
294
289
283
459
451
442
434
425
216
214
211
209
206
325
321
318
314
310
26
27
28
29
30
323
320
316
313
309
486
481
476
470
464
521
509
496
483
471
783
764
745
726
707
427
417
407
397
387
642
627
612
597
581
329
321
314
306
298
494
483
472
460
449
276
270
264
258
251
416
406
397
387
378
203
201
198
194
191
306
301
297
292
287
32
34
36
38
40
301
292
283
273
263
452
439
425
411
395
445
419
393
368
342
669
630
591
552
515
366
345
325
304
284
550
519
488
457
426
283
267
251
236
220
425
402
378
354
331
238
225
212
199
186
358
338
319
299
280
184
177
169
161
151
277
266
254
242
228
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
HSS12× 12×
5/16c
Properties
2
Ag , in.
Ix = Iy , in.4
rx = ry , in.
ASD
Ωc = 1.67
15.7
490
5.58
LRFD
25.7
548
4.62
c
20.9
457
4.68
16.0
357
4.73
Shape is slender for compression with Fy = 46 ksi.
φc = 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
13.4
304
4.76
10.8
248
4.79
AISC_Part 4A:14th Ed.
2/23/11
10:06 AM
Page 54
4–54
DESIGN OF COMPRESSION MEMBERS
Table 4-4 (continued)
Available Strength in
Axial Compression, kips
HSS12-HSS10
t design, in.
lb/ft
HSS10× 10×
3/16c
5/8
1/2
3/8
5/16
1/4c
0.174
29.8
0.581
76.3
0.465
62.5
0.349
47.9
0.291
40.4
0.233
32.6
Pn /Ωc φc Pn
Pn /Ωc φc Pn Pn /Ωc
φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
142
213
578
869
474
712
364
546
306
460
228
342
6
7
8
9
10
141
141
140
140
140
212
212
211
211
210
565
560
554
548
541
849
841
833
823
813
463
459
454
449
444
696
690
683
676
667
355
353
349
345
341
534
530
525
519
513
299
297
294
291
287
449
446
442
437
432
224
223
222
221
219
337
336
334
331
329
11
12
13
14
15
139
139
138
137
137
209
208
208
207
206
533
525
516
507
497
802
789
776
762
748
438
431
424
417
409
658
648
638
627
615
337
332
327
321
316
506
499
491
483
474
284
279
275
271
266
426
420
414
407
399
217
215
213
211
208
326
323
320
316
313
16
17
18
19
20
136
135
135
134
133
205
203
202
201
200
487
477
465
454
442
732
716
700
682
665
401
393
384
375
365
603
590
577
563
549
309
303
296
290
283
465
455
446
435
425
261
255
250
244
238
392
384
375
367
358
205
202
199
196
193
308
304
299
295
289
21
22
23
24
25
132
131
130
129
128
198
197
195
193
192
430
418
406
393
380
647
628
610
591
572
356
346
336
326
316
535
520
505
490
474
275
268
260
253
245
414
403
392
380
369
232
226
220
213
207
349
340
330
321
311
188
183
178
173
168
283
275
268
260
253
26
27
28
29
30
126
125
124
122
121
190
188
186
184
182
368
355
342
329
316
552
533
514
495
475
305
295
285
274
264
459
443
428
412
397
237
230
222
214
206
357
345
333
322
310
201
194
187
181
174
301
292
282
272
262
163
158
152
147
142
245
237
229
221
213
32
34
36
38
40
118
115
111
108
104
177
173
167
162
156
291
266
242
219
198
437
400
364
329
297
243
223
204
185
167
366
336
307
278
251
191
175
161
146
132
287
264
241
220
199
161
149
136
124
112
243
223
205
187
169
132
121
111
102
92.1
198
182
167
153
138
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
Square HSS
HSS12× 12×
Shape
Fy = 46 ksi
Properties
2
Ag , in.
Ix = Iy , in.4
rx = ry , in.
ASD
Ωc = 1.67
8.15
189
4.82
LRFD
21.0
304
3.80
c
17.2
256
3.86
13.2
202
3.92
Shape is slender for compression with Fy = 46 ksi.
φc = 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
11.1
172
3.94
8.96
141
3.97
AISC_Part 4A:14th Ed.
2/23/11
10:06 AM
Page 55
4–55
STEEL COMPRESSION—MEMBER SELECTION TABLES
Table 4-4 (continued)
Available Strength in
Axial Compression, kips
Fy = 46 ksi
HSS10-HSS9
Square HSS
HSS10× 10×
Shape
t design, in.
lb/ft
5/8
1/2
3/8
5/16
1/4c
0.174
24.7
0.581
67.8
0.465
55.7
0.349
42.8
0.291
36.1
0.233
29.2
Pn /Ωc φc Pn
Pn /Ωc φc Pn Pn /Ωc
φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
137
206
515
774
421
633
325
489
273
411
219
330
6
7
8
9
10
136
135
135
134
133
204
203
202
201
200
500
494
488
481
474
751
743
734
723
712
409
405
400
395
388
615
609
601
593
584
316
313
309
305
300
475
470
465
458
452
266
263
260
257
253
399
395
391
386
380
215
213
211
208
205
323
320
317
312
308
11
12
13
14
15
132
132
131
130
128
199
198
196
195
193
465
457
447
437
427
700
686
672
657
641
382
375
367
359
351
574
563
552
540
527
296
290
285
279
272
444
436
428
419
409
249
244
240
235
230
374
367
360
353
345
202
198
194
190
186
303
298
292
286
280
16
17
18
19
20
127
126
125
123
122
191
189
187
185
183
416
404
393
381
368
625
608
590
572
554
342
333
324
314
304
514
501
487
472
457
266
259
252
245
237
399
389
379
368
357
224
219
213
207
201
337
328
320
311
301
182
177
173
168
163
273
267
260
252
245
21
22
23
24
25
120
118
116
115
113
180
178
175
172
169
356
343
331
318
305
535
516
497
478
459
294
284
274
264
253
442
427
412
396
381
230
222
214
207
199
345
334
322
311
299
194
188
182
175
169
292
283
273
263
253
158
153
148
142
137
237
230
222
214
206
26
27
28
29
30
111
108
106
104
101
166
163
159
156
152
292
280
267
255
242
439
420
401
383
364
243
233
223
213
203
365
350
335
319
305
191
183
175
168
160
287
275
264
252
241
162
156
149
143
136
244
234
224
214
205
132
127
121
116
111
198
190
183
175
167
32
34
36
38
40
96.0
90.3
84.2
77.7
70.6
144
136
127
117
106
218
195
174
156
141
328
293
262
235
212
183
164
147
132
119
275
247
220
198
179
145
131
117
105
94.8
218
197
176
158
143
124
112
100
89.9
81.1
186
168
150
135
122
101
91.4
82.0
73.6
66.4
152
137
123
111
99.8
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
HSS9× 9×
3/16c
Properties
2
Ag , in.
Ix = Iy , in.4
rx = ry , in.
ASD
Ωc = 1.67
6.76
108
4.00
LRFD
18.7
216
3.40
c
15.3
183
3.45
11.8
145
3.51
Shape is slender for compression with Fy = 46 ksi.
φc = 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
9.92
124
3.54
8.03
102
3.56
AISC_Part 4A:14th Ed.
2/23/11
10:06 AM
Page 56
4–56
DESIGN OF COMPRESSION MEMBERS
Table 4-4 (continued)
Available Strength in
Axial Compression, kips
HSS9-HSS8
Square HSS
HSS9× 9×
Shape
t design, in.
lb/ft
HSS8× 8×
3/16c
1/8 c
5/8
1/2
0.174
22.2
0.116
15.0
0.581
59.3
0.465
48.9
3/8
0.349
37.7
5/16
0.291
31.8
Pn /Ωc φc Pn
Pn /Ωc φc Pn Pn /Ωc
φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
134
201
64.4
96.8
452
679
372
559
286
431
241
363
6
7
8
9
10
132
131
130
130
129
198
197
196
195
193
63.8
63.6
63.4
63.1
62.8
95.9
95.6
95.2
94.8
94.4
434
428
421
414
405
653
644
633
622
609
358
353
348
342
335
538
531
523
513
503
276
273
269
264
259
415
410
404
397
389
233
230
226
223
219
350
346
340
335
329
11
12
13
14
15
128
126
125
124
122
192
190
188
186
184
62.4
62.1
61.7
61.2
60.7
93.9
93.3
92.7
92.0
91.3
396
386
376
365
354
596
581
565
549
532
328
320
311
303
294
492
481
468
455
441
254
248
242
235
228
381
372
363
353
343
214
209
204
199
193
322
315
307
299
290
16
17
18
19
20
120
119
117
115
113
181
178
176
173
170
60.2
59.7
59.1
58.5
57.8
90.5
89.7
88.8
87.9
86.9
342
330
318
306
293
514
496
478
459
440
284
275
265
255
245
427
413
398
383
367
221
214
207
199
191
333
322
311
299
288
187
181
175
169
162
282
273
263
254
244
21
22
23
24
25
111
108
106
103
101
166
163
159
155
151
57.1
56.4
55.6
54.8
54.0
85.9
84.8
83.6
82.4
81.1
280
267
255
242
230
421
402
383
364
345
234
224
214
203
193
352
337
321
306
290
184
176
168
160
153
276
264
253
241
229
156
150
143
137
130
234
225
215
205
195
26
27
28
29
30
97.7
94.7
91.6
88.4
84.9
147
142
138
133
128
53.1
52.1
51.1
50.1
49.0
79.8
78.3
76.9
75.3
73.7
217
205
193
182
170
326
308
290
273
256
183
173
163
154
145
275
260
246
231
217
145
137
130
123
116
218
206
195
184
174
124
117
111
105
99.1
186
176
167
158
149
32
34
36
38
40
77.3 116
70.0 105
62.9 94.5
56.5 84.9
51.0 76.6
46.7
44.2
41.4
38.4
35.0
70.2
66.4
62.2
57.7
52.6
149
132
118
106
95.6
225
199
177
159
144
127
113
100
90.2
81.4
191
169
151
136
122
102
90.2
80.5
72.2
65.2
153
136
121
109
98.0
87.5 131
77.5 116
69.1 104
62.0 93.2
56.0 84.1
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
Fy = 46 ksi
Properties
2
Ag , in.
Ix = Iy , in.4
rx = ry , in.
ASD
Ωc = 1.67
6.06
78.2
3.59
LRFD
4.09
53.5
3.62
c
16.4
146
2.99
13.5
125
3.04
Shape is slender for compression with Fy = 46 ksi.
φc = 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
10.4
100
3.10
8.76
85.6
3.13
AISC_Part 4A:14th Ed.
2/23/11
10:06 AM
Page 57
4–57
STEEL COMPRESSION—MEMBER SELECTION TABLES
Table 4-4 (continued)
Available Strength in
Axial Compression, kips
Fy = 46 ksi
HSS8-HSS7
Square HSS
HSS8× 8×
Shape
t design, in.
lb/ft
3/16c
1/8c
5/8
0.233
25.8
0.174
19.6
0.116
13.3
0.581
50.8
1/2
0.465
42.1
3/8
0.349
32.6
Pn /Ωc φc Pn
Pn /Ωc φc Pn Pn /Ωc
φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
196
294
130
195
63.0
94.7
386
580
320
480
247
371
6
7
8
9
10
189
186
184
181
177
284
280
276
272
267
127
126
125
124
122
191
190
188
186
184
62.2
61.9
61.6
61.2
60.8
93.5
93.0
92.5
92.0
91.3
366
359
351
343
333
550
540
528
515
501
304
298
292
285
278
457
448
439
429
417
235
231
227
222
216
354
348
341
333
325
11
12
13
14
15
174
170
166
162
157
261
255
249
243
236
121
119
117
115
113
182
179
176
174
170
60.3
59.7
59.2
58.5
57.9
90.6
89.8
88.9
88.0
87.0
323
313
302
290
278
486
470
453
436
418
270
261
252
243
233
405
393
379
365
350
210
204
197
190
183
316
306
296
286
275
16
17
18
19
20
152
147
143
137
132
229
222
214
207
199
111
109
106
103
100
167
163
159
155
151
57.2
56.4
55.6
54.7
53.7
85.9
84.7
83.5
82.2
80.8
266
253
241
228
215
399
381
362
343
324
223
213
203
193
182
336
320
305
290
274
175
168
160
152
145
264
252
241
229
217
21
22
23
24
25
127
122
117
111
106
191
183
175
168
160
97.0
93.0
89.1
85.2
81.3
146
140
134
128
122
52.7
51.7
50.6
49.4
48.2
79.3
77.7
76.0
74.3
72.4
203
191
179
167
155
305
287
268
251
233
172
162
152
143
133
259
244
229
214
200
137
129
122
114
107
206
194
183
172
161
26
27
28
29
30
101
96.0
91.0
86.0
81.2
152
144
137
129
122
77.4 116
73.6 111
69.8 105
66.1 99.3
62.5 93.9
46.9
45.5
44.1
42.6
41.0
70.5
68.4
66.2
64.0
61.6
144
133
124
116
108
216
201
186
174
162
124
115
107
99.6
93.1
186
173
161
150
140
100
92.9
86.4
80.6
75.3
150
140
130
121
113
32
34
36
38
40
71.8 108
63.6 95.6
56.7 85.3
50.9 76.5
46.0 69.1
55.4
49.0
43.7
39.3
35.4
37.5
33.7
30.0
27.0
24.3
56.4
50.6
45.2
40.5
36.6
95.0
84.1
75.1
67.4
60.8
143
126
113
101
91.4
81.8 123
72.4 109
64.6 97.1
58.0 87.2
52.3 78.7
66.2
58.6
52.3
46.9
42.3
99.4
88.1
78.6
70.5
63.6
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
HSS7× 7×
1/4
83.2
73.7
65.7
59.0
53.2
Properties
2
Ag , in.
Ix = Iy , in.4
rx = ry , in.
ASD
Ωc = 1.67
7.10
70.7
3.15
LRFD
5.37
54.4
3.18
c
3.62
37.4
3.21
14.0
93.4
2.58
Shape is slender for compression with Fy = 46 ksi.
φc = 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
11.6
80.5
2.63
8.97
65.0
2.69
AISC_Part 4A:14th Ed.
2/23/11
10:06 AM
Page 58
4–58
DESIGN OF COMPRESSION MEMBERS
Table 4-4 (continued)
Available Strength in
Axial Compression, kips
HSS7-HSS6
Square HSS
HSS7× 7×
Shape
t design, in.
lb/ft
HSS6× 6×
5/16
1/4
3/16c
1/8 c
5/8
0.291
27.6
0.233
22.4
0.174
17.1
0.116
11.6
0.581
42.3
1/2
0.465
35.2
Pn /Ωc φc Pn
Pn /Ωc φc Pn Pn /Ωc
φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
209
314
170
255
124
187
61.7
92.7
322
484
268
403
6
7
8
9
10
199
196
192
188
183
300
295
289
283
276
162
160
157
153
150
244
240
235
230
225
120
119
117
116
113
181
179
177
174
170
60.5
60.0
59.5
59.0
58.3
90.9
90.2
89.5
88.6
87.6
299
291
283
273
262
450
438
425
410
394
250
244
237
229
221
376
367
356
344
332
11
12
13
14
15
178
173
168
162
156
268
260
252
243
234
146
141
137
132
127
219
212
206
199
191
110
107
104
100
96.8
166
161
156
151
146
57.6
56.8
56.0
55.0
54.0
86.6
85.4
84.1
82.7
81.2
251
240
228
215
203
378
360
342
324
305
212
203
193
183
173
319
305
290
275
260
16
17
18
19
20
150
143
137
130
124
225
215
206
196
186
122
117
112
107
102
184
176
169
161
153
93.1
89.3
85.5
81.6
77.6
140
134
128
123
117
52.9
51.8
50.5
49.2
47.8
79.6
77.8
75.9
73.9
71.8
190
178
165
153
142
286
267
249
231
213
163
153
143
133
123
245
230
215
200
185
21
22
23
24
25
117
111
105
98.3
92.2
176
167
157
148
139
96.6
91.4
86.3
81.3
76.3
145
137
130
122
115
73.7 111
69.8 105
66.0 99.1
62.2 93.4
58.4 87.8
46.3
44.7
43.0
41.2
39.3
69.5
67.1
64.6
61.9
59.1
130
119
109
99.8
92.0
196
179
163
150
138
114
104
95.6
87.8
80.9
171
157
144
132
122
26
27
28
29
30
86.3
80.4
74.8
69.7
65.1
130
121
112
105
97.9
71.5 107
66.8 100
62.1 93.4
57.9 87.0
54.1 81.3
54.8
51.2
47.7
44.5
41.6
82.4
77.0
71.7
66.8
62.5
37.3
35.2
33.0
30.7
28.7
56.1
52.9
49.6
46.2
43.2
85.1
78.9
73.4
68.4
63.9
128
119
110
103
96.0
74.8 112
69.4 104
64.5 96.9
60.1 90.4
56.2 84.4
32
34
36
38
40
57.2
50.7
45.2
40.6
36.6
86.0
76.2
68.0
61.0
55.1
47.6
42.1
37.6
33.7
30.4
36.5
32.4
28.9
25.9
23.4
54.9
48.6
43.4
38.9
35.1
25.3
22.4
20.0
17.9
16.2
38.0
33.6
30.0
26.9
24.3
56.2
49.7
44.4
84.4
74.8
66.7
49.4
43.7
39.0
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
Fy = 46 ksi
71.5
63.3
56.5
50.7
45.8
74.2
65.7
58.6
Properties
2
Ag , in.
Ix = Iy , in.4
rx = ry , in.
ASD
Ωc = 1.67
7.59
56.1
2.72
LRFD
φc = 0.90
6.17
46.5
2.75
4.67
36.0
2.77
3.16
24.8
2.80
11.7
55.2
2.17
Shape is slender for compression with Fy = 46 ksi.
Note: Heavy line indicates KL /ry equal to or greater than 200.
c
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
9.74
48.3
2.23
AISC_Part 4A:14th Ed.
2/23/11
10:06 AM
Page 59
4–59
STEEL COMPRESSION—MEMBER SELECTION TABLES
Table 4-4 (continued)
Available Strength in
Axial Compression, kips
Fy = 46 ksi
HSS6
Square HSS
HSS6× 6×
Shape
t design, in.
lb/ft
5/16
0.349
27.5
0.291
23.3
Pn /Ωc
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
3/8
φc Pn
Pn /Ωc
1/4
0.233
19.0
φc Pn
1/8 c
0.116
9.86
3/16
0.174
14.5
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
209
314
177
266
144
217
110
165
59.6
89.6
6
7
8
9
10
195
191
185
180
173
293
286
279
270
260
166
162
158
153
148
249
244
237
230
222
135
132
129
125
121
204
199
194
188
182
103
101
98.2
95.3
92.3
155
151
148
143
139
57.8
57.1
56.3
55.4
54.4
86.8
85.8
84.6
83.3
81.8
11
12
13
14
15
167
160
152
145
137
250
240
229
218
206
142
136
130
124
118
214
205
196
187
177
117
112
107
102
96.9
175
168
161
153
146
89.0
85.5
81.9
78.2
74.4
134
129
123
118
112
53.3
52.1
50.7
49.3
47.7
80.1
78.3
76.2
74.0
71.6
16
17
18
19
20
130
122
114
107
99.1
195
183
172
160
149
111
105
98.4
92.0
85.7
167
158
148
138
129
91.8
86.6
81.4
76.2
71.1
138
130
122
115
107
70.5
66.6
62.7
58.8
55.0
106
100
94.2
88.4
82.7
46.0
44.1
42.2
40.1
37.7
69.1
66.3
63.4
60.2
56.7
21
22
23
24
25
91.8
84.7
77.8
71.4
65.8
138
127
117
107
98.9
79.5
73.6
67.7
62.2
57.3
120
111
102
93.5
86.1
66.2
61.3
56.6
52.0
47.9
99.4
92.1
85.1
78.1
72.0
51.2
47.6
44.0
40.5
37.3
77.0
71.5
66.2
60.9
56.1
35.2
32.7
30.3
27.9
25.8
52.9
49.2
45.6
42.0
38.7
26
27
28
29
30
60.8
56.4
52.5
48.9
45.7
91.4
84.8
78.8
73.5
68.7
53.0
49.1
45.7
42.6
39.8
79.6
73.8
68.7
64.0
59.8
44.3
41.1
38.2
35.6
33.3
66.6
61.7
57.4
53.5
50.0
34.5
32.0
29.8
27.7
25.9
51.9
48.1
44.7
41.7
39.0
23.8
22.1
20.5
19.1
17.9
35.8
33.2
30.9
28.8
26.9
32
34
36
38
40.2
35.6
31.7
28.5
60.4
53.5
47.7
42.8
35.0
31.0
27.6
24.8
52.6
46.6
41.5
37.3
29.2
25.9
23.1
20.7
44.0
38.9
34.7
31.2
22.8
20.2
18.0
16.2
34.2
30.3
27.1
24.3
15.7
13.9
12.4
11.1
23.6
20.9
18.7
16.8
Properties
Ag , in.2
Ix = Iy , in.4
rx = ry , in.
ASD
Ωc = 1.67
7.58
39.5
2.28
LRFD
6.43
34.3
2.31
c
5.24
28.6
2.34
3.98
22.3
2.37
Shape is slender for compression with Fy = 46 ksi.
φc = 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
2.70
15.5
2.39
AISC_Part 4A:14th Ed.
2/23/11
10:07 AM
Page 60
4–60
DESIGN OF COMPRESSION MEMBERS
Table 4-4 (continued)
Available Strength in
Axial Compression, kips
HSS51⁄ 2 -HSS5
Square HSS
HSS5 1/2 × 5 1/2 ×
Shape
t design, in.
lb/ft
HSS5× 5×
3/8
5/16
1/4
3/16
1/8 c
0.349
24.9
0.291
21.2
0.233
17.3
0.174
13.3
0.116
9.01
1/2
0.465
28.4
Pn /Ωc φc Pn
Pn /Ωc φc Pn Pn /Ωc
φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
190
285
161
242
131
197
100
150
58.0
87.2
217
326
1
2
3
4
5
189
188
186
183
179
284
282
279
275
269
161
160
158
156
153
242
240
237
234
229
131
130
129
127
125
197
196
194
191
187
99.8
99.2
98.1
96.7
94.9
150
149
147
145
143
58.0
57.8
57.5
57.0
56.4
87.1
86.9
86.4
85.7
84.8
216
215
211
207
202
325
322
318
311
303
6
7
8
9
10
175
170
164
158
151
263
255
247
238
228
149
145
140
135
130
224
218
211
203
195
122
118
115
111
106
183
178
172
166
160
92.8
90.3
87.5
84.5
81.2
139
136
132
127
122
55.7
54.8
53.8
52.7
51.4
83.7
82.4
80.9
79.2
77.3
195
188
180
171
162
294
283
271
257
244
11
12
13
14
15
145
137
130
122
115
217
206
195
184
172
124
118
112
105
98.8
186
177
168
158
148
101
96.6
91.6
86.5
81.3
153
145
138
130
122
77.8
74.1
70.4
66.6
62.7
117
111
106
100
94.2
50.0
48.5
46.7
44.9
42.9
75.2
72.8
70.3
67.5
64.5
152
142
132
122
112
229
214
199
184
169
16
17
18
19
20
107
99.2
91.7
84.5
77.4
161
149
138
127
116
92.3
85.9
79.6
73.5
67.5
139
129
120
110
101
76.1 114
70.9 107
65.8 98.9
60.8 91.4
55.9 84.1
58.8
54.9
51.0
47.3
43.6
88.3
82.5
76.7
71.0
65.5
40.4
37.8
35.2
32.7
30.2
60.7
56.8
52.9
49.1
45.4
103
93.2
84.1
75.5
68.1
154
140
126
113
102
21
22
23
24
25
70.5 106
64.2 96.5
58.7 88.3
53.9 81.1
49.7 74.7
61.6
56.2
51.4
47.2
43.5
92.7
84.4
77.2
70.9
65.4
51.2
46.7
42.7
39.2
36.1
77.0
70.1
64.2
58.9
54.3
40.0
36.5
33.4
30.7
28.3
60.2
54.9
50.2
46.1
42.5
27.8
25.4
23.3
21.4
19.7
41.8
38.2
35.0
32.1
29.6
61.8
56.3
51.5
47.3
43.6
92.9
84.6
77.4
71.1
65.5
26
27
28
29
30
46.0
42.6
39.6
36.9
34.5
40.2
37.3
34.7
32.3
30.2
60.4
56.0
52.1
48.6
45.4
33.4
31.0
28.8
26.9
25.1
50.2
46.6
43.3
40.4
37.7
26.2
24.2
22.5
21.0
19.6
39.3
36.4
33.9
31.6
29.5
18.2
16.9
15.7
14.6
13.7
27.4
25.4
23.6
22.0
20.6
40.3
37.4
34.8
32.4
30.3
60.6
56.2
52.2
48.7
45.5
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
Fy = 46 ksi
69.1
64.1
59.6
55.5
51.9
Properties
2
Ag , in.
Ix = Iy , in.4
rx = ry , in.
ASD
Ωc = 1.67
6.88
29.7
2.08
LRFD
5.85
25.9
2.11
c
4.77
21.7
2.13
3.63
17.0
2.16
Shape is slender for compression with Fy = 46 ksi.
φc = 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
2.46
11.8
2.19
7.88
26.0
1.82
AISC_Part 4A:14th Ed.
2/23/11
10:07 AM
Page 61
4–61
STEEL COMPRESSION—MEMBER SELECTION TABLES
Table 4-4 (continued)
Available Strength in
Axial Compression, kips
Fy = 46 ksi
HSS5-HSS4 1⁄ 2
Square HSS
t design, in.
lb/ft
3/8
5/16
1/4
3/16
1/8 c
0.349
22.4
0.291
19.1
0.233
15.6
0.174
12.0
0.116
8.16
1/2
0.465
25.0
Pn /Ωc φc Pn
Pn /Ωc φc Pn Pn /Ωc
φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
170
256
145
218
118
178
90.3
136
56.4
84.8
191
288
1
2
3
4
5
170
168
166
163
159
255
253
250
245
239
144
143
141
139
135
217
215
213
209
204
118
117
116
114
111
178
176
174
171
167
90.1
89.4
88.3
86.8
84.8
135
134
133
130
127
56.4
56.1
55.7
55.1
54.3
84.7
84.3
83.7
82.8
81.6
191
189
185
180
174
287
283
278
271
262
6
7
8
9
10
154
149
143
136
129
232
223
214
204
194
132
127
122
117
111
198
191
183
175
167
108
104
100
95.9
91.3
162
157
151
144
137
82.5
79.8
76.9
73.7
70.2
124
120
116
111
106
53.4
52.3
51.0
49.5
47.8
80.2
78.5
76.6
74.4
71.9
167
159
151
141
132
252
240
227
213
198
11
12
13
14
15
122
114
107
98.9
91.3
183
172
160
149
137
105
98.5
92.1
85.6
79.2
157
148
138
129
119
86.5
81.4
76.3
71.1
66.0
130
122
115
107
99.2
66.6
62.8
59.0
55.1
51.2
100
94.4
88.7
82.8
77.0
45.7
43.2
40.6
38.0
35.4
68.7
64.9
61.1
57.2
53.2
122
112
102
92.0
82.6
183
168
153
138
124
16
17
18
19
20
83.8 126
76.4 115
69.4 104
62.5 93.9
56.4 84.8
72.9 110
66.7 100
60.7 91.3
54.9 82.5
49.6 74.5
60.9
55.9
51.0
46.3
41.8
91.5
84.0
76.7
69.6
62.8
47.4
43.6
39.9
36.4
32.9
71.2
65.5
60.0
54.6
49.4
32.8
30.3
27.8
25.4
23.0
49.4
45.5
41.8
38.2
34.6
73.5 110
65.1 97.8
58.0 87.2
52.1 78.3
47.0 70.7
21
22
23
24
25
51.2
46.6
42.6
39.2
36.1
76.9
70.0
64.1
58.9
54.2
44.9
41.0
37.5
34.4
31.7
67.6
61.5
56.3
51.7
47.7
37.9
34.5
31.6
29.0
26.7
57.0
51.9
47.5
43.6
40.2
29.8
27.2
24.9
22.8
21.0
44.8
40.8
37.4
34.3
31.6
20.9
19.0
17.4
16.0
14.7
31.4
28.6
26.2
24.1
22.2
42.6
38.9
35.5
32.6
30.1
64.1
58.4
53.4
49.1
45.2
26
27
28
29
33.4
30.9
28.8
26.8
50.2
46.5
43.2
40.3
29.3
27.2
25.3
23.6
44.1
40.9
38.0
35.4
24.7
22.9
21.3
19.9
37.2
34.5
32.1
29.9
19.5
18.0
16.8
15.6
29.2
27.1
25.2
23.5
13.6
12.6
11.8
11.0
20.5
19.0
17.7
16.5
27.8
41.8
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
HSS41/2 × 41/2 ×
HSS5× 5×
Shape
Properties
2
Ag , in.
Ix = Iy , in.4
rx = ry , in.
ASD
Ωc = 1.67
6.18
21.7
1.87
LRFD
φc = 0.90
5.26
19.0
1.90
4.30
16.0
1.93
3.28
12.6
1.96
Shape is slender for compression with Fy = 46 ksi.
Note: Heavy line indicates KL /ry equal to or greater than 200.
c
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
2.23
8.80
1.99
6.95
18.1
1.61
AISC_Part 4A:14th Ed.
2/23/11
10:07 AM
Page 62
4–62
DESIGN OF COMPRESSION MEMBERS
Table 4-4 (continued)
Available Strength in
Axial Compression, kips
HSS41⁄ 2 -HSS4
Square HSS
HSS4 1/2 × 4 1/2 ×
Shape
t design, in.
lb/ft
HSS4× 4×
3/8
5/16
1/4
3/16
1/8 c
0.349
19.8
0.291
17.0
0.233
13.9
0.174
10.7
0.116
7.31
1/2
0.465
21.6
Pn /Ωc φc Pn
Pn /Ωc φc Pn Pn /Ωc
φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
Pn /Ωc φc Pn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
151
227
129
194
106
159
80.7
121
54.4
81.8
166
249
1
2
3
4
5
150
149
146
143
138
226
224
220
215
208
128
127
125
122
119
193
191
188
184
178
105
104
103
100
97.5
158
157
154
151
147
80.5
79.7
78.4
76.7
74.6
121
120
118
115
112
54.3
54.0
53.4
52.5
51.0
81.6
81.1
80.3
78.8
76.7
165
163
159
153
147
248
244
239
231
221
6
7
8
9
10
133
127
121
114
107
200
191
182
171
160
114
109
104
98.3
92.2
172
164
156
148
139
94.1
90.3
86.0
81.4
76.5
141
136
129
122
115
72.0
69.1
65.9
62.5
58.8
108
104
99.1
93.9
88.4
49.3
47.4
45.3
43.0
40.6
74.2
71.3
68.1
64.6
61.0
139
131
121
112
102
209
196
182
168
153
11
12
13
14
15
99.2
91.5
83.9
76.4
69.1
149
138
126
115
104
85.9
79.6
73.2
66.8
60.6
129
120
110
100
91.1
71.5 107
66.4 99.8
61.2 92.0
56.1 84.3
51.1 76.7
55.0
51.2
47.3
43.4
39.6
82.7
76.9
71.1
65.3
59.5
38.1
35.5
32.9
30.3
27.7
57.2
53.3
49.4
45.5
41.6
92.0 138
82.2 124
72.8 109
63.7 95.8
55.5 83.5
16
17
18
19
20
62.0
55.2
49.2
44.2
39.9
93.2
83.0
74.0
66.4
59.9
54.7
48.8
43.6
39.1
35.3
82.1
73.4
65.5
58.8
53.0
46.2
41.5
37.0
33.2
30.0
69.4
62.4
55.6
49.9
45.1
35.9
32.4
28.9
25.9
23.4
54.0
48.6
43.4
39.0
35.2
25.2
22.8
20.4
18.3
16.5
37.9
34.2
30.7
27.5
24.9
48.8
43.2
38.6
34.6
31.2
73.3
65.0
58.0
52.0
46.9
21
22
23
24
25
36.2
33.0
30.2
27.7
25.5
54.4
49.5
45.3
41.6
38.4
32.0
29.2
26.7
24.5
22.6
48.1
43.8
40.1
36.8
34.0
27.2
24.8
22.7
20.8
19.2
40.9
37.3
34.1
31.3
28.8
21.2
19.4
17.7
16.3
15.0
31.9
29.1
26.6
24.4
22.5
15.0
13.7
12.5
11.5
10.6
22.5
20.5
18.8
17.3
15.9
28.3
25.8
23.6
42.6
38.8
35.5
26
27
28
29
23.6
21.9
35.5
32.9
20.9
19.4
18.0
31.4
29.1
27.1
17.7
16.5
15.3
26.7
24.7
23.0
13.9
12.8
11.9
11.1
20.8
19.3
18.0
16.7
9.78
9.07
8.44
7.86
14.7
13.6
12.7
11.8
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
Fy = 46 ksi
Properties
2
Ag , in.
Ix = Iy , in.4
rx = ry , in.
ASD
Ωc = 1.67
5.48
15.3
1.67
LRFD
φc = 0.90
4.68
13.5
1.70
3.84
11.4
1.73
2.93
9.02
1.75
Shape is slender for compression with Fy = 46 ksi.
Note: Heavy line indicates KL /ry equal to or greater than 200.
c
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
2.00
6.35
1.78
6.02
11.9
1.41
AISC_Part 4A:14th Ed.
2/23/11
10:07 AM
Page 63
4–63
STEEL COMPRESSION—MEMBER SELECTION TABLES
Table 4-4 (continued)
Available Strength in
Axial Compression, kips
Fy = 46 ksi
HSS4
Square HSS
HSS4× 4×
Shape
t design, in.
lb/ft
5/16
0.349
17.3
0.291
14.8
Pn /Ωc
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
3/8
φc Pn
1/4
0.233
12.2
Pn /Ωc
φc Pn
Pn /Ωc
3/16
0.174
9.42
φc Pn
Pn /Ωc
1/8
0.116
6.46
φc Pn
Pn /Ωc
φc Pn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
132
198
113
170
92.8
140
71.1
107
48.8
73.3
1
2
3
4
5
131
129
126
123
118
197
194
190
184
177
112
111
109
105
101
169
167
163
158
152
92.4
91.3
89.4
86.8
83.6
139
137
134
130
126
70.8
69.9
68.5
66.6
64.2
106
105
103
100
96.6
48.6
48.0
47.1
45.8
44.2
73.0
72.1
70.8
68.9
66.5
6
7
8
9
10
112
106
98.8
91.6
84.1
168
159
149
138
126
96.5
91.2
85.4
79.3
73.0
145
137
128
119
110
79.8
75.6
71.0
66.1
61.0
120
114
107
99.3
91.7
61.5
58.3
54.9
51.3
47.5
92.4
87.7
82.5
77.1
71.4
42.4
40.3
38.0
35.6
33.1
63.7
60.6
57.2
53.5
49.7
11
12
13
14
15
76.5
69.0
61.7
54.7
47.9
115
104
92.8
82.2
72.0
66.6
60.3
54.0
48.0
42.2
100
90.6
81.2
72.2
63.5
55.9
50.8
45.7
40.8
36.1
84.0
76.3
68.7
61.3
54.3
43.6
39.8
36.0
32.2
28.7
65.6
59.8
54.0
48.5
43.1
30.5
27.9
25.3
22.8
20.4
45.8
41.9
38.0
34.3
30.6
16
17
18
19
20
42.1
37.3
33.3
29.9
27.0
63.3
56.1
50.0
44.9
40.5
37.1
32.9
29.3
26.3
23.8
55.8
49.4
44.1
39.6
35.7
31.7
28.1
25.1
22.5
20.3
47.7
42.3
37.7
33.8
30.5
25.3
22.4
20.0
17.9
16.2
38.0
33.6
30.0
26.9
24.3
18.0
16.0
14.2
12.8
11.5
27.1
24.0
21.4
19.2
17.3
21
22
23
24
25
24.4
22.3
20.4
18.7
36.7
33.5
30.6
28.1
21.5
19.6
18.0
16.5
32.4
29.5
27.0
24.8
18.4
16.8
15.4
14.1
13.0
27.7
25.2
23.1
21.2
19.5
14.7
13.4
12.2
11.2
10.4
22.1
20.1
18.4
16.9
15.6
10.5
9.53
8.72
8.01
7.38
15.7
14.3
13.1
12.0
11.1
6.82
10.3
26
Properties
2
Ag , in.
Ix = Iy , in.4
rx = ry , in.
4.78
10.3
1.47
ASD
LRFD
Ωc = 1.67
φc = 0.90
4.10
9.14
1.49
3.37
7.80
1.52
2.58
6.21
1.55
Note: Heavy line indicates KL /ry equal to or greater than 200.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
1.77
4.40
1.58
AISC_Part 4A:14th Ed.
2/23/11
10:07 AM
Page 64
4–64
DESIGN OF COMPRESSION MEMBERS
Table 4-4 (continued)
Available Strength in
Axial Compression, kips
HSS31⁄ 2
Square HSS
HSS3 1/2 × 3 1/2 ×
Shape
t design, in.
lb/ft
3/8
5/16
0.349
14.7
0.291
12.7
Pn /Ωc
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
Fy = 46 ksi
φc Pn
Pn /Ωc
1/4
0.233
10.5
φc Pn
Pn /Ωc
3/16
0.174
8.15
φc Pn
Pn /Ωc
φc Pn
1/8
0.116
5.61
Pn /Ωc
φc Pn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
113
169
97.0
146
80.2
120
61.7
92.7
42.4
63.8
1
2
3
4
5
112
110
107
102
96.7
168
165
160
154
145
96.4
94.7
92.0
88.3
83.8
145
142
138
133
126
79.7
78.4
76.2
73.3
69.8
120
118
115
110
105
61.4
60.4
58.8
56.7
54.0
92.2
90.8
88.4
85.2
81.2
42.2
41.6
40.5
39.1
37.3
63.4
62.5
60.9
58.7
56.0
6
7
8
9
10
90.4
83.5
76.2
68.7
61.2
136
126
115
103
92.0
78.6
72.9
66.8
60.5
54.2
118
110
100
90.9
81.4
65.6
61.0
56.2
51.1
46.0
98.6
91.7
84.4
76.8
69.1
51.0
47.6
43.9
40.1
36.3
76.6
71.5
66.0
60.3
54.5
35.2
32.9
30.5
27.9
25.3
52.9
49.5
45.8
42.0
38.1
11
12
13
14
15
53.8
46.8
40.1
34.6
30.1
80.9
70.3
60.3
52.0
45.3
47.9
41.9
36.2
31.2
27.2
72.1
63.0
54.4
46.9
40.8
40.9
36.0
31.3
27.0
23.5
61.5
54.1
47.1
40.6
35.4
32.4
28.7
25.1
21.7
18.9
48.7
43.1
37.8
32.7
28.5
22.7
20.2
17.7
15.4
13.4
34.1
30.3
26.7
23.1
20.2
16
17
18
19
20
26.5
23.5
20.9
18.8
16.9
39.8
35.2
31.4
28.2
25.5
23.9
21.2
18.9
16.9
15.3
35.9
31.8
28.4
25.5
23.0
20.7
18.3
16.3
14.7
13.2
31.1
27.5
24.6
22.0
19.9
16.6
14.7
13.2
11.8
10.7
25.0
22.2
19.8
17.7
16.0
11.8
10.4
9.31
8.36
7.54
17.7
15.7
14.0
12.6
11.3
21
22
15.4
23.1
13.9
20.8
12.0
10.9
18.0
16.4
9.66
8.80
14.5
13.2
6.84
6.23
10.3
9.37
Properties
2
Ag , in.
Ix = Iy , in.4
rx = ry , in.
4.09
6.49
1.26
ASD
LRFD
Ωc = 1.67
φc = 0.90
3.52
5.84
1.29
2.91
5.04
1.32
2.24
4.05
1.35
Note: Heavy line indicates KL /ry equal to or greater than 200.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
1.54
2.90
1.37
AISC_Part 4A:14th Ed.
2/23/11
10:07 AM
Page 65
4–65
STEEL COMPRESSION—MEMBER SELECTION TABLES
Table 4-4 (continued)
Available Strength in
Axial Compression, kips
Fy = 46 ksi
HSS3
Square HSS
HSS3× 3×
Shape
t design, in.
lb/ft
5/16
0.349
12.2
0.291
10.6
Pn /Ωc
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
3/8
φc Pn
Pn /Ωc
1/4
0.233
8.81
φc Pn
Pn /Ωc
3/16
0.174
6.87
φc Pn
Pn /Ωc
φc Pn
1/8
0.116
4.75
Pn /Ωc
φc Pn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
93.4
140
81.0
122
67.2
101
52.1
78.2
35.8
53.8
1
2
3
4
5
92.6
90.2
86.4
81.3
75.3
139
136
130
122
113
80.3
78.3
75.1
70.9
65.8
121
118
113
107
98.9
66.7
65.1
62.6
59.3
55.2
100
97.9
94.1
89.1
83.0
51.7
50.5
48.7
46.2
43.2
77.7
75.9
73.2
69.4
64.9
35.6
34.8
33.6
32.0
30.0
53.4
52.3
50.5
48.1
45.1
6
7
8
9
10
68.5
61.2
53.8
46.4
39.4
103
92.0
80.8
69.8
59.3
60.1
53.9
47.6
41.3
35.3
90.3
81.0
71.5
62.1
53.0
50.6
45.7
40.6
35.6
30.6
76.1
68.7
61.1
53.4
46.0
39.8
36.1
32.3
28.5
24.7
59.8
54.3
48.6
42.8
37.1
27.8
25.3
22.8
20.2
17.6
41.7
38.1
34.2
30.3
26.5
11
12
13
14
15
32.9
27.6
23.5
20.3
17.7
49.4
41.5
35.4
30.5
26.6
29.6
24.9
21.2
18.3
15.9
44.5
37.4
31.8
27.4
23.9
25.9
21.8
18.6
16.0
13.9
39.0
32.8
27.9
24.1
21.0
21.1
17.8
15.2
13.1
11.4
31.8
26.8
22.8
19.7
17.1
15.2
12.9
11.0
9.48
8.26
22.9
19.4
16.5
14.2
12.4
16
17
18
19
15.5
13.8
23.3
20.7
14.0
12.4
11.0
21.0
18.6
16.6
12.3
10.9
9.69
18.4
16.3
14.6
10.0
8.87
7.91
7.10
15.1
13.3
11.9
10.7
7.26
6.43
5.73
5.15
10.9
9.66
8.62
7.73
Properties
2
Ag , in.
Ix = Iy , in.4
rx = ry , in.
3.39
3.78
1.06
ASD
LRFD
Ωc = 1.67
φc = 0.90
2.94
3.45
1.08
2.44
3.02
1.11
1.89
2.46
1.14
Note: Heavy line indicates KL /ry equal to or greater than 200.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
1.30
1.78
1.17
AISC_Part 4A:14th Ed.
2/23/11
10:07 AM
Page 66
4–66
DESIGN OF COMPRESSION MEMBERS
Table 4-4 (continued)
Available Strength in
Axial Compression, kips
HSS21⁄ 2 -HSS21⁄4
Square HSS
HSS2 1/2 × 2 1/2 ×
Shape
t design, in.
lb/ft
Design
Effective length, KL (ft), with respect to least radius of gyration, ry
Fy = 46 ksi
HSS2 1/4× 2 1/4×
5/16
1/4
3/16
1/8
0.291
8.45
0.233
7.11
0.174
5.59
0.116
3.90
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
1/4
0.233
6.26
Pn /Ωc
φc Pn
Pn /Ωc
φc Pn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
64.7
97.3
54.3
81.6
42.4
63.8
29.5
44.3
47.9
72.0
1
2
3
4
5
63.9
61.6
57.8
53.0
47.3
96.1
92.5
86.9
79.6
71.2
53.6
51.8
48.8
45.0
40.4
80.6
77.8
73.4
67.6
60.8
42.0
40.6
38.4
35.6
32.2
63.1
61.0
57.7
53.4
48.4
29.2
28.3
26.8
25.0
22.7
43.8
42.5
40.3
37.5
34.2
47.2
45.2
41.9
37.8
33.0
71.0
67.9
63.0
56.7
49.6
6
7
8
9
10
41.3
35.1
29.1
23.5
19.0
62.0
52.7
43.7
35.2
28.6
35.5
30.5
25.6
20.9
17.0
53.4
45.9
38.5
31.5
25.5
28.5
24.7
20.9
17.4
14.1
42.9
37.1
31.5
26.1
21.2
20.3
17.7
15.1
12.7
10.4
30.5
26.6
22.8
19.1
15.6
28.0
23.1
18.4
14.6
11.8
42.1
34.7
27.7
21.9
17.7
11
12
13
14
15
15.7
13.2
11.2
9.69
23.6
19.8
16.9
14.6
14.0
11.8
10.0
8.65
7.53
21.1
17.7
15.1
13.0
11.3
11.7
9.80
8.35
7.20
6.27
17.5
14.7
12.6
10.8
9.43
8.60
7.22
6.15
5.31
4.62
12.9
10.9
9.25
7.98
6.95
9.75
8.19
6.98
14.7
12.3
10.5
4.06
6.11
16
Properties
2
Ag , in.
Ix = Iy , in.4
rx = ry , in.
2.35
1.82
0.880
ASD
LRFD
Ωc = 1.67
φc = 0.90
1.97