STEEL
CONSTRUCTION
■s
7
»✓
MANUAL
AMERICAN INSTITUTE
OF
STEEL CONSTRUCTION
INC.
THIRTEENTH EDITION
vi
Copyright © 2005
by
American Institute of Steel Construction, Inc.
ISBN 1-56424-055-X
All rights reserved. This book or any part thereof
must not be reproduced in any form without the
written permission of the publisher.
The information presented in this publication has been prepared in accordance with recognized engineering principles and is for general information only. While it is believed to be
accurate, this information should not be used or relied upon for any specific application
without competent professional examination and verification of its accuracy, suitability, and
applicability by a licensed 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: December 2005
Second Printing: July 2006
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
vii
FOREWORD
The American Institute of Steel Construction, founded 1921, is the non-profit technical
specifying and trade organization for the fabricated structural steel industry in the United
States. Executive and engineering headquarters of AISC are maintained in Chicago.
The Institute is supported by four classes of membership: Active Members engaged in
the fabrication, production, and sale of structural steel; Associate Members, who include
Erectors, Detailers, Industry-Related Consultants, Software Developers, and Steel Product
Manufacturers; Professional Members, who are individuals or firms engaged in the practice
of architecture or engineering, including architectural and engineering educators; and
Affiliate Members, who include General Contractors, Building Inspectors, and Code
Officials. 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.
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. AISC has a long tradition of service to the steel
construction industry providing timely and reliable information.
To accomplish these objectives, 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. Outstanding among AISC standards are
the Specification for Structural Steel Buildings and the Code of Standard Practice for Steel
Buildings and Bridges.
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. Almost all of the information AISC publishes is available for download from the AISC web site at www.aisc.org.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
PREFACE
This Manual is the thirteenth major update of the AISC Steel Construction Manual, which
was first published in 1927. With this revision, the previously separate Allowable Stress
Design and Load and Resistance Factor Design methods have been combined. Thus, this
Manual replaces both the 9th Edition ASD Manual and the 3rd Edition LRFD Manual. Much
of the HSS Connections Manual has also been incorporated and updated in this Manual.
The following specifications, codes and standards are printed in Part 16 of this Manual:
• 2005 AISC Specification for Structural Steel Buildings
• 2004 RCSC Specification for Structural Joints Using ASTM A325 or A490 Bolts
• 2005 AISC Code of Standard Practice for Steel Buildings and Bridges
The following resources are also included on the CD included with this Manual:
• AISC Design Examples, which illustrates the application of tables and specification
provisions that are included in this Manual.
• AISC Shapes Database VI 3.0 and VI 3.OH
• Background and supporting literature for the AISC Steel Construction Manual
The following major improvements have been made in this revision:
• The number of design examples has been expanded and included in a companion CD.
• All tabular information has been updated to comply with the 2005 Specification for
Structural Buildings and the standards and other documents referenced therein.
• Shape information has been updated to ASTM A6-05, including the new W36 shape
series.
• Design methods have been delineated by making use of a dual-color format, with numbers indicated in blue type representing LRFD design values, and numbers indicated in
green shading representing ASD design values. Tabulated values presented in black
type are independent of design method.
• Information on HSS connections has been integrated throughout this Manual.
• W8 members have been reintegrated into design tables with cautionary statements
regarding accessibility and dimensional constraints for connections made to them.
• Shapes with special design considerations, such as slenderness in compression or noncompactness in flexure, have been indicated throughout the member selection tables
with footnotes.
• Workable flat dimensions of HSS members have been tabulated.
• Design properties for Pipe are now tabulated using the same wall thickness reduction
factor used for HSS.
• An overview of provisions and a simplified method have been included for secondorder analysis and stability requirements.
• New information has been added on corrosion protection and compatibility of dissimilar metals.
• Charts have been added for shear strength of plate girders.
• Lower-bound strengths for eccentrically loaded single angles have been tabulated.
• Tables have been added for the critical buckling stress of compression members.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
• Tables for members subjected to combined axial load and bending have been expanded
and improved.
• A table has been provided for calculating the strength of concentrically loaded weld
groups.
• A direct calculation method has been added for calculating the buckling strength of
double-coped members.
• Prying action provisions have been modified so that the tensile strength is used in the
calculation rather than the yield strength.
• Beam bearing constants have been expanded to include all crippling and yielding cases.
• Revised design procedures for single-plate shear connections have been adopted,
including a new design procedure for extended single-plate shear connections.
• An updated design procedure for moment end-plate connections has been adopted
based upon yield-line analysis.
• The uniform force method weld ductility factor has changed from 1.4 to 1.25.
• Guidance on washer selection for anchor rods has been expanded.
• The design of bracket plates has been modified so that the plastic section modulus is
used rather than the elastic section modulus.
• The AISC Design Guide Series and other supporting references have been further
integrated through indexing and references to this material, where appropriate.
In addition, many other improvements have been made throughout this Manual.
By the AISC Committee on Manuals and Textbooks,
William A. Thornton, Chairman
Mark V. Holland, Vice-Chairman
Barry L. Barger
Charles J. Carter
Harry A. Cole
Brad Davis
Robert O. Disque
Marshall T. Ferrell
Lanny J. Flynn
Bill R. Lindley, II
Ronald L. Meng
Leonard R. Middleton
Thomas M. Murray
Charles R. Page
Davis G. Parsons, II
Clifford W. Schwinger
Victor Shneur
Marc L. Sorenson
Gary C. Violette
Michael A. West
Christopher M. Hewitt, Secretary
The committee gratefully acknowledges the contributions made to this Manual by the AISC
Committee on Specifications and the following individuals: Steven Ashton, Tom Childs,
David K. Cockrum, Janet S. Cummins, Richard A. DeVries, Ryan D. Dick, Cynthia Duncan,
Justin J. Fisk, Areti Gertos, Louis F. Geschwindner, Kurt Gustafson, John Harris, Ronald
Hiatt, Richard C. Kaehler, William Liddy, Gerald F. Loberger, Jr., Faris Malhas, Heath
Mitchell, Larry S. Muir, Gail Ferreira Ng-A-Kien, Fredrick J. Palmer, Carol Pivonka, Nancy
A. Rosenbaum, William T. Segui, Dan Swiatek, Thomas J. Schlafly, Ramulu Vinnakota,
Emily Whitbeck, Eric J. Yanovich, and Sergio Zoruba.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION. INC.
PART 1
DIMENSIONS AND PROPERTIES
SCOPE ..................................................................................................................................... I -3
STRUCTURAL PRODUCTS ................................................................................................. 1-3
W-, M-, S-, and HP-Shapes ..............................................................................................1-4
Channels .............................................................................................................................. 1-4
Angles ..................................................................................................................................1-4
Structural Tees (WT-, MT-, and ST-Shapes) .................................................................1-4
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 ..............................................................................................1-8
Crane Rails .........................................................................................................................1-8
Other Structural Products ................................................................................................. 1-9
STANDARD MILL PRACTICES
-........................................................................ 1-9
Hot-Rolled Structural Shapes ..........................................................................................1-9
Hollow Structural Sections ..............................................................................................1-9
Pipe ....................................................................................................................................1-9
Plate Products ..................................................................................................................... 1-9
TABLES OF DESIGN DIMENSIONS, DETAILING DIMENSIONS, AND AXIAL,
STRONG-AXIS FLEXURAL, AND WEAK-AXIS FLEXURAL PROPERTIES . . . .1-10
Table 1-1. W-Shapes ..................................................................................................... 1-10
Table 1-2. M-Shapes .....................................................................................................1-28
Table 1-3. S-Shapes .......................................................................................................1-30
Table 1-4. HP-Shapes ................................................................................................... 1-32
Table 1-5. C-Shapes .......................................................................................................1-34
Table 1-6. MC-Shapes ................................................................................................... 1-36
Table 1-7. Angles ............................................................................................................ 1 4-0
Table 1-8. WT-Shapes ................................................................................................... 1-48
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-2
Table 1-9.
MT-Shapes ................................................................................................. 1-68
Table 1-10. ST-Shapes ...................................................................................................1-70
Table 1-11. Rectangular HSS ........................................................................................ 1-72
Table 1-12. Square HSS ................................................................................................. 1-90
Table 1-13. Round HSS ................................................................................................. 1-94
Table 1-14. Pipe ..............................................................................................................1-99
Table 1-15. Double Angles ..........................................................................................1-100
Table 1-16. 2C-Shapes ................................................................................................. 1-108
Table 1-17. 2MC-Shapes ............................................................................................1-109
Table 1-18. Weights of Raised-Pattern Floor Plates ................................................ 1-1 11
Table 1-19. W-Shapes with Cap Channels ...............................................................1-112
Table 1-20. S-Shapes with Cap Channels .................................................................1-114
Table 1-21. Crane Rails ..............................................................................................1-116
Table 1-22. ASTM A6 Tolerances for W-Shapes and HP-Shapes .........................1-117
Table 1-23. ASTM A6 Tolerances for S-Shapes, M-Shapes, and Channels .........1-119
Table 1-24. ASTM A6 Tolerances for WT-, MT-, and ST-Shapes .........................1-120
Table 1-25. ASTM A6 Tolerances for Angles, Structural Size ................................ 1-121
Table 1-26. ASTM A6 Tolerances for Angles, Bar Size ......................................... 1-122
Table 1-27. Tolerances for Rectangular and Square HSS ....................................... 1-123
Table 1-28. Tolerances for Round HSS and Steel Pipe ...........................................1-124
Table 1-29. Rectangular Sheared Plates .................................................................... 1-125
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
STRUCTURAL PRODUCTS
1-3
SCOPE
The dimensions and properties for structural products commonly used in steel building
design and construction are given in this Part. For availability and 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 A1SC Specifications and Codes, see Part 16. For
other miscellaneous information, see Part 17. For torsional and flexural-torsional properties
of rolled shapes see AISC Design Guide 9, Torsional Analysis of Structural Steel Members.
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.
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-, S-,
or 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 16 2 /3 percent (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 (Ib/ft). For example, a W24x55 is- a W-shape that is nominally 24 in. deep and
weighs 55 Ib/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, kd , 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 the
listed value is footnoted, the actual size, combination, and orientation of fastener components
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1-4
DIMENSIONS AND PROPERTIES
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 16 2 /3 percent (2 on 12) on the inner flange surfaces.
• MC-shapes (also known as miscellaneous channels), which have a slope other than
16 2 /3 percent (2 on 12) on the inner flange surfaces.
These shapes are designated by the mark C or MC, nominal depth (in.) and nominal
weight (Ib/ft). For example, a Cl 2x25 is a C-shape that is nominally 12 in. deep and weighs
25 Ib/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 L4x3xV2 is an angle with one 4-in. leg, one 3-in. leg, and ]/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. Workable gages on angle
legs are tabulated at the end of Table 1-7.
• 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.
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.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
STRUCTURAL PRODUCTS
1-5
These shapes are designated by the mark WT, MT, or ST, nominal depth (in.) and nominal weight (Ib/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 WT12x27.5 is a structural tee split from a W-shape (W24x55), is nominally 12 in. deep and weighs 27.5 Ib/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 comers, 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
HSS10x10x72 is nominally 10 in. by 10 in. with a ’/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 HSS10.000x0.500 is
nominally 10 in. in diameter with a V2-in. nominal wall thickness.
Per AISC Specification Section B3.12, the wall thickness used in design, td is taken as
0.93 times the nominal wall thickness, t . The rationale for this requirement is explained
in the corresponding Commentary Section B3.12.
for
In calculating the tabulated b/t and h/t ratios, the outside comer radii are taken as 1.5
rectangular and square HSS, per AISC Specification Section B4.2. In other tabulated design
dimensions, the comer radii are taken as 2? . . In the tabulated workable flat dimensions of rectangular (and square) HSS, the outside comer radii are taken as 2.25t . 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 comer radius of 2tdes .
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1-6
DIMENSIONS AND PROPERTIES
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.
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 1 2 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 14.000x0.375 and Pipe 5.563x0.500 are proper designations.
Per AISC Specification Section B3.12, the wall thickness used in design, tdes , is taken as
0.93 times the nominal wall thickness, t . The rationale for this requirement is explained
in the corresponding Commentary Section B3.12.
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.
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 2L4x3x 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 2L4x3x*/2 SLBB is similar, except the 3-in. legs are back-to-back. In
both cases, the legs are l/2 in. thick.
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, INC.
STRUCTURAL PRODUCTS
1-7
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 equal-leg,
LLBB and SLBB angles. In each case, angle separations of zero in., 3/s 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 1-7.
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 2 MC-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 (Ib/ft). For example, a 2C 12x25 is a double channel that consists of two
channels that are each nominally 12 in. deep and each weigh 25 Ib/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/s 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
VQ
where
q = horizontal shear, kips/in.
V = vertical shear, kips.
Q = first moment of the channel area about the neutral axis of the combined cross
section, in. 3
1 = moment of inertia of the combined cross-section, in. 4
The effects of other forces, such as crane horizontal and lateral forces, may also require consideration, when applicable.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1-8
DIMENSIONS AND PROPERTIES
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 weak-axis
flexural properties of W-shapes with cap channels are given in Table 1-19.
• Design dimensions, detailing dimensions, and axial, strong-axis flexural and weak-axis
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 2-2.
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 PL 1/2x4 1/2Xl'-3", for
example, might be fabricated from plate or bar stock.
For structural plates, the preferred practice is to specify thickness in Vie-in. increments
up to 3/8-in. thickness, s-in. increments over 3/s-in. to 1-in. thickness, and -in. increments over 1-in. thickness. The current extreme widths 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 V4-in. increments, and thickness and
diameter in ’/8-in. increments.
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 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 Ib/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.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
STANDARD MILL PRACTICES
1-9
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 13 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 10, A501
Section 11, 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 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 12 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 13
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, INC.
DIMENSIONS AND PROPERTIES
1-10
d
' I
Table 1-1
W Shapes
r
X
X-
__
,
. bf
Dimensions
k
Shape
Depth,
A
d
Thickness,
in.2
in.
in.
tw
2
Width,
in.
in.
tw
W44x335
c
x290
c
85.4
43.6
43 /8 0.865
x262 c
76.9
43.3
43V4 0.785
42.9
42% 0.710
11
43.0
43
x230
c,v
98.5
67.7
W40x593 h 174
h
44.0
1.03
44
1
5
%
34
7 1/2
V
11
34
7 1/2
V
f
1 3/l6
/16 %
15.8
15%
1.22
1%
2.01
2%6
1%6
16%
3.23
31/4
4.41
4%
21/8
1
% 6 16.7
% 6 16.4
41
1.22
1%
16%
2.76
2%
3.94
4
2
/16 16.2
16%
2.36
2%
3.54
3%
1%
%
16.1
16%
2.20
23/l6
3.38
3V2
113 /16
1 /l6
%
16.1
16%
2.05
2%6
3.23
3%6
1 13/16
3
107
40.6
40 /2 1.12
1%
9
95.3
40.2
40 1/a 1.00
1
1
87.4
39.8
39% 0.930
15
c
81.4
39.7
3 9 % 0.830
13
x249 c
73.3
39.4
3 9 % 0.750
3
x215 c
63.4
39.0
39
W40x392 h 115
r
1 /4
2%
41.0
58.5
U
2 /w
2.20
x397 h 117
x199
51/2
2.36
9
0.650
38%
1
1%6
11
c
1 /l6
7
1 7/l6
1 5/l6
x277
2%
1.42
1 /l6
x297 c
2.56
15%
1.54
x362
in.
15 /8 1.58
41% 1.34
x324
in.
15.8
113/l6
1
in.
5
15.8
1.79
40% 1.16
in.
/l6
42
40.6
1%
kdet
in.
/l6
42.1
109
7
kdes
7
%6
41.3
h
1.77
16
Workable
Gage
1
148
x372
15.9
in.
T
%
x431 h 127
h
bf
*1
k
Thickness,
7
1
x503
Distance
Flange
Web
Area,
/l6
16.0
16
2.01
2
3.19
3%
1%
/2
15.9
15%
1.81
1 13/l6 2.99
3%6
11 %6
/l6
%
15.8
15 7/s 1.65
1%
2.83
215 /16 111/l6
/l6
%6
15.8
15%
1.58
1%6
2.76
2%
/4
%
15.8
15%
1.42
1 7/l6
2.60
%
%6
15.8
15%
1.22
1%
2.40
211/16 1%6
1 9/16
2%
1.07
1%6
2.25
2% 6 1%6
2.52
2%
3.70
313 /16 1 15 /l6
38.7
38% 0.650
%
5
/l6
15.8
15%
41.6
41% 1.42
1%6
%
12.4
12%
1%
13
h
97.5
40.8
4 0 % 1.22
1%
%
12.2
12%
2.13
2%
3.31
3%
1 /l6
x327 h
96.0
40.8
4 0 % 1.18
13/l6
%
12.1
12 1/8 2.13
2%
3.31
3%
113/16
x294
86.3
40.4
4 0 % 1.06
9
/l6
12.0
12
1.93
115/16 3.11
3%6
1%
x278
82.0
40.2
40% 1.03
1%6
1
1
/2
12.0
12
1.81
1 13/16 2.99
3%e
1%
77.6
40.0
40
1
/2
11.9
11%
1.73
1%
3
1 11/16
9
1%
x331
x264
0.960
1
39.7
3 9 % 0.830
1
%6
%6
11.9
11%
1.58
1 /16 2.76
2%
39.4
39 3/8 0.750
%
%
11.8
11%
1.42
17/l6
2.60
211/16 1 9/l6
39
%
5
/l6
11.8
11%
1.20
1%6
2.38
2%
19/16
%
5
/l6
11.8
11%
1.03
1
2.21
2%6
1 9/l6
%
5
/16 2.01
2%
1%
c
69.0
x211 c
62.0
x183 c
53.3
39.0
x235
x167
c
x149
c,v
49.2
43.8
38.6
38.2
0.650
3 8 % 0.650
38% 0.630
%6
/l6
11.8
11%
0.830
13
2.91
c
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.
v
Shape does not meet the hit w limit for shear in Specification Section G2.1a with Fy - 50 ksi.
h
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-11
Table 1-1 (continued)
W Shapes
Properties
__
W44 -W40
Nominal
Wt.
Compact
Section
Criteria
Axis X-X
Axis Y-Y
its
A
JL
/
S
r
Z
/
S
r
Z
Ib/ft
2t f
tw
in. 4
in. 3
in.
in.3
in. 4
in. 3
in.
in.3
335
4.50 38.0 31100
5.02 45.0 27000
1240
17.8 1620
17.8 1410
1200
290
1040
150
132
3.49 236
3.49 205
262
5.57 49.6 24100
1110
17.7 1270
923
117
3.47 182
230
6.45 54.8 20800
971
17.5 1100
796
101
1410
Torsional
Properties
h0
J
in.
in.4
in.6
4.24 42.3
74.7
535000
4.21 42.0
50.9
461000
4.17 41.9
37.3
405000
3.43 157
4.13 41.7
24.9
346000
in.
593
2.58 19.1 50400
2340
17.0 2760
2520
302
3.80 481
4.63 39.8
445
997000
503
2.98 22.3 41600
1980
16.8 2310
2040
249
3.72 394
4.50 39.3
277
789000
638000
431
3.44 25.5 34800
1690
16.6 1960
1690
208
3.65 328
4.41 38.9
177
397
3.66 28.0 32000
1560
16.6 1800
1540
191
3.64 300
4.37 38.8
142
579000
372
3.93 29.5 29600
1460
16.5 1680
1420
177
3.60 277
4.34 38.6
116
528000
513000
362
3.99 30.5 28900
1420
16.5 1640
1380
173
3.60 270
4.33 38.5
109
324
4.40 34.2 25600
1280
16.4 1460
1220
153
4.28 38.4
79.4
448000
297
4.80 36.8 23200
1170
16.3 1330
1090
138
4.23 38.2
61.2
399000
277
5.03 41.2 21900
1100
16.4 1250
1040
132
3.58 239
3.54 215
3.58 204
4.25 38.1
51.5
379000
249
5.55 45.6 19600
993
16.3 1120
926
118
3.55 182
4.21 38.0
38.1
334000
215
6.45 52.6 16700
859
16.2
964
796
101
3.54 156
4.18 37.8
24.8
284000
199
7.39 52.6 14900
770
16.0
869
695
88.2
3.45 137
4.12 37.6
18.3
246000
306000
392
2.45 24.1 29900
1440
16.1 1710
803
130
2.64 212
3.30 39.1
172
331
2.86 28.0 24700
1210
15.9 1430
644 ' 106
2.57 172
3.21 38.7
105
241000
327
2.85 29.0 24500
1200
16.0 1410
640
105
2.58 170
3.21 38.7
103
239000
294
3.11 32.2 21900
1080
15.9 1270
562
93.5
2.55 150
3.16 38.5
76.6
208000
278
3.31 33.3 20500
1020
15.8 1190
521
87.1
3.13 38.4
65.0
192000
264
971
15.8 1130
493
82.6
3.12 38.3
56.1
181000
235
3.45 35.6 19400
3.77 41.2 17400
2.52 140
2.52 132
875
15.9 1010
444
74.6
2.54 118
3.11 38.1
41.3
161000
211
4.17 45.6 15500
786
15.8
183
4.92 52.6 13200
675
15.7
906
774
390
66.1
2.51 105
3.07 38.0
30.4
141000
331
56.0
2.49
3.04 37.8
19.3
118000
88.3
167
5.76 52.6 11600
600
15.3
693
283
47.9
2.40
76.0
2.98 37.6
14.0
99700
149
7.11 54.3
513
15.0
598
229
38.8
2.29
62.2
2.89 37.4
9.36
80000
9800
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-12
1"
I*
: ,L T
bf
_
Table 1-1 (continued)
\N Shapes
Dimensions
k
Shape
Depth,
A
d
Width,
Thickness,
2
tw
in.
2
W36x800 h 236
in.
42.6
in.
4272 2.38
x652 h 192
41.1
41
x529 h 156
39.8
39 3 /4 1.61
x487
h
x441
h
143
39.3
1.97
4.29
2
1
17.6
17%
3.54
/16 17.2
% 17.1
1
Vl6 17.0
% 16.8
9
/l6 16.7
1
/2 16.6
1774
2.91
1778
2.68
17
2.44
16 7/8
2.20
16%
1.85
1
/2
16.7
16%
1.68
16.6
16%
1.57
/l6 16.6
7
13
/16 /l6 16.5
3
%
/8 16.5
16%
1.44
1 1/2
7
3
38.9
38 /8 1.36
1 /8
38.4
38 3/s 1.22
1 1/4
x361 h 106
38.0
38
1.12
1 1/8
1
13
x330
97.0
37.7
3 7 % 1.02
x302
88.8
37.3
37 3/8 0.945
15
82.9
37.1
377s 0.885
%
7
13
7
77.0
x247 c
x231 c
W36x256
x262
7
36.9
36 /8 0.840
72.5
36.7
36% 0.800
68.1
36.5
3672 0.760
75.4
37.4
37 3/s 0.960
3
/4
3
/8
12.1
1278
1.18
11
3
/8
12.0
12
1.10
/8
%6
12.0
12
1.02
/8
5
12
0.940
15
/16 1.69
12
0.790
13
/16 1.54
274
2716
1 7/8
1 3/4
36 1/2 0.765
x182 c
53.6
36.3
c
50.1
36.2
367s 0.680
x160 c
47.0
36.0
36
39.7
W33x387 h 114
x354
h
x318
x291
x263
12.1
5
35.9
35% 0.625
5
35.6
3572 0.600
%
/l6 12.0
5
/l6 12.0
36.0
36
1.26
1 1/4
%
16.2
1674
2.28
3
%
16.1
1678
2.09
9
16.0
16
1.89
1
15.9
15 7/8 1.73
15.8
15%
15.9
7
15 /8 1.40
15.8
15%
1.28
15.7
15%
1.15
104
35.6
3572 1.16
1 /l6
93.6
35.2
357s 1.04
1 Vl6
7
85.7
34.8
34 /s 0.960
77.5
34.5
3472 0.870
71.0
34.2
347s 0.830
x221 c
65.2
33.9
33 7/8 0.775
5
c
59.2
33.7
33 /8 0.715
W33x169 c
49.5
33.8
33 7/8 0.670
x201
/16
3/8
0.650
c
x241
/l6
/2
7
/l6
7/8
7
13
/16 /l6
3
3
/4
/8
3
11
/8
/16
15
11
/16
/16
3
/8 11.5
/l6 11.6
c
44.8
33.5
33 /2 0.635
%
5
x141 c
41.6
33.3
33 1/4 0.605
%
%6
11.5
x130 c
38.3
33.1
3378 0.580
9
/l6
5
11.5
cv
34.7
32.9
32% 0.550
9
/l6
x152
x118
572
36% 0.725
36.5
x135 c v
29 %
1.26
57.0
44.2
572
1.36
127s
36 3 /4 0.830
1
5
/l6
/l6 11.5
1.57
1 9/l6
1%
174
178
2.48
2.32
2.11
2.01
1.93
1.85
1.77
3.07
2.88
2.68
2.52
2.36
2.19
2.06
1.94
1.92
174
1 7l6 1.76
15
/l6 1.66
1172 0.960
1.56
1172 0.855 %
1172 0.740 %
1.44
1172
1.22
11 %
1.06
in.
3 3/l6 1 7/l6 29 %
3
215 /16 1 /8
3
5
2 /4 1 /l6
2% 1%6
2716 174
274 174
278 13/16
1f
1 3/16
2
1278
/4
36.7
/8
in.
572
3
61.8
c
/16
in.
1%6 32 7s
2%
2%6 174
2%6 174
2% 6 1 3/l6
27s 1 3/16
1 3/l6
2
15
1 /l6 178
1 7/8 178
1 1 %6 178
1.57
15
7
in.
kdet
Workable
Gage
1%
1 9/l6
1 3/8
174
1 3/l6
178
1
1.73
127s
x210 c
x150
1.35
1.26
1274
37 /8 0.870
c
1672
16%
/2 12.2
/l6 12.1
7
13
/16 /l6 12.2
37.1
x170
/l6
16 3/4 2.01
T
3
5%6 2 /8 31 3/8
3
1
4 %6 2 /l6
4%6 2
1 15 /l6
4
3
3 /4 1 %
3%6 1 13 /16
3
3 5/l6 1 /4
7
68.1
x194
/16
in.
Ai
4% 6 5.24
3%6 4.49
2 15 /16 3.86
21 7i6 3.63
2 7/l6 3.39
2%6 3.15
2
2.96
2.80
1%
1 1 7l6 2.63
1 9/l6 2.52
1 7/l6 2.39
2.30
1%
174
2.21
1
1
c
x232
/l6
kdes
in.
18
130
c
in.
18.0
x395 h 116
x282 c
tf
1 /l6
3
39 /8 1.50
bf
in.
3
k
Thickness,
23 /8
1%
Distance
Flange
Web
Area,
c
37s
3
2 7/8
23/4
2%
2%6
27s 1%6
1 1 %6 178
1 13 /16 178
1%
1 78
178
1%
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.
v
Shape does not meet the h!t w limit for shear in Specification Section G2.1a with Fy = 50 ksi.
h
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1%
1 1 %6
1%
1%
1%
1 9/16
772
V
V
V
V
DIMENSIONS AND PROPERTIES
1-13
Table 1-1 (continued)
W Shapes
Properties
W36 - W33
Nominal
Wt.
Compact
Section
Criteria
Ib/ft
bf
2t f
h
tw
Axis X-X
Axis Y-Y
rts
S
/
in.
4
in.
3
r
Z
in.
3
in.
4200
3230
in.
S
/
4
in.
3
r
Z
in.
3
in
in.
Torsional
Properties
h0
J
Cw
4
in. 6
in.
in.
800
2.10 13.5 64700
3040
16.6 3650
652
2.48 16.3 50600
2460
16.2 2910
529
2.96 19.9 39600
1990
16.0 2330
2490
289
487
3.19 21.4 36000
1830
15.8 2130
2250
263
441
3.48 23.6 32100
1650
15.7 1910
1990
235
3.92 368
4.69 36.4
194
661000
395
3.83 26.3 28500
1490
15.7 1710
1750
208
3.88 325
4.61 36.2
142
575000
467
4.22 743
5.14 38.3
1060
1540000
367
4.10 581
4.96 37.5
593
1130000
4.00 454
4.80 36.9
327
846000
3.96 412
4.74 36.7
258
754000
361
4.16 28.6 25700
1350
15.6 1550
1570
188
3.85 293
4.58 36.0
109
509000
330
4.49 31.4 23300
1240
15.5 1410
1420
171
3.83 265
4.53 35.8
84.3
456000
302
4.96 33.9 21100
1130
15.4 1280
1300
156
3.82 241
4.53 35.7
64.3
412000
282
5.29 36.2 19600
1050
15.4 1190
1200
144
3.80 223
4.50 35.5
52.7
378000
262
5.75 38.2 17900
972
15.3 1100
1090
132
3.76 204
4.46 35.4
41.6
342000
247
6.11 40.1 16700
913
15.2 1030
1010
123
3.74 190
4.42 35.3
34.7
316000
231
6.54 42.2 15600
854
15.1
963
940
114
3.71 176
4.40 35.2
28.7
292000
168000
256
3.53 33.8 16800
895
14.9 1040
528
86.5
52.9
3.86 37.3 15000
809
14.8
936
468
77.2
2.65 137
2.62 122
3.25 35.7
232
3.21 35.6
39.6
148000
210
4.48 39.1 13200
719
14.6
833
411
67.5
2.58 107
3.18 35.3
28.0
128000
194
4.81 42.4 12100
664
14.6
767
375
61.9
2.56
97.7
3.15 35.2
22.2
116000
182
5.12 44.8 11300
623
14.5
718
347.
57.6
2.55
90.7
18.5
107000
170
581
14.5
668
320
53.2
2.53
83.8
15.1
98500
160
5.47 47.7 10500
5.88 49.9 9760
3.13 35.2
3.11 35.1
542
14.4
624
295
49.1
2.50
77.3
3.08 35.0
12.4
90200
150
6.37 51.9
9040
504
14.3
581
270
45.1
2.47
70.9
3.06 34.9
10.1
82200
135
7.56 54.1
7800
439
14.0
509
225
37.7
2.38
59.7
2.99 34.8
7.00
68100
387
3.55 23.7 24300
1350
14.6 1560
1620
200
3.77 312
4.49 33.7
148
354
3.85 25.7 22000
1240
14.5 1420
1460
181
3.74 282
4.44 33.5
115
408000
318
4.23 28.7 19500
1110
14.5 1270
1290
161
3.71 250
4.39 33.3
84.4
357000
291
4.60 31.0 17700
1020
14.4 1160
1160
146
3.68 226
4.35 33.1
65.1
319000
263
919
3.66 202
4.31 33.0
48.7
281000
241
5.03 34.3 15900
5.66 35.9 14200
251000
221
6.20 38.5 12900
201
6.85 41.7 11600
686
459000
1040
831
14.3 1040
14.1 940
933
131
118
3.62 182
4.29 32.8
36.2
759
14.1
857
840
106
3.59 164
4.25 32.7
27.8
224000
14.0
773
749
95.2
3.56 147
4.21 32.5
20.8
198000
169
4.71 44.7
9290
549
13.7
629
310
53.9
2.50
84.4
3.03 32.6
17.7
82400
152
5.48 47.2
8160
487
13.5
559
273
47.2
2.47
73.9
3.01 32.4
12.4
71700
141
6.01 49.6
7450
448
13.4
514
246
42.7
2.43
66.9
2.98 32.3
9.70
64400
130
6.73 51.7
6710
406
13.2
467
37.9
2.39
59.5
2.94 32.2
7.37
56600
118
7.76 54.5
5900
359
13.0
415
218
187
32.6
2.32
51.3
2.89 32.1
5.30
48300
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-14
Table 1-1 (continued)
X-l-X
d
W Shapes
r
tw -i-
Dimensions
k
, bf
Web
Shape
Area,
Depth,
A
d
Thickness,
tw
in. 2
h
in.
in.
1
Thickness,
bf
tf
kdes
/Qtet
in.
in.
in.
in.
in.
in.
in.
in.
2672
572
115
33.2
33 /4 1.36
1%
15.6
15%
32.8
3 2 % 1.24
1 1 /4
15.5
15%
2.24
95.8
32.4
32 /s 1.14
85.9
32.0
32
76.9
x261
31.6
1.02
x235
69.2
31.3
31 /4 0.830
x211
62.2
30.9
31
0.775
3%
3.03
378
1 7/l6
15
2.05
2%e
2.84
2 /16 1 %
15%
1.85
1%
2.64
2%
1 5/l6
/16
15.2
1
15 /8 1.65
1%
2.44
9
2 /l6
1 5/l6
%6
15.1
15
1.50
1 72
2.29
2%
174
15.1
15 1/8 1.32
1 5 /l6
2.10
274
1 3/l6
3
CD
1
3.23
274
15%
15
1
2%6
172
15.3
1
31% 0.930
ki
15.4
1%
CD
x326
x292
3
%
x191
c
56.3
30.7
30% 0.710
1
7l6
15.0
15
1.19
1 /l 6
1.97
2%e
1 3/l6
x173
c
51.0
30.4
3072 0.655
%
CD
15.0
15
1.07
17l6
1.85
2
178
W30x148 c
43.5
30.7
30% 0.650
%
CD
10.5
10%
1.18
1 3 /l6
1.83
2%6
178
c
38.9
30.3
3074 0.615
%
CD
10.5
10%
1.00
1
1.65
1%
178
x124 c
36.5
30.2
307s 0.585
9
CD
10.5
10 1/2 0.930
x132
/l6
30.0
30
0.565
/l6
x108 c
31.7
29.8
29% 0.545
9
/l6
x99 c
29.1
29.7
29 5/8 0.520
1
1
x116
x90
c,v
26.4
W27x539 h 159
h
1
29.5
29 /2 0.470
32.5
32 1/2 1.97
1
1
%6 1.58
1 1 3 /l6 178
10 /2 0.850
%
1.50
1%
10.5
10%
0.760
%
1.41
1 1 %6 178
/2
10.5
10 1/2 0.670
/2
10.4
10%
15.3
2
1
1 72
1%6
15%
3.54
3 9/l6
4.33
4 7/l6
1 13 /l6 2 3 %
5% 9
572
3 0 % 1.38
1%
14.-7
14%
2.48
272
3.27
3%
172
30
1.26
1 1/4
14.6
14 1/2 2.28
274
3.07
3%6
1 7/l6
x307 h
90.4
29.6
29 5/8 1.16
1 3/l6
14.4
14 1/2 2.09
2%6
2.88
3
1 7/l6
15
13
14%
1.93
1 /l6 2.72
2 /16 1 %
14.3
1474
1.77
1%
2.56
2 1 %6 1 5/l6
/l6
14.2
1474
1.61
1%
2.40
272
%6
14.1
1478
1.50
172
2.29
2%
174
14.0
14
1.34
1 5/l6
2.13
274
1 3/l6
14.1
1478
1.19
1 3/l6
1.98
2%e
1 3/l6
14.0
14
1.08
1 716
1.87
2
1 3/l6
14
0.975 1
1.76
1%
178
10
1.10
178
2
17s
1078
0.930
1
%6 1.53
1 1 3 /16 178
/2
10.0
10
0.830
13
1%
1%6
2974 1.06
29.0
29
x235
69.4
28.7
28% 0.910
15
x217
64.0
28.4
28% 0.830
1
x194
57.2
28.1
287s 0.750
%
x178
52.5
27.8
27% 0.725
%
17l6
C©
14.4
29.3
0.980 1
CD
x161
c
47.6
27.6
27% 0.660
11
x146
c
43.1
27.4
27% 0.605
%
CO
14.0
W27x129 c
37.8
27.6
27% 0.610
%
CD
10.0
x114 c
33.5
27.3
27 1/4 0.570
%6
CD
10.1
x102 c
30.0
27.1
27% 0.515
1
/16
1.70
/l6 1.43
1 5/l6
c
27.7
26.9
26% 0.490
1
/2
10.0
10
0.745
%
1.34
1%
1 7l6
x84 c
24.8
26.7
26% 0.460
7
10.0
10
0.640
%
1.24
1 9 /l6
17l6
x94
/l6
V
1.26
30.0
82.9
v
1%6
%
30.4
76.0
572
0.610
98.9
x258
2672
1 9 /l6
108
x281
T V
7l6 1.32
x336 h
x368
T
178
10.5
CO
34.2
9
CD
c
Workable
Gage
Width,
x357 h 105
h
k
tw
2
2.44
W30x391
Distance
Flange
c
v v
23%
572
v 1
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/t w limit for shear in Specification Section G2.1a with Fy = 50 ksi.
9
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-15
Table 1-1 (continued)
W Shapes
Properties
W30 - W27
Nominal
Wt.
Compact
Section
Criteria
A
JL
tw
Axis Y-Y
Axis X-X
fts
/
S
r
Z
/
S
r
Z
in.4
in. 3
in.
in.3
in.4
in.3
in.
in. 3
Torsional
Properties
h0
J
Cw
in.4
in.6
Ib/ft
2tf
391
3.19 19.7 20700
1250
13.4 1450
1550
198
3.67 310
4.37 30.8
173
366000
357
3.45 21.6 18700
1140
13.3 1320
1390
179
3.64 279
4.32 30.6
134
324000
326
3.75 23.4 16800
1040
13.2 1190
1240
162
3.60 252
4.27 30.4
103
287000
292
4.12 26.2 14900
930
13.2 1060
1100
144
3.58 223
4.22 30.2
75.2
250000
261
4.59 28.7 13100
829
13.1
943
959
127
3.53 196
4.16 30.0
54.1
215000
235
5.02 32.2 11700
748
13.0
847
855
114
3.51 175
4.13 29.8
40.3
190000
211
5.74 34.5 10300
665
12.9
751
757
100
3.49 155
28.4
166000
191
6.35 37.7
9200
600
675
673
89.5
3.46 138
21.0
146000
173
7.04 40.8
8230
541
12.8
12.7
4.10 29.6
4.07 29.5
607
598
79.8
3.42 123
4.03 29.4
15.6
129000
in.
in.
148
4.44 41.6
6680
436
12.4
500
227
43.3
2.28
68.0
2.77 29.5
14.5
49400
132
5.27 43.9
5770
380
12.2
437
196
37.2
2.25
58.4
2.75 29.3
9.72
42100
5360
355
12.1
408
181
34.4
2.23
54.0
2.73 29.2
7.99
38600
124
5.65 46.2
116
6.17 47.8
4930
329
12.0
378
164
31.3
2.19
49.2
2.70 29.2
6.43
34900
108
6.89 49.6
4470
299
346
146
27.9
2.15
43.9
2.66 29.1
4.99
30900
99
7.80 51.9
3990
269
11.9
11.7
312
128
24.5
2.10
38.6
2.62 29.0
3.77
26800
90
8.52 57.5
3610
245
11.7
283
115
22.1
2.09
34.7
2.60 28.9
2.84
24000
539
2.15 12.1 25600
1570
12.7 1890
2110
277
3.65 437
4.41 29.0
496
443000
368
2.96 17.3 16200
1060
12.2 1240
1310 '
179
4.14 27.9
170
255000
336
3.19 18.9 14600
972
12.1 1130
1180
162
3.48 279
3.45 252
4.09 27.7
131
226000
307
3.46 20.6 13100
887
12.0 1030
1050
146
3.41 227
4.04 27.5
101
199000
281
3.72 22.5 11900
814
12.0
936
953
133
3.39 206
4.00 27.4
79.5
178000
258
4.03 24.4 10800
745
11.9
852
859
120
3.36 187
3.96 27.2
61.6
159000
235
4.41 26.2
9700
677
11.8
772
769
108
3.33 168
3.92 27.1
47.0
141000
217
4.71 28.7
8910
627
11.8
711
704
100
3.32 154
3.89 26.9
37.6
128000
194
5.24 31.8
7860
559
11.7
631
619
88.1
3.29 136
3.85 26.8
27.1
111000
178
5.92 32.9
7020
505
11.6
570
78.8
3.25 122
3.83 26.6
20.1
98400
161
6.49 36.1
6310
458
11.5
515
555
497
70.9
3.23 109
3.79 26.5
15.1
87300
146
7.16 39.4
5660
414
11.5
464
443
63.5
3.20
97.7
3.76 26.4
11.3
77200
32500
129
4.55 39.7
4760
345
11.2
395
184
36.8
2.21
57.6
5.41 42.5
4080
299
11.0
343
159
31.5
2.18
49.3
2.66 26.5
2.64 26.4
11.1
114
7.33
27600
102
6.03 47.1
3620
267
11.0
305
27.8
2.15
43.4
2.62 26.3
5.28
24000
94
6.70 49.5
3270
243
10.9
278
139
124
24.8
2.12
38.8
2.59 26.2
4.03
21300
84
7.78 52.7
2850
213
10.7
244
106
21.2
2.07
33.2
2.54 26.1
2.81
17900
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-16
Table 1-1 (continued)
W Shapes
Dimensions
bf
Flange
Web
Shape
Area,
Depth,
A
d
Thickness,
tw
in.
2
W24x370 h 109
28.0
28
1.52
172
3
/4
x335 h
27.5
27 1/2 1.38
7 l 6 13.5
x306
h
x279
h
98.4
89.8
27.1
272
2.98
3 3 /8
1 1 /2
2.78
3
3 /l6
1 7/l6
1 7l6
20 3 /4
51/2
2.09
27i6
2.59
3
1.89
17s
2.39
2 1 3 /16 1 3 /8
/ie
72
13.1
1378
1.73
1 3/4
2.23
2 5/8
1 5 /l6
/8
7l6
13.0
13
1.57
1 9/16
2.07
2 1/2
1 1 /4
7
13.0
13
1.46
1 7/i6
1.96
2 3 /8
1 1 /4
12 /8 1.34
1 5/16
1.84
2 1/4
1 3 /l6
1
26
0.960
15
x207
60.7
25.7
25 3 /4 0.870
7
x192
56.3
25.5
25 1/2 0.810
13
1
25 /4 0.750
3
0.705
1
24 /4 0.650
5
2472 0.605
5
2474 0.550
9
25
3
x117
c
x104
c
30.6
24.1
24
W24x103 c
30.3
24.5
24 1/2 0.550
24.3
2.48
1374
26.0
34.4
5 1/2
1378
67.2
24.5
20 3 /4
13.3
x229
38.5
in.
1 9 /l6
13.2
g
x131
in.
3 5 /8
/8
1716
24.7
in.
3.22
/l6
1 /16
26 3/s 1.04
43.0
in.
2 3/4
3
26 /4 1.16
x146
in.
13 5/8 2.72
174
26.7
25.0
in.
kdet
3
27 /8 1.26
26.3
47.7
in.
kdes
5
82.0
x162
tf
1
73.5
25.2
bf
1 3/s
x250
51.7
*1
1
5
x176
13.7
0.500
/ie
/4
3
7i6
3
/8
5
/8
5
/i6
5
/8
/l6
/8
/8
/l6
/l6
/l6
72
74
9
5
/i6
/l6
13.4
12.9
13.0
12.9
12.9
12.8
12.8
1372
133/8 2.28
7
274
1.22
174
1.72
2 /8
1 3 /l6
7
12 /8 1.09
V/16
1.59
2
1 1 /8
7
15
13
12 /8 0.960
/i6 1.46
7
1 /8
1 1 /8
3
3
78
1.35
1 /4
1 1 /8
3
3
1.25
1%
f/16
1.48
1 7 /8
1 1 /8
3
12 /4 0.850
12 /4 0.750
/4
0.980 1
9.00 9
c
27.7
24.3
24 /4 0.515
72
74
9.07 978
0.875
78
1.38
1 /4
1 7l6
x84 c
24.7
24.1
24 1/s 0.470
72
74
9.02 9
0.770
3/4
1.27
1 1 7l6
1V16
x76 c
22.4
23.9
237s 0.440
716
74
8.99 9
0.680
1
7i6 1.18
1 9 /l6
1 7l6
/i6
1.09
1 1 /2
1 1/16
x94
1
Workable
Gage
k ____
Thickness,
Width,
in.
in.
in.
tw
y
Distance
c
20.1
23.7
23 /4 0.415
7ie
74
8.97 9
0.585
9
W24x62 c
18.2
23.7
23 3 /4 0.430
7i6
74
7.04 7
0.590
9
/i6
1.09
1 1 /2
1 1/16
20 3 /4
31/2 g
x55 c,v
16.2
23.6
23 5/8 0.395
3
3
7.01 7
0.505
72
1.01
1 7/l6
1
20 3 /4
31/29
W21x201
59.2
23.0
23
0.910
15
12 5/8 1.63
1 5/s
2.13
2 1/2
1 5 /l6
18
51/2
3
1
x68
3
3
/8
/16
/l6
72
12.6
x182
53.6
22.7
22 /4 0.830
13
7l6
12.5
1272
1.48
172
1.98
2 /8
1 /4
x166
48.8
22.5
2272 0.750
3
/4
3
/8
12.4
12 3/8 1.36
1 3/8
1.86
2 1/4
1 3 /l6
x147
43.2
22.1
22
0.720
3
/4
3/8
12.5
1272
1.15
17s
1.65
2
1 3 /l6
7
5
/8
5
/l6
12.4
1272
1.04
1716
1.54
1 1 5 /16 1 1 /8
5
/l6
12.4
12 3/8 0.960
/16 1.46
1 1 3 /16 1 1 /8
x132
38.8
21.8
21 /8 0.650
x122
35.9
21.7
21 5/8 0.600
5
x1 11
x101
c
/w
/8
3
15
32.7
21.5
2172 0.550
9
/i6
5
/l6
12.3
12 /8 0.875
78
29.8
21.4
21 3/ 8 0.500
72
74
12.3
1274
0.800
13
1.38
/i6 1.30
c
1 3 /4
1 78
1 11 /16 1716
V
Shape is slender for compression with F = 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/t w limit for shear in Specification Section G2.1a with Fy = 50 ksi.
9
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-17
Table 1-1 (continued)
W Shapes
Properties
W24 - W21
Nominal
Wt.
Compact
Section
Criteria
A
Ib/ft
2t f
tw
Axis X-X
Axis Y-Y
rts
/
S
r
Z
/
S
r
Z
in.4
in. 3
in.
in. 3
in. 4
in.3
in.
in.3
Torsional
Properties
ho
J
in.
in.
in.4
in.6
370
2.51 14.2 13400
957
11.1 1130
1160
170
3.27 267
3.92 25.3
201
186000
335
2.73 15.6 11900
864
11.0 1020
1030
152
3.23 238
3.86 25.0
152
161000
306
2.94 17.1 10700
789
10.9
922
919
137
3.20 214
3.81 24.9
117
142000
279
3.18 18.6
9600
718
10.8
835
823
124
3.17 193
90.5
125000
250
3.49 20.7
8490
644
10.7
744
724
110
3.14 171
3.76 24.6
3.71 24.5
66.6
108000
96100
229
3.79 22.5
7650
588
10.7
675
651
99.4
3.11 154
3.67 24.3
51.3
207
4.14 24.8
6820
531
10.6
606
578
88.8
3.08 137
3.62 24.1
38.3
84100
192
4.43 26.6
6260
491
10.5
559
530
81.8
3.07 126
3.60 24.0
30.8
76300
176
4.81 28.7
5680
450
10.5
511
479
74.3
3.04 115
3.57 23.9
23.9
68400
162
5.31 30.6
5170
10.4
468
443
68.4
3.05 105
3.57 23.8
18.5
62600
54600
146
5.92 33.2
4580
414
371
10.3
418
391
60.5
3.01
93.2
3.53 23.7
13.4
131
6.70 35.6
4020
329
10.2
370
340
53.0
2.97
81.5
3.49 23.5
9.50
47100
117
7.53 39.2
3540
291
10.1
327
297
46.5
2.94
71.4
3.46 23.4
6.72
40800
104
8.50 43.1
3100
258
10.1
289
259
40.7
2.91
62.4
3.42 23.3
4.72
35200
103
4.59 39.2
3000
245
10.0
280
119
26.5
1.99
41.5
2.40 23.6
7.07
16600
94
5.18 41.9
2700
222
9.87 254
109
24.0
1.98
37.5
2.40 23.4
5.26
15000
84
5.86 45.9
2370
196
9.79 224
94.4
20.9
2.37 23.3
3.70
12800
6.61 49.0
2100
176
9.69 200
82.5
18.4
1.95
1.92
32.6
76
28.6
2.34 23.2
2.68
11100
68
7.66 52.0
1830
154
9.55 177
70.4
15.7
1.87
24.5
2.30 23.1
1.87
9430
62
5.97 50.1
1550
131
9.23 153
34.5
9.80 1.38
15.7
1.75 23.2
1.71
4620
55
6.94 54.6
1350
114
9.11 134
29.1
8.30 1.34
13.3
1.71 23.1
1.18
3870
201
3.86 20.6
5310
461
9.47 530
542
86.1
3.02 133
3.55 21.4
40.9
62000
182
4.22 22.6
4730
417
9.40 476
483
77.2
3.00 119
3.51 21.2
30.7
54400
48500
166
4.57 25.0
4280
380
9.36 432
435
70.0
2.99 108
3.48 21.1
23.6
147
5.44 26.1
3630
329
9.17 373
376
60.1
2.95
92.6
15.4
41100
132
6.01 28.9
3220
295
9.12 333
333
53.5
82.3
75.6
3.45 20.9
3.42 20.8
11.3
36000
32700
122
6.45 31.3
2960
273
9.09 307
305
49.2
2.93
2.92
3.40 20.7
8.98
111
7.05 34.1
2670
249
9.05 279
274
44.5
2.90
68.2
3.37 20.6
6.83
29200
101
7.68 37.5
2420
227
9.02 253
248
40.3
2.89
61.7
3.35 20.6
5.21
26200
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-18
Table 1-1 (continued)
d
W Shapes
x
X
MID-
Dimensions
lie
bf
Shape
Depth,
A
d
Thickness,
tw
x83 c
k
Thickness,
Width,
bf
tf
kdes
*1
T
in.
kdet
in.
in.
in.
21.6
21 5/8 0.580
5
/l6
8.42 8 3 /8
0.930
15
/l6 1.43
1 5 /8
15
24.3
21.4
21 3/8 0.515
1
/4
8.36 8 3 /8
0.835
13
/16 1.34
1 1/2
7
7
7
.-1
1
21.5
21.2
21 /4 0.455
x68 c
20.0
21.1
in.
in.
in.
in.
c
x73
tw
2
27.3
in.
W21x93
2
Distance
Flange
Web
Area,
in.
1
/4
8.30 8 /4
0.740
3
21 1/8 0.430
1
/4
8.27 8 1/4
0.685
11
/l6
8.24 8 /4
0.615
%
1
3
/16 18 /8
1 /l6
/16 1.19
1 3/ 8
7
1.12
5
1 /l6
13
/16
1 3 /l6
13
/l6
13
/i6
/8
/8
c
18.3
21.0
21
0.400
3
x55 c
16.2
20.8
20 3 /4 0.375
3
/l6
8.22 8 1/4
0.522
1
/2
1.02
x48 c,f
14.1
20.6
20 5/8 0.350
3
/l6
8.14 8 1/8
0.430
7
/l6
0.930 1 ?8
W21x57 c
16.7
21.1
21
0.405
3
/l6
6.56 6 1/2
0.650
5
/8
1.15
1 5 /l6
13
3
/16 1 8 /8
/l6
1.04
1
1 /4
13
/16
/l6
0.950 1 1 /8
13
/16
x62
c
14.7
20.8
20 /8 0.380
3
/l6
6.53 6 /2
0.535
9
x44 c
13.0
20.7
20 5/e 0.350
3
/l6
6.50 6 1/2
0.450
7
91.6
22.3
22% 1.52
▼“
7
1
3
/4
12.0
x50
W18x311 h
21 1/2 1.28
x234 h
68.8
21.1
21
x211
56.4
20.7
20.4
20 /8 1.06
1 3 /8
3
5
/l6 11.9
11 /8
2.50
2 /2
3.00
3 /l6
1 /l6
5
/8
11.8
11 3 /4
2.30
2 5 /l6
2.70
3
1 1/4
5
/8
11.7
11 5 /8
2.11
2 1/8
2.51
2 3 /4
1 3 /16
9
11.6
1
11 /2
1.91
15
/16 2.31
2%6
1 3 /l6
11.5
1
7
3
CD
x192
62.1
1.16
5
3 7/l6
T-
21 /8 1.40
21.5
3.24
1
T-
21.9
75.9
x283
2 3 /4
11
J
1“
83.3
x258 h
2.74
7
12
a!
T“
7
h
1
20 /s 0.960
1
/l6
/2
11 /2
1
3
1.75
1 /4
2.15
2 /l6
1 1/8
9
7
1
51.3
20.0
20
0.890
7
/l6
11.4
11 3 /8
1.59
1 /l6
1.99
2 /l6
1 /4
46.3
19.7
19 3 /4 0.810
7
/l6
11?3
11 1/4
1.44
1 7/l6
1.84
2 3 /s
1 1/4
x143
42.1
19.5
19 1/2 0.730
3
/8
11.2
11 1/4
1.32
1 5 /l6
1.72
2 3 /l6
1 3/16
19.3
19 1/4 0.670
/8
11.2
1 1 1/8
1.20
1 3/16
1.60
2 1/16
1 3/16
11.3
1
1 1 /4
1.06
1
1 /16
1.46
1
15
3
/16 1 /i6
11.2
1
1 1 /4
0.940
15
1
13
/16 1 1/8
11.1
1
11 /8
0.870
7
1.27
3
1 /4
1 1/s
11.1
1
1.17
5
1 /8
1 1/l6
9
1 1/16
x106
31.1
28.5
x97
x86
x76
35.1
25.3
c
W18x71
19.0
18.7
18.6
18.4
CD
x119
38.2
f
x130
CO
x175
x158
3
0.655
5
3
18 /4 0.590
5
5
5
3
1
1
/4
/4
19
18 /8 0.535
18 /s 0.480
22.3
18.2
18 /4 0.425
1
20.8
18.5
18 1/2 0.495
1
3
/l6
/l6
/l6
/4
11.0
11 /8
11
7.64 7 5 /8
5
/16 1.34
/8
0.770
3/4
0.680
11
/16 1.08
1 /16
0.810
13
/16 1.21
1 1/2
7
1.15
7
1 /l6
7
/16 1.10
1 3/8
13
/16
/8
V
1 5 1/2
5 1 /2
w
15 1/8
V
▼
1 5 1/2
3 1 /29
I
V
19.1
18.4
18 / 8 0.450
/4
7.59 7 /8
0.750
3/4
x60 c
17.6
18.2
1874 0.415
1
/4
7.56 7 1/2
0.695
11
x55 c
16.2
18.1
18Vs 0.390
3
/l6
7.53 7 1/2
0.630
3/8
1.03
1 5 /l6
13
/16
x50 c
14.7
18.0
18
0.355
3
/l6
7.50 7 1/2
0.570
9
/l6
0.972 1 1/4
13
/16
W18x46 c
13.5
18.1
18
0.360
3
/l6
6.06 6
0.605
5
/8
1.01
1 1/4
13
1
/16 15 /2
/l6
6.02 6
0.525
1
/2
0.927 1 3/16
13
/16
/l6
6.00 6
0.425
7
0.827 1 1/8
3/4
17.9
17 /8 0.315
x35 c
10.3
17.7
17 3 /4 0.300
3
x40
_
11.8
3
/l6
c
3 1/2
1
x65
7
V
1
1
c
in.
5 1 /2
/8
1.24
/4
Workable
Gage
/8
1
3 1/2 9
1
Shape is slender for compression with Fy - 50 ksi.
Shape exceeds compact limit for flexure with F = 50 ksi.
g
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.
f
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-19
Table 1-1 (continued)
W Shapes
DrnnarfiAc
W21 -W18
Nominal
Wt.
Compact
Section
Criteria
bt
Ib/ft
h
tw
Axis X-X
Axis Y-Y
l"ts
/
S
r
Z
/
S
r
Z
in. 4
in. 3
in.
in. 3
in. 4
in. 3
in.
in. 3
in.
Torsional
Properties
h0
J
Cw
in.
in. 4
in.6
9940
93
4.53 32.3
2070
192
8.70 221
1.84
34.7
2.24 20.7
6.03
5.00 36.4
1830
171
8.67 196
92.9
81.4
22.1
83
19.5
1.83
30.5
2.21 20.6
4.34
8630
73
5.60 41.2
1600
151
8.64 172
70.6
17.0
1.81
26.6
2.19 20.5
3.02
7410
68
6.04 43.6
1480
140
15.7
1.80
24.4
2.17 20.4
2.45
6760
1330
127
57.5
14.0
1.77
21.7
2.15 20.4
1.83
5960
55
6.70 46.9
7.87 50.0
8.60 160
8.54 144
64.7
62
1140
110
8.40 126
48.4
11.8
1.73
18.4
2.11 20.3
1.24
4980
48
9.47 53.6
959
93.0
8.24 107
38.7
9.52 1.66
14.9
2.05 20.2
0.803
3950
57
5.04 46.3
1170
111
8.36 129
30.6
9.35 1.35
14.8
1.68 20.4
1.77
3190
50
6.10 49.4
984
94.5
8.18 110
24.9
7.64 1.30
12.2
1.64 20.3
1.14
2570
44
7.22 53.6
843
81.6
8.06
20.7
6.37 1.26
10.2
1.60 20.2
0.770
2110
95.4
311
2.19 10.4
6970
624
8.72 754
795
132
2.95 207
2.38 11.3
6170
8.61 676
704
118
2.91 185
176
134
258
2.56 12.5
5510
565
514
3.53 19.6
3.47 19.4
76200
283
8.53 611
628
107
3.42 19.2
3.37 19.0
103
78.7
57600
50100
38000
65900
234
2.76 13.8
4900
466
8.44 549
558
95.8
2.88 166
2.85 149
211
3.02 15.1
4330
419
8.35 490
493
85.3
2.82 132
3.32 18.8
192
3.27 16.7
3870
380
8.28 442
440
76.8
2.79 119
3.28 18.6
58.6
44.7
175
3.58 18.0
3450
344
8.20 398
33.8
33300
3060
8.12 356
61.4
3.20 18.3
25.2
29000
143
4.25 22.0
2750
310
282
2.76 106
2.74 94.8
3.24 18.5
3.92 19.8
391
347'
68.8
158
8.09 322
311
55.5
2.72
85.4
3.17 18.2
19.2
25700
130
4.65 23.9
2460
256
8.03 290
278
49.9
2.70
76.7
3.13 18.1
14.5
22700
119
5.31 24.5
2190
231
7.90 262
253
44.9
2.69
69.1
3.13 17.9
10.6
20300
106
5.96 27.2
1910
204
7.84 230
220
39.4
2.66
60.5
7.48
17400
43400
97
6.41 30.0
1750
188
7.82 211
201
36.1
2.65
55.3
3.10 17.8
3.08 17.7
5.86
15800
86
7.20 33.4
1530
166
7.77 186
31.6
2.63
48.4
3.05 17.6
4.10
13600
76
8.11 37.8
1330
146
7.73 163
175
152
27.6
2.61
42.2
3.02 17.5
2.83
11700
24.7
2.05 17.7
3.49
4700
71
4.71 32.4
1170
127
7.50 146
60.3
15.8
1.70
65
5.06 35.7
1070
117
7.49 133
54.8
14.4
1.69
22.5
2.03 17.6
2.73
4240
60
5.44 38.7
984
108
7.47 123
50.1
13.3
1.68
20.6
2.02 17.5
2.17
3850
55
5.98 41.1
890
98.3
7.41 112
44.9
11.9
1.67
18.5
2.00 17.5
1.66
3430
50
6.57 45.2
800
88.9
7.38 101
40.1
10.7
1.65
16.6
1.98 17.4
1.24
3040
46
5.01 44.6
712
90.7
22.5
7.43 1.29
11.7
1.58 17.5
1.22
1720
5.73 50.9
612
78.8
68.4
7.25
40
7.21
78.4
19.1
6.35 1.27
10.0
1.56 17.4
0.810
1440
35
7.06 53.5
510
57.6
7.04
66.5
15.3
5.12 1.22
8.06 1.52 17.3
0.506
1140
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-20
|fr -JL*!
Table 1-1 (continued)
I X
X—|—
d '
W Shapes
r
Dimensions
qi
bf
Shape
Depth,
A
d
Thickness,
tw
2
tw
in.
2
29.5
17.0
17
x89
26.2
16.8
1 6 % 0.525
x77
22.6
16.5
16 1/2 0.455
x67 c
19.7
16.3
16 3/8 0.395
W16x57
16.8
16.4
16 3/e 0.430
Width,
Thickness,
bf
tf
in.
k
T
kdes
kdet
Workable
Gage
in.
in.
in.
in.
in.
in.
/l6
10.4
10 3 /8 0.985 1
1.39
17s
178
1374
572
72
74
10.4
10%
0.875
78
1.28
1%
1 7l6
716
74
10.3
1074
0.760
%
1.16
1%
1716
%
3
/l6
10.2
1074
0.665
11
/16 1.07
1%6
1
Y
Y
716
74
7.12 77s
0.715
1
7l6 1.12
1%
78
13%
372 9
V
Y
in.
in.
in.
W16x100
Distance
Flange
Web
Area,
9
0.585
5
/l6
c
14.7
16.3
16 /4 0.380
%
%6
7.07 77s
0.630
%
1.03
1%6
13
x45 c
13.3
16.1
16 1/8 0.345
%
3
/l6
7.04 7
0.565
9
/l6
0.967 174
13
/16
x40 c
11.8
16.0
16
0.305
5
/l6
3
/l6
7.00 7
0.505
72
0.907 1 3/16
13
/16
x36 c
10.6
15.9
1578 0.295
5
/l6
3
6.99 7
0.430
716
0.832 178
%
W16x31 c
9.13 15.9
1578 0.275
74
7s
5.53 572
0.440
716
0.842 178
%
13%
372
x26 c<v
7.68 15.7
1 5 % 0.250
74
7s
5.50 572
0.345
%
0.747 1 7l6
%
13%
372
4.91
15
2%
10
3-7V2-39
x50
W14x730
tl
215
22.4
1
22% 3.07
37w
13
/l6
9
1 /16 17.9
x665 h 196
21.6
21% 2.83
2 /16 1716 17.7
x605 h 178
20.9
207s 2.60
2%
1 5/l6
3
3
h
1
17.4
1778
17%
4.52
17 3/8 4.16
3
4 /l6 5.51
472
5.12
6 /l6
4%6
4.76
13
/16
5 /16 2 %
3-7V2-39
57i6
272
3-772-3
2 3/8
13
162
20.2
20 /4 2.38
2 /s
1 /l6
17.2
1774
3.82
3 /16 4.42
57s
x500 h 147
19.6
1 9 % 2.19
2716 178
17.0
17
3.50
372
4.10
4 1 %6 2 5/l6
2
16.8-
1678
3.21
3%6
3.81
472
274
/16 16.7
16%
3.04
3716
3.63
4% 6
27s
16.6
16%
2.85
278
3.44
478
278
2.66
21 7i6 3.26
x550
h
2.02
1
134
19.0
19
x426 h 125
18.7
1 8 % 1.88
17s
15
x398 h 117
18.3
18 1/4 1.77
1%
7s
x370 h 109
17.9
1778 1.66
1 5/s
13
/16 16.5
1672
x342 h 101
17.5
17 1/2 1.54
1 9/16
13
/16 16.4
1 6 3/s
2.47
272
3.07
3%
2
h
91.4
17.1
1778 1.41
1 716
%
16.2
1674
2.26
274
2.86
3 9 /l6
1 1 5 /16
x283 h
83.3
16.7
1 6 % 1.29
1 5 /l6
1
7l6 16.1
1678
2.07
2716
2.67
3%
178
3
1 /l6
%
16.0
16
1.89
17s
2.49
3 3/l6
1 13 /16
1716
9
x455
x311
x257
75.6
16.4
3
16 /8 1.18
1.07
x233
68.5
16.0
16
x211
62.0
15.7
1 5 % 0.980 1
x193
56.8
15.5
1572 0.890
78
315 /16 27ie
/l6
15.9
1578
1.72
1%
2.32
3
1%
72
15.8
15%
1.56
1 9/16
2.16
278
1 1 7l6
7l6
15.7
15%
1.44
1716
2.04
2%
1 1 %6
5
x176
51.8
15.2
1574 0.830
13
716 15.7
15%
1.31
1 /l6
1.91
2%
1%
x159
46.7
15.0
15
0.745
%
%
15.6
15%
1.19
1 3/l6
1.79
272
1 9 /16
1 4 % 0.680
11
%
15.5
1572
1.09
1 7l6
1.69
2%
1 9 /l6
x145
42.7
14.8
/16
/16
V
Y
c
Shape is slender for compression with Fy = 50 ksi.
9 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/t w limit for shear in Specification Section G2.1a with Fy = 50 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-21
Table 1-1 (continued)
W Shapes
Properties
W16- W14
Nominal
Wt
Ib/ft
Compact
Section
Criteria
bf
2tf
h
Axis X-X
Axis Y-Y
rts
Torsional
Properties
h0
J
/
S
r
Z
/
S
r
Z
in. 4
in. 3
in.
in. 3
in. 4
in. 3
in.
in. 3
in.
in.
in. 4
in. 6
100
5.29 24.3
1490
175
7.10 198
186
35.7
2.51
54.9
2.92 16.0
7.73
11900
89
5.92 27.0
1300
7.05 175
163
31.4
2.49
48.1
2.88 15.9
5.45
10200
77
6.77 31.2
1110
155
134
7.00 150
138
26.9
2.47
41.1
2.85 15.8
3.57
8590
67
7.70 35.9
954
117
6.96 130
119
23.2
2.46
35.5
2.82 15.7
2.39
7300
57
4.98 33.0
758
92.2
6.72 105
43.1
12.1
2660
50
5.61 37.4
6.23 41.1
659
6.68
92.0
37.2
10.5
586
81.0
72.7
6.65
82.3
32.8
45
1.60
18.9
1.92 15.7
2.22
1.59
9.34 1.57
16.3
1.89 15.6
1.52
2270
14.5
1.88 15.6
1.11
1990
40
6.93 46.5
518
64.7
6.63
73.0
28.9
8.25 1.57
12.7
1.86 15.5
0.794
1730
36
8.12 48.1
448
56.5
6.51
64.0
24.5
7.00 1.52
10.8
1.83 15.4
0.545
1460
31
6.28 51.6
375
47.2
6.41
54.0
12.4
4.49 1.17
7.03 1.42 15.4
0.461
739
26
7.97 56.8
301
38.4
6.26
44.2
9.59
3.49 1.12
5.48 1.38 15.3
0.262
565
730
1.82 3.71 14300
1280
8.17 1660
4720
527
4.69 816
5.68 17.5 1450
362000
665
1.95
4.03 12400
7.98 1480
4170
472
1120
305000
2.09 4.39 10800
7.80 1320
3680
423
4.62 730
4.55 652
5.57 17.1
605
1150
1040
5.46 16.8
869
258000
550
2.25 4.79 9430
931
7.63 1180
3250
378
4.49 583
5.36 16.4
669
219000
500
2.43 5.21 8210
838
7.48 1050
2880
339
4.43 522
5.26 16.1
514
187000
455
756
7.33 936
2560-
304
4.38 468
5.17 15.8
395
160000
426
2.62 5.66 7190
2.75 6.08 6600
706
7.26 869
2360
283
4.34 434
5.11 15.6
331
144000
398
2.92 6.44 6000
656
7.16 801
2170
262
4.31 402
5.06 15.4
273
129000
370
3.10 6.89 5440
607
7.07 736
1990
241
4.27 370
5.00 15.3
222
116000
342
3.31 7.41 4900
558
6.98 672
1810
221
4.24 338
4.94 15.1
178
103000
311
3.59 8.09 4330
506
6.88 603
1610
199
4.20 304
4.87 14.9
136
89100
283
3.89 8.84 3840
459
6.79 542
1440
179
4.17 274
4.81 14.7
104
77700
257
4.23 9.71 3400
415
6.71 487
1290
161
79.1
67800
3010
375
6.63 436
1150
145
4.13 246
4.10 221
4.75 14.5
233
4.62 10.7
4.69 14.3
59.5
59000
211
5.06 11.6
2660
338
6.55 390
1030
130
4.07 198
4.64 14.2
44.6
51500
193
5.45 12.8
2400
310
6.50 355
931
119
4.05 180
4.59 14.0
34.8
45900
176
5.97 13.7
2140
281
6.43 320
838
107
4.02 163
4.55 13.9
26.5
40500
159
6.54 15.3
1900
254
6.38 287
4.00 146
4.51 13.8
19.7
35600
7.11 16.8
1710
232
6.33 260
748
677
96.2
145
87.3
3.98 133
4.47 13.7
15.2
31700
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-22
Table 1-1 (continued)
W Shapes
t*
Dimensions
bf
Shape
Depth,
A
d
in.
2
Thickness,
tw
in.
in.
W14x132
38.8
14.7
14 5 /8 0.645
x120
35.3
14.5
1472 0.590
3
h
2
14 /8 0.860
14.6
1
/2
1
1
/4
/4
/16 1.54
274
172
78
1.46
2 3 /l6
172
14 5 /8 0.780
3
/4
1.38
27w
1 7 /l6
14.5
1472
0.710
1
7w 1.31
2
1 7 /l6
10.1
107s
0.855
7
/8
1.45
1 1 Vl6 17l6
107a
/i6 1.38
1 5 /8
1716
5
14
0.440
24.0
14.3
1474 0.510
1
/2
74
1
/4
10.1
1078
0.785
13
10.0
10
0.720
3
/4
1.31
1 9 /16
1716
/8
1.24
172
1
I I
1
1V
▼
/i6
147s 0.450
7i6
x68
20.0
14.0
14
0.415
7ie
74
/8
3
/8
3
x61
17.9
13.9
137s 0.375
3
W14x53
15.6
13.9
13 7/8 0.370
3
3
/l6
10.0
10
0.645
/l6
8.06 8
0.660
1
7i6 1.25
172
1
1078
/i6
3
/l6
8.03 8
0.595
5
/8
1.19
1716
1
/i6
3
/l6
8.00 8
0.530
72
1.12
1 3/ 8
1
1 1
V V
x48
14.1
13.8
13 /4 0.340
x43 c
12.6
13.7
13 5 /8 0.305
5
6.77 6 /4
0.515
72
0.915 174
13
/l6
6.75 6 3 /4
0.455
7w
0.855 13/16
3/4
0.385
3
0.785 178
3/4
11.2
14.1
147s 0.310
5
/i6
3
x34 c
10.0
14.0
14
/i6
3
7.69 13.9
0.285
5
7
13 /s 0.270
1
7
1
3
1
13 /8 0.255
6.49 13.7
13 /4 0.230
98.8
16.8
16%
3
/4
/4
/4
1.78 1 3/4
3
/l 6
W14x38 c
8.85 13.8
7s
7s
7s
7
/8
3
6.73 6 /4
5.03 5
5.00 5
13.4
7i6
0.335
5
13 3 /8 2.96
/l6 13.2
1374
2.71
1 1/2
3
/4
13.1
1378
2.47
3
89.6
16.3
16 /8 1.63
1 /8
x279 h
81.9
15.9
15 7/8 1.53
/8
0.420
13
5
h
/i6
3
378
11 /8
2 3/ 4 9
1 1 716 978
572
2 7i6 3.30
5
3 /8
1 5 /8
272
3.07
3 3 /8
1 5 /8
172
74.0
15.4
15 /8 1.40
1 /s
7l6 13.0
13
2.25
274
2.85
37a
67.7
15.1
15
1.29
1 5/ie
1
7l6 12.9
127s
2.07
27w
2.67
215 /16 172
x210
61.8
14.7
14 3 /4 1.18
1 3/l 6
5
/8
12 3 /4 1.90
17s
2.50
213 /l6 17l6
1
1 /16
9
3
15
72
x190
55.8
14.4
14 /8 1.06
x170
50.0
14.0
14
x152
44.7
13.7
0.960
7s
3
/ie
/i6
/8
5
13 /4 0.870
12.6
12 5 /8 1.56
1 9 /16
7l6
2.16
27i6
1 5 /l6
1.40
3
1 /8
2.00
2716
174
12.4
12 /s 1.25
174
1.85
278
174
/8
12.3
12 3 /8 1.11
178
1.70
2
1 3 /l6
/l6
12.2
1274
0.990 1
1.59
1 7/s
178
/i6
5
/l6
12.2
1278
0.900
7s
1.50
1 13 /16 17a
/2
74
12.1
127s
0.810
13
/i6 1.41
1 1 7l6 1 7l6
1
74
12.1
1278
0.735
3/4
1.33
1 5 /8
7w 1.27
1 9 /16
1 716
/8
172
1
13 /s 0.790
13Vs 0.710
11
x106
31.2
12.9
127s 0.610
5
x96
28.2
12.7
12 /4 0.550
9
x87
25.6
12.5
12 1/2 0.515
1
12 /8 0.470
1 3 /8
7f6
13.4
13.1
12.4
2%
3
39.9
35.3
23.2
2.33
3
x136
3
1 /4
1272
x120
3
12 / 8 1.74
12.5
13
x79
/16
3
/l6 12.7
5
/2
x72
21.1
12.3
1274 0.430
7ie
74
12.0
12
0.670
1
x65 f
19.1
12.1
127s 0.390
3
3
12.0
12
0.605
5
/8
/l6
1.20
c
372
23 / 4 9
x230 h
12.8
372
5
/4
/4
1
3
372 g
11 /8
3
0.735 17l6
1
572
5
0.820 178
215 /16 3.55
/16 11 5 /8
h
3
572
5
5
x252
▼ V
14.0
14.2
x305
15
kdet
26.5
21.8
W12x336h
kdes
7
x74
x22
572
14.6
14 1/8 0.485
c
in.
10
/4
14.2
W14x26
in.
1 9 /l6
/2
29.1
c
in.
2 5 /l6
14 5 /8 0.940
x99 f
x30
in.
1.63
14.7
14 /8 0.525
c
in.
1
5
14.3
W14x82
in.
1
/l6
Workable
Gage
in.
/i6
9
T
tf
14 3 /4 1.03
1
*1
bf
14.7
5
k
Thickness,
/l6
/s
32.0
x90
Width,
in.
5
x109
f
Distance
Flange
Web
Area,
17l6
V
V
Shape is slender for compression with F y = 50 ksi.
Shape exceeds compact limit for flexure with F = 50 ksi.
9 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.
f
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-23
Table 1-1 (continued)
W Shapes
Properties
W14 - W 1 2
Nominal
Wt.
Ib/ft
Compact
Section
Criteria
bf
2t f
h
Axis X-X
Axis Y-Y
rts
/
in.
S
4
in.
3
r
in.
z
1
S
3
4
3
in.
in.
in.
r
Z
in.
3
in.
Torsional
Properties
hn
J
in.
in.
in. 4
in. 6
132
7.15 17.7
1530
209
74.5
3.76 113
25500
1380
190
495
67.5
3.74 102
4.23 13.6
4.20 13.5
12.3
7.80 19.3
6.28 234
6.24 212
548
120
9.37
22700
109
8.49 21.7
1240
173
6.22 192
447
61.2
3.73
92.7
4.17 13.5
7.12
20200
99
9.34 23.5
1110
157
6.17 173
402
55.2
3.71
83.6
4.14 13.4
5.37
18000
999
143
6.14 157
362
49.9
3.70
75.6
4.11 13.3
4.06
16000
6.05 139
6.04 126
148
29.3
2.48
44.8
6710
26.6
2.48
40.5
2.85 13.5
2.82 13.4
5.07
134
3.87
5990
90 10.2
25.9
82
5.92 22.4
881
123
74
6.41 25.4
795
112
68
6.97 27.5
722
103
6.01 115
121
24.2
2.46
36.9
2.80 13.3
3.01
5380
61
7.75 30.4
640
92.1
5.98 102
107
21.5
2.45
32.8
2.78 13.2
2.19
4710
53
6.11 30.9
541
77.8
5.89
87.1
57.7
14.3
1.92
22.0
2.22 13.3
1.94
2540
48
484
70.2
5.85
78.4
51.4
12.8
1.91
19.6
2.20 13.2
1.45
2240
43
6.75 33.6
7.54 37.4
428
62.6
5.82
69.6
45.2
11.3
1.89
17.3
2.18 13.1
1.05
1950
38
6.57 39.6
385
54.6
5.87
61.5
26.7
7.88 1.55
12.1
1.82 13.6
0.798
1230
34
7.41 43.1
340
48.6
5.83
54.6
23.3
6.91 1.53
10.6
1.80 13.5
0.569
1070
30
8.74 45.4
291
42.0
5.73
47.3
19.6
5.82 1.49
8.99 1.77 13.5
0.380
887
5.54 1.31 13.5
1.27 13.4
0.358
405
314
26
5.98 48.1
245
35.3
5.65
40.2
8.91
3.55 1.08
22
7.46 53.3
199
29.0
5.54
33.2
7.00
2.80 1.04
336
2.26 5.47 4060
483
305
2.45 5.98 3550
435
6.41 603
6.29 537
279
2.66 6.35 3110
393
252
2.89 6.96 2720
4.39
0.208
1190
177
3.47 274
4.13 13.9
243
57000
159
3.42 244
4.05 13.6
185
48600
6.16 481
1050
937
143
3.38 220
4.00 13.4
143
42000
6.06 428
828
127
3.34 196
3.93 13.2
108
35800
3.87 13.0
3.82 12.8
83.8
31200
64.7
27200
23600
230
3.11 7.56 2420
353
321
5.97 386
742
3.37
8.23 2140
292
5.89 348
664
115
104
3.31 177
210
190
3.65 9.16 1890
263
5.82 311
589
93.0
3.76 12.6
48.8
170
4.03 10.1
1650
235
5.74 275
517
82.3
3.25 143
3.22 126
3.71 12.5
35.6
20100
152
4.46 11.2
1430
209
5.66 243
454
72.8
3.19 111
3.66 12.3
25.8
17200
136
4.96 12.3
1240
186
5.58 214
398
64.2
3.16
98.0
3.61 12.2
18.5
14700
120
5.57 13.7
1070
163
5.51 186
345
56.0
3.13
85.4
3.56 12.0
12.9
12400
106
6.17 15.9
933
145
5.47 164
301
3.11
75.1
3.52 11.9
9.13
10700
96
6.76 17.7
833
131
5.44 147
270
49.3
44.4
67.5
3.49 11.8
6.85
9410
87
7.48 18.9
740
39.7
60.4
3.46 11.7
5.10
8270
8.22 20.7
662
5.38 132
5.34 119
241
79
118
107
3.09
3.07
216
35.8
3.05
54.3
3.43 11.6
3.84
7330
3.28 159
72
8.99 22.6
597
97.4
5.31 108
195
32.4
3.04
49.2
3.40 11.6
2.93
6540
65
9.92 24.9
533
87.9
5.28
174
29.1
3.02
44.1
3.38 11.5
2.18
5780
96.8
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-24
Table 1-1 (continued)
W Shapes
Dimensions
Web
Shape
Area,
Depth,
A
d
in.
W12x58
2
17.0
in.
12.2
Flange
Thickness,
tw
Width,
tw
y
bf
in.
in.
in.
12 1/4 0.360
3
x53
15.6
12.1
12
0.345
3
W12x50
14.6
12.2
12 1/4 0.370
3
/8
3
/8
3
/l6
/8
3
/l6
/l6
10.0
10.0
Distance
10
10
1
8.08 8 /8
3
/l6
9 /4
51/2
91/4
51/2
10 1/8
31/2
10 3 /8
21/ 4 9
7 1/2
51/2
772
572
81/4
2 3 /49
83 /8
21/49
0.575
9
/l6
1.18
1 /8
15
0.640
5
/8
1.14
1 1/2
15
/16
3
/16
/16
x45
13.1
12.1
12
0.335
/l6
3
/l6
8.05 8
0.575
/l6
1.08
1 /8
15
11.7
11.9
12
0.295
5
/l6
3
/l6
8.01 8
0.515
?2
1.02
1 3 /8
7
10.3
12.5
12 1/2 0.300
5
/l6
3
/l6
6.56 6V2
0.520
1
0.820 1 3/w
3
/4
/8
/4
/4
/8
c
8.79 12.3
1 2 /8 0.260
1
/4
1
6.52 6 /2
0.440
7
/l6
0.740 1 /8
3
x26 c
7.65 12.2
12 1/4 0.230
1
/4
1
/8
6.49 6 1/z
0.380
3
/8
0.680 1 1/16
3
W12x22 c
6.48 12.3
12V4 0.260
4.03 4
0.425
7
/l6
0.725
15
x30
1
/4
1
12 /s 0.235
/4
1
/8
4.01 4
0.350
3
/8
0.650
7
12
0.220
1
/4
1
/8
3.99 4
0.265
1
/4
0.565
4.16 11.9
11 7/8 0.200
3
1
3.97 4
0.225
1
/4
0.525
3
11.4
11 3 /8 0.755
3/4
3
1 1/4
1.75
V16
3
/8
10.3
10 /8 1.12
/8
5
/l6
10.3
10V4
0.990 1
/4
10.2
10V4
0.870
5.57 12.2
x16 c
4.71 12.0
x14 c,v
x19
W10x112
1
1
c
32.9
1
1
x100
29.4
11.1
11 /8 0.680
1
x88
25.9
10.8
10 7/8 0.605
5
5
/l6
/8
/8
/8
10.4
10 3 /8 1.25
3
x77
22.6
10.6
10 /8 0.530
V2
1
x68
20.0
10.4
10 3 /s 0.470
1
/2
1
/4
10.1
1 0 1 /8
0.770
1
1
1 /8
5
/8
/8
9
/l6
13
/16
9
/l6
/4
9
/l6
/l6
1 1 5 /l6 1
13
/l6 1
1.62
1
1.49
1 1 1 /l6
15
/16
x60
17.6
10.2
10 /4 0.420
7
/l6
1
/4
10.1
1 0 1/8
0.680
x54
15.8
10.1
10 1/8 0.370
3/8
3
/l6
10.0
10
0.615
x49
14.4
10.0
10
0.340
5
/l6
3/16
10.0
10
0.560
W10x45
13.3
10.1
10 1/8 0.350
3
8.02 8
0.620
5
1.12
1 5 /16
13
/16
3
13
/16
7
/8
3
/l6
3
/l6
7.99 8
0.530
1
/2
1.03
3
/l6
7.96 8
0.435
7
/l6
0.935 1 Vs
/l 6
5.81 53/4
0.510
1
0.810 1 /8
x39
11.5
9.92
9 /8 0.315
5
x33
9.71
9.73
93/4 0.290
5
/l6
8.84 10.5
10 1/2 0.300
5
W10x30
/l6
3
/4
1
11
1
11
3
/8
5.77 53/4
0.440
7
/l6
0.740 1 /16
/8
3
5.75 5 /4
0.360
3
/8
0.660
15
/l6
5
/8
3
/8
0.695
15
/16
5
/8
x26
7.61 10.3
10 /s 0.260
/4
1
x22 c
6.49 10.2
10 1/8 0.240
1
/4
1
W10x19
5.62 10.2
10 1/4 0.250
1
/4
1
/8
4.02 4
0.395
/2
/l6
/l6
c
4.99 10.1
10 1/8 0.240
1
/4
1
/8
4.01 4
0.330
5
/l6
0.630
7
/8
9
/l6
x15 c
4.41 10.0
10
0.230
1
/4
1
/8
4.00 4
0.270
1
/4
0.570
13
9
/l6
x12 c f
3.54
9 7/8 0.190
3
/l6
1
3.96 4
0.210
3
/l6
0.510
3
9
/l6
x17
9.87
/8
Shape is slender for compression with Fy = 50 ksi.
Shape exceeds compact limit for flexure with F = 50 ksi.
v
1 /16
/l6
1
3
/8
51/2
1
1 /2
0.640
/2
9 /4
1.24
15
x40
1
in.
1
1
9
3
in.
kdet
5
W12x35 c
Workable
Gage
kdes
5
/8
T
k
Thickness,
to ensure compatibility.
Shape does not meet the h/t w limit for shear in Specification Section G2.1a with F = 50 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
/l 6
/4
DIMENSIONS AND PROPERTIES
1-25
1
I
Table 1-1 (continued)
W Shapes
Properties
W12-W10
Nominal
Wt.
Compact
Section
Criteria
Axis X-X
Axis Y-Y
rts
h0
Torsional
Properties
J
Cw
in.
in. 4
in. 6
2.82
11.6
11.5
2.10
1.58
3570
2.79
11.6
1.71
1880
11.5
11.4
1.26
1650
0.906
1440
h
tw
/
S
r
Z
/
S
r
Z
in. 4
in. 3
in.
in. 3
in. 4
in. 3
in.
in. 3
in.
58
7.82 27.0
475
78.0
5.28
86.4
107
21.4
2.51
32.5
53
8.69 28.1
425
70.6
5.23
77.9
95.8
19.2
2.48
29.1
50
6.31 26.8
391
64.2
5.18
71.9
56.3
13.9
1.96
21.3
2.25
45
7.00 29.6
348
57.7
64.2
50.0
12.4
1.95
19.0
40
7.77 33.6
307
51.5
5.15
5.13
57.0
44.1
11.0
1.94
16.8
2.23
2.21
35
6.31 36.2
285
45.6
5.25
51.2
24.5
7.47 1.54
11.5
1.79
12.0
0.741
879
30
7.41 41.8
238
38.6
5.21
43.1
20.3
6.24 1.52
9.56 1.77
11.9
0.457
720
26
8.54 47.2
204
33.4
5.17
37.2
17.3
5.34 1.51
8.17 1.75
11.8
0.300
607
22
4.74 41.8
156
25.4
4.91
2.31 0.848
3.66 1.04
11.9
0.293
164
5.72 46.2
130
21.3
4.82
29.3
24.7
4.66
19
3.76
1.88 0.822
2.98 1.02
11.8
0.180
131
16
14
7.53 49.4
103
17.1
4.67
20.1
2.82
1.41 0.773
2.26 0.982 11.7
96.9
8.82 54.3
88.6
14.9
4.62
17.4
2.36
1.19 0.753
1.90 0.962 11.7
0.103
0.0704
112
4.17 10.4
716
126
4.66 147
236
45.3
2.68
69.2
3.07
10.1
15.1
6020
100
4.62 11.6
623
112
207
40.0
2.65
61.0
3.03
10.0
10.9
5150
88
5.18 13.0
534
98.5
4.60 130
4.54 113
179
34.8
2.63
53.1
2.99
9.85
7.53
4330
77
5.86 14.8
85.9
4.49
97.6
154
30.1
2.60
45.9
2.95
9.73
5.11
3630
A
Ib/ft
2tf
3160
80.4
68
6.58 16.7
455
394
75.7
4.44
85.3
134 '
26.4
2.59
40.1
2.91
9.63
3.56
3100
60
7.41 18.7
341
66.7
74.6
116
23.0
2.57
35.0
2.88
9.54
2.48
2640
54
8.15 21.2
303
60.0
4.39
4.37
66.6
103
20.6
2.56
31.3
9.48
1.82
2320
49
8.93 23.1
272
54.6
4.35
60.4
93.4
18.7
2.54
28.3
2.86
2.84
9.42
1.39
2070
45
6.47 22.5
248
49.1
4.32
54.9
53.4
13.3
2.01
20.3
2.27
9.48
1.51
1200
39
7.53 25.0
209
42.1
4.27
46.8
45.0
11.3
1.98
17.2
2.24
9.39
0.976
992
33
9.15 27.1
171
35.0
4.19
38.8
36.6
9.20 1.94
14.0
2.20
9.30
0.583
791
30
5.70 29.5
170
32.4
4.38
36.6
16.7
5.75 1.37
8.84 1.60
10.0
0.622
414
26
22
6.56 34.0
144
27.9
4.35
31.3
14.1
4.89 1.36
7.50 1.58
9.89
0.402
345
7.99 36.9
118
23.2
4.27
26.0
11.4
3.97 1.33
6.10 1.55
9.81
0.239
275
19
5.09 35.4
96.3
18.8
4.14
21.6
4.29
2.14 0.874
3.35 1.06
9.85
0.233
104
17
81.9
16.2
4.05
18.7
3.56
1.78 0.845
2.80 1.04
9.78
68.9
13.8
3.95
16.0
2.89
1.45 0.810
9.72
12
9.43 46.6
53.8
10.9
3.90
12.6
2.18
1.10 0.785
2.30 1.01
1.74 0.983
0.156
0.104
85.1
15
6.08 36.9
7.41 38.5
9.66
0.0547
50.9
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
68.3
1-26
DIMENSIONS AND PROPERTIES
iable 1-1 (continued)
d
W Shapes
X
tr-
Dimensions
Y
Flange
Web
Shape
Area,
Depth,
A
d
Thickness,
tw
in.
2
in.
tw
Width,
2
bf
Distance
Ai
kdes
in.
in.
kdet
in.
in.
in.
in.
in.
1.33
1 5/8
15
53/4
5V2
0.810
13
/16
1.20
1 1 /2
7
8.11 8 /8
0.685
11
3
1 /8
1
9
/i6 0.954 1 /4
13
/16
13
/16
/l6
9.00
9
0.570
9
/l6
8.28 81/4
0.935
x58
17.1
8.75
8 3/4 0.510
1
/2
8.22 81/4
1
/16
/8
x48
14.1
8.50
8 /2 0.400
x40
11.7
8.25
81/4 0.360
8.07 81/8
0.560
x35
10.3
8.12
81/8 0.310
8.02 8
0.495
1
/2
0.889 1 3 /l6
13
x31 f
9.12 8.00
8
0.285
8.00 8
0.435
7
/i6
0.829 1 1 /8
3
/4
W8x28
8.24 8.06
8
0.285
6.54 61/2
0.465
7
/i6
0.859
15
5
/8
0.400
3
/8
0.794
7
/8
9
/l6
0.700
7
/8
9
/l6
/i6
0.630
13
/-|6
9
0.615
13
/16
9
/4
x24
7.08 7.93
W8x21
6.16 8.28
/8
7
1
7 /8 0.245
6.50 6 /z
1
1
8 /4 0.250
0.400
3
1
5
5.27 5 /4
1
/16
/8
1.08
x18
5.26 8.14
8 /8 0.230
5.25 5 /4
0.330
W8x15
8Vs 0.245
4.02 4
0.315
5
x13
4.44 8.11
3.84 7.99
8
0.230
4.00 4
0.255
1
0.555
3
x10 c f
2.96 7.89
7 7/8 0.170
3.94 4
0.205
3
/i6
0.505
W6x25
7.34 6.38
6 3/8 0.320
6.08 61/8
0.455
7
/i6
0.705
15
5.87 6.20
61/4 0.260
6.02 6
0.365
3
/8
0.615
7
1
/4
0.510
3
x20
x15
f
W6x16
/i6
4.43 5.99
6
0.230
5.99 6
0.260
4.74 6.28
61/4 0.260
4.03 4
0.405
3
/8
/16
T
4
/l6
6V2
61/2
23/49
23/4g
21/49
/l6
6V2
/4
/l6
11
/16
1
/2
▼ 1I
/16
9
/l6
41/2
/8
9
/l6
/4
9
/l6
0.655
%
9
/l6
41/2
21/4g
V
3.55 6.03
6
0.230
4.00 4
0.280
/4
0.530
3/4
9
/l6
2.68 5.90
57/8 0.170
3.94 4
0.215
3
/w
0.465
11
/16
1
/2
x8.5 f
2.52 5.83
57/8 0.170
3.94 4
0.195
3
/i6
0.445
11
/16
1
/2
T
W5x19
5.56 5.15
4.71 5.01
51/8 0.270
5.03 5
0.430
7
0.730
13
/16
7
/l6
31/2
5
5.00 5
0.360
3
/8
0.660
3.83
41/8 0.280
4.06 4
0.345
%
0.595
W4x13
4.16
1
/4
c
31/2
1
▼
x9 f
0.240
4
9
x12
/i6
y
61/8
61/8
1
x16
Workable
Gage
/16
19.7
3
T
15
W8x67
1
k
Thickness,
3/4
7
/l6
3 /2
2 3/ 4 g
23/ 4 9
3/4
1
/2
25/8
W
1
Shape is slender for compression with Fy = 50 ksi.
* Shape exceeds compact limit for flexure with F = 50 ksi.
9
The actual size, combination, and orientation of fastener components should be compared with the geometry of the cross-section
to ensure compatibility.
A M E R I C A N INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-27
Table 1-1 (continued)
I
W Shapes
I
Properties
W8-W4
Nominal
Wt.
Compact
Section
Criteria
A
Ib/ft
Axis X-X
Axis Y-Y
rts
h0
Torsional
Properties
J
/
S
r
Z
/
S
r
Z
tw
in.4
in.3
in.
in.3
in. 4
in.3
in.
in.3
in.
in.
in.4
in.6
67
4.43 11.1
272
60.4
3.72
70.1
88.6
21.4
2.12
32.7
2.43
8.07
5.05
1440
58
5.07 12.4
228
52.0
3.65
59.8
75.1
18.3
2.10
27.9
2.39
7.94
3.33
1180
48
5.92 15.9
184
43.2
3.61
49.0
60.9
15.0
2.08
22.9
2.35
7.82
1.96
931
40
7.21 17.6
35.5
3.53
39.8
49.1
12.2
2.04
18.5
2.31
7.69
1.12
726
31.2
10.6 2.03
9.27 2.02
16.1
14.1
2.28
7.63
0.769
619
2.26
7.57
0.536
530
35
8.10 20.5
146
127
42.6
9.19 22.3
110
27.5
3.51
3.47
34.7
31
30.4
37.1
28
7.03 22.3
98.0
24.3
3.45
27.2
21.7
6.63 1.62
10.1
1.84
7.60
0.537
312
24
8.12 25.9
82.7
20.9
3.42
23.1
18.3
5.63 1.61
8.57 1.82
7.53
0.346
259
21
6.59 27.5
75.3
18.2
3.49
20.4
9.77
3.71 1.26
5.69 1.46
7.88
0.282
152
18
7.95 29.9
61.9
15.2
3.43
17.0
7.97
3.04 1.23
4.66 1.43
7.81
0.172
122
3.29
15
6.37 28.1
48.0
11.8
1.70 0.876
2.67 1.06
7.80
0.137
51.8
7.84 29.9
39.6
9.91 3.21
13.6
11.4
3.41
13
2.73
1.37 0.843
2.15 1.03
7.74
0.0871
40.8
10
9.61 40.5
30.8
7.81 3.22
8.87
2.09
1.06 0.841
1.66 1.01
7.69
0.0426
30.9
25
6.68 15.5
53.4
16.7
2.70
18.9
17.1
5.61 1.52
8.56 1.74
5.93
0.461
150
20
8.25 19.1
41.4
13.4
2.66
14.9
13.3
4.41 1.50
6.72 1.70
5.84
0.240
113
21.6
29.1
9.72 2.56
10.8
9.32
3.11 1.45
4.75 1.66
5.73
0.101
76.5
38.2
15 11.5
16
4.98 19.1
32.1
10.2
2.60
11.7
4.43
2.20 0.967
3.39 1.13
5.88
0.223
12
7.14 21.6
22.1
7.31 2.49
8.30
2.99
1.50 0.918
2.32 1.08
5.75
0.0903
24.7
9
9.16 29.2
16.4
5.56 2.47
6.23
2.20
1.11 0.905
17.7
5.10 2.43
5.73
1.99
1.01 0.890
5.69
5.64
0.0405
14.9
1.72 1.06
1.56 1.05
0.0333
15.8
8.5 10.1
29.1
19
5.85 13.7
26.3
10.2
2.17
11.6
9.13
3.63 1.28
5.53 1.45
4.72
0.316
50.9
16
6.94 15.4
21.4
8.55 2.13
9.63
7.51
3.00 1.26
4.58 1.43
4.65
0.192
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
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-28
Table 1-2
M Shapes
X
x
d
Air-
Dimensions
Y
bf
Flange
Web
Shape
Area,
Depth,
A
d
in.
2
in.
C,V
M1 2.5x12.4 3.63 12.5
x11.6 c,v 3.40 12.5
M12x11.8 c
x10.8 c
M12x10
c,v
M10x9 c
x8
c
M10x7.5 c,v
c
Distance
Thickness,
tw
Width,
tw
2
bf
tf
in.
in.
in.
in.
12V2 0.155
12V2 0.155
1
Thickness,
/l6
3/8
113/8
—
/l6
3/8
113/8
—
/i6 1/8
/l6 Vs
3.07
3.07
31/s
31/8
0.225
0.210
1
/4
/16
9
/l6
3/8
1 0 7/8
—
3
9
/l6
3/8
7
1 0 /8
—
1
3
1
/2
3/8
11
—
1
/16
3.25
3 /4
0.180
2.65 10.0 10
2.37 9.95 10
0.157
0.141
3
1
Vl6
2.69
2.69
23/4
23/ 4
0.206
0.182
2.22
0.130
1
Vl6
2.69
23/ 4
0.135
0.129
1
2.28
2.28
1
3
/4
/l6
/16
9
3
9
/l6
3
3
9
/l6
3/8
0.173
3
/16
7
/l6
5
2 /4
21/4
0.189
0.177
3
/16
3/16
9
7
17/s
2
0.171
0.129
3
Vl6
1.84
2.00
/16
Vs
/ie 3/16
5.00
5
0.416
7
/i6
13
Vs Vl6
Vs 1/16
Vie Vl6
Vi6 Vl6
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
/16
1
/s
1
/8
1
3
1
2.25
21/4
0.130
Vs
/w
/8
1
/8
M8x6.5
x6.2 c
1.92
1.82
8.00
8.00
8
8
M6x4.4 c
x3.7 c
1.29
1.09
6.00
5.92
6
0.114 1/8
7
5 /8 0.0980 Vs
M5X18.9 1
5.56
5.00
5
M4x6 f
X4.08
x3.45
x3.2
1.75
1.27
1.01
1.01
3.80
4.00
4.00
4.00
33/4 0.130
4
0.115
4
0.0920
4
0.0920
M3x2.9
0.914 3.00
0.0900
in.
9
/8
3
in.
3
0.149
0.316
in.
33/4 0.228
3V2 0.211
12
9.99 10
in.
Gage
3.75
3.50
Vl6
1
2.95 12.0
T
Vl6
/8
/8
1
3
12
12
*1
1
0.177
0.160
3.47 12.0
3.18 12.0
Workable
k
/8
/8
1
5
1
/8
/l6
Vl6
Vl6
/16 1/l6
/i6
/16
c
87/8
87/s
—
/l6
91/8
—
/l6
3/8
/l6
1
/4
6%
71/8
—
3/8
1
/4
5 1 /4
—
5
1
/4
5 1/4
—
1
/2
33/8
2 3 /4 9
/2
3/8
2 3 /4
—
9
/l6
3/8
/2
3
/8
1
/2
3
/8
2%
3
3
—
1
/2
3
/8
2
1
/l6
/16
/8
Shape is slender for compression with Fy = 36 ksi.
* Shape exceeds compact limit for flexure with F = 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.
1
Shape has tapered flanges while other M-shapes have parallel flange surfaces.
v
Shape does not meet the h/t w limit for shear in Specification Section G2.1b(i) with Fy = 36 ksi.
~ Flange is too narrow to establish a workable gage.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
—
—
—
—
DIMENSIONS AND PROPERTIES
1-29
Table 1-2 (continued)
T
M Shapes
Properties
Nominal
Wt
Compact
Section
Criteria
A
h
Axis X-X
S
1
r
Axis Y-Y
Z
S
/
Ib/ft
2tf
4
in.
12.4
8.22 74.8 89.3
14.2
4.96 16.5
2.01
1.07
11.6
8.29 74.8 80.3
12.8
4.86 15.0
1.51
11.8
6.81 62.5 72.2
12.0
4.56 14.3
1.09
10.8
7.30 69.2 66.7
11.1
4.58 13.2
1.01
10
9.03 74.7 61.7
10.3
4.57 12.2
1.03
9
6.53 58.4 39.0
7.79 3.83
8
7.39 65.0 34.6
6.95 3.82
7.5
7.77 71.0 33.0
6.60 3.85
6.5
6.2
6.03 53.8 18.5
6.44 56.5 17.6
in.
3
M SHAPES
3
4
3
r
fts
J
Sxhg
Z
3
Torsional
Properties
J
in.
in.4
in.6
0.744 1.68
0.100 12.3
0.000283 0.0493
76.0
0.864 0.667 1.37
0.099 12.3
0.000263 0.0414
57.1
0.709 0.559 1.15
0.108 11.8
0.000355 0.0500
37.7
0.661 0.564 1.07
0.104 11.8
0.000300 0.0393
35.0
0.636 0.592 1.02
0.098 11.8
0.000240 0.0292
35.9
9.22 0.672 0.500 0.503 0.809 0.117
9.81 0.000411 0.0314
8.20 0.593 0.441 0.500 0.711 0.111
9.81 0.000328 0.0224
16.1
14.2
7.77 0.562 0.418 0.503 0.670 0.107
9.81 0.000289 0.0187
13.5
4.63 3.11
5.43 0.376 0.329 0.443 0.529 0.131
7.81 0.000509 0.0184
5.73
4.39 3.10
5.15 0.352 0.308 0.439 0.495 0.127
7.81 0.000455 0.0156
5.38
in.
in.
in.
in.
in.
in.
in.
4.4
5.39 47.0
7.23
2.41 2.36
2.80 0.180 0.195 0.372 0.311 0.152
5.81 0.000707 0.00990
1.53
3.7
7.75 54.7
5.96
2.01 2.34
2.33 0.173 0.173 0.398 0.273 0.137
5.75 0.000459 0.00530
1.45
18.9
6.01 11.2 24.2
45.7
6
11.9 22.0
6.62 26.4
4.72
2.48 1.64
2.74 1.47
3.53
1.77 1.67
3.45
8.65 33.9
2.86
1.43 1.68
3.2
8.65 33.9
2.86
1.43 1.68
2.9
8.65 23.6
1.50
1.00 1.28
4.08
9.67 2.08 11.1
8.70
3.48
1.25
5.33
0.28
4.56 0.00709
0.313
0.771 0.915 1.18
0.22
3.56 0.00208
0.0184
4.85
2.00 0.325 0.289 0.506 0.453 0.220
3.81 0.00218
0.0147
1.19
1.60 0.248 0.221 0.496 0.346 0.200
3.88 0.00148
0.00820
0.930
1.60 0.248 0.221 0.496 0.346 0.200
3.88 0.00148
0.00820
0.930
1.12 0.248 0.221 0.521 0.344 0.250
2.88 0.00275
0.00790
0.511
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1-30
DIMENSIONS AND PROPERTIES
I"
I
Table 1-3
d’
I
x—B-x
T
Y
k
S Shapes
Dimensions
. bf
.
Web
Shape
Area,
Depth,
A
d
in.
2
in.
Thickness,
tw
Width,
Thickness,
tw
2
bf
tf
in.
in.
in.
in.
1
Distance
Flange
k
T
in.
in.
1
Workable
Gage
in.
S24x121
35.5
24.5
24 /z
0.800
13
/l6
8.05
8
1.09
1 /l6
2
20 /2
4
x106
31.1
24.5
241/ 2
0.620
5
/8
5
/l6
7.87
77/8
1.09
1 1 /16
2
20 1/2
4
S24x100
29.3
24.0
24
0.745
3
/4
3/8
7.25
71/4
0.870
7
/8
4
/8
/l6
7.13
1
7 /8
0.870
7
/8
1 3/4
1 3/ 4
201/2
5
20V2
4
/2
1
/4
7.00
7
0.870
7
/8
1 3/4
20V2
4
1
0.920
15
/16
3
1 /4
3
16 /4
4
0.920
15
/16
1 3/4
3
16 /4
4
1 8
3
16 /4
31/2S
3
x90
26.5
24.0
24
0.625
5
x80
23.5
24.0
24
0.500
1
1
/l6
7
S20x96
28.2
20.3
20 /4
0.800
13
/16
7
/l6
7.20
7 /4
x86
25.3
20.3
201/4
0.660
11
/l6
3/8
7.06
7
0.635
5
/8
5
6.39
3
/2
1
S20x75
x66
S18x70
X54.7
S15x50
x42.9
S12x50
x40.8
S12x35
x31.8
S10x35
X25.4
S8x23
22.0
20.0
20
/4
6.26
6 /8
61/4
/16
3/8
6.25
61/4
/l6
1
/l6
5
/l6
1
19.4
20.0
20
0.505
1
20.5
18.0
18
0.711
11
16.0
18.0
18
0.461
7
0.550
9
14.7
15.0
15
/l6
/4
6.00
6
5
/4
5.25
5 /4
0.659
/4
5.08
51/8
0.544
9
0.544
9
/l6
10.2
12.0
12
0.428
7
/l6
1
/8
3
/l6
5.00
5
/8
5
/l6
4.94
5
0.441
7
1
x18.4
5.40
8.00
8
0.271
S6x17.2
5.06
6.00
6
0.465
7
31/2g
1
11
0.462
8
12 1/4
11
12
8.00
15
3
0.659
12.0
6.76
/16
1
11.9
0.311
0.691
3V29
3V29
51/2
3/8
1
10
15
1
5.48
/16
7
7.45 10.0
1 1/2
0.622
11
5
/16
11
5 /2
0.687
5
11
5.50
12
0.594
0.691
/4
12.0
10
31/ 29
5
14.6
10.0
16 /4
0.622
0.411
10.3
1 3/8
1
15
0.350
/l6
5 /8
15.0
12
0.795
13
5.64
/l6
12.6
9.31 12.0
0.795
13
5
7
3
1
/16
/8
1 /2
1 /s
1 3/8
12 /4
31/29
/16
1 7/l6
91/8
3g
/16
7
1 /l6
1
9 /8
3g
/l6
1 3 /l6
93/8
3g
/l6
3
1 /l6
93/8
3g
/s
0.491
1
/2
1 1 /8
73/4
23 / 4 g
5
3
/l6
4.66
4 /e
0.491
1
/2
1 1 /8
73/4
2 3/ 4 g
/l6
1
/4
4.17
41/8
0.425
7
/l6
1
6
21/49
/4
1
/8
4.00
4
0.425
7
1
6
21/4g
/l6
1
/4
3.57
3 5/8
0.359
3/8
13
/16
/8
3.33
3
3 /8
0.359
3/8
13
/16
/8
3.00
3
0.326
5
/l6
3/4
2.80
23/4
0.293
5
/l6
3/4
2V2
5
/l6
3
/4
21/2
1 3/4
13/4
/l6
/l6
3.66
6.00
6
0.232
1
/4
1
S5x10
2.93
5.00
5
0.214
3
/l6
1
S4x9.5
2.79
4.00
4
0.326
5
/l6
3
/l6
1
/8
2.66
2 /8
0.293
5
/8
3
/l6
2.51
21/2
0.260
1
/4
3/8
3/16
1
2.33
3
0.260
1
/4
3/8
x12.5
x7.7
2.26
4.00
4
0.193
3
S3x7.5
2.20
3.00
3
0.349
3
x5.7
1.66
3.00
3
0.170
/l6
/8
2 /8
9
43/8
43/8
31/2
The actual size, combination, and orientation of fastener components should be compared with the geometry of the
cross-section to ensure compatibility.
— Flange is too narrow to establish a workable gage.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-31
Table 1-3 (continued)
S Shapes
Properties
S SHAPES
Nominal
Wt.
Ib/ft
121
Compact
Section
Criteria
bf
2t (
h
tw
Axis X-X
Axis Y-Y
r ts
Torsional
Properties
ho
J
/
S
r
Z
/
S
r
Z
in.4
in. 3
in.
in. 3
in. 4
in.3
in.
in.3
in.
in.
1.53
1.57
36.3
33.4
1.94
23.4 12.8
11400
1.93
23.4 10.1
10500
106
3.69 25.9
3.61 33.4
100
4.16 27.8
90
4.09 33.1
80
4.02 41.4
2100
in.4
in.6
3160
258
9.43 306
83.0
20.6
2940
240
9.71 279
76.8
19.5
2380
199
9.01 239
47.4
13.1
1.27
24.0
1.66
23.1
7.59
6350
2250
187
9.21 222
44.7
12.5
1.30
22.4
1.66
23.1
6.05
5980
175
9.47 204
42.0
12.0
1.34
20.8
1.67
23.1
4.89
5620
96
3.91 21.1
1670
165
7.71 198
49.9
13.9
1.33
24.9
1.71
19.4
8.40
4690
86
3.84 25.6
1570
155
7.89 183
46.6
13.2
1.36
23.1
1.71
19.4
6.65
4370
75
4.02 26.6
1280
128
7.62 152
29.5
9.25
1.16 16.7
1.49
19.2
4.59
2720
66
3.93 33.5
1190
119
7.83 139
27.5
8.78
1.19 15.4
1.49 19.2
3.58
2530
70
4.52 21.5
923
103
4.10
1800
801
89.0
7.69 1.08 14.3
6.91 1.14 12.1
1.42 17.3
4.34 33.2
6.70 124
7.07 104
24.0
54.7
1.42 17.3
2.33
1550
50
4.53 22.7
485
64.7
5.75
77.0
15.6
5.53 1.03
9.99 1.32 14.4
2.12
805
42.9
4.42 30.4
446
59.4
5.95
69.2
14.3
5.19 1.06
9.08 1.31 14.4
1.54
737
50
4.16 13.7
303
50.6
4.55
60.9
15.6
5.69 1.03 10.3
1.32 11.3
2.77
501
40.8
3.98 20.6
270
45.1
4.76
52.7
13.5
5.13 1.06
8.86 1.30 11.3
1.69
433
35
4.67 23.1
4.60 28.3
228
217
38.1
4.72
44.6
9.84
3.88
6.80 1.22 11.5
1.05
323
31.8
36.2
4.83
41.8
9.33
3.73 1.00
6.44 1.21
0.878
306
35
5.03 13.4
147
29.4
8.30
3.36
0.899
6.19 1.16
9.51 1.29
188
4.75 25.6
123
24.6
3.78
4.07
35.4
25.4
28.3
6.73
2.89
0.950
4.99 1.14
9.51
152
23
4.91 14.1
64.7
16.2
3.09
19.2
4.27
2.05
0.795 3.67
0.999 7.58 0.550
61.2
18.4
4.71 22.9
57.5
14.4
3.26
16.5
3.69
1.84
0.827 3.18
0.985
52.9
0.673 2.35
0.702 1.86
0.859
5.64 0.371
18.2
0.831
5.64 0.167
14.3
20.7
0.980
11.5
0.603
7.58 0.335
17.2
4.97
9.67
26.2
8.74 2.28
10.5
2.29
1.28
12.5
4.64 19.4
22.0
7.34 2.45
8.45
1.80
1.08
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
6.76
3.38 1.56
4.04
0.887
0.635 0.564 1.13
0.698 3.71 0.120
4.54 14.1
6.05
3.03 1.64
3.50
0.748
0.562 0.576
0.970 0.676 3.71 0.0732
3.05
2.57
7.5
4.83
5.38
2.91
0.578
0.461 0.513 0.821 0.638
2.74 0.0896
1.08
4.48 11.0
2.50
1.94 1.15
1.67 1.23
2.35
5.7
1.94
0.447
0.383 0.518 0.656 0.605
2.74 0.0433
0.838
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1-32
DIMENSIONS A N D PROPERTIES
Table 1-4
d
HP Shapes
X
X
tw-
Dimensions
Y
bf
Web
Shape
Area,
Depth,
A
d
Flange
Thickness,
in.
2
in.
Width,
Thickness,
bf
tf
2
tw
in.
Distance
inL ____
in.
in.
Workable
k
Gage
in.
in.
in.
in.
HP14x117 f
34.4 14.2
14 1/4 0.805
13
/l6
7
/l6
14.9
14%
0.805
13
/l6
1 1/2
1 1/l6
11 1/4
5 1/2
x102 f
30.0 14.0
14
11
/16
%
14.8
14%
0.705
11
/16
1%
1
Y
I
1
9 /2
5 1/2
▼
V
7 1/2
5 1/2
/16
1
7 /2
51/2
/8
5%
51/2
x89 f
cf
x73
HP12x84
26.1
13.8
0.705
13%
21.4 13.6
13%
24.6 12.3
1
0.615 %
0.505
12 /4 0.685
1
/2
11
/16
f
21.8 12.1
12 /8 0.605 %
x63 f
18.4 11.9
12
0.515
1
/2
x53 f
15.5
11.8
11%
0.435
7
/l6
HP10x57 f
16.8
9.99 10
x74
f
12.4
HP8x36 f
10.6
x42
c
f
1
5
/l6
1
/4
%
14.7
14%
%
1 /l6
15
14.6
5
1
3
%
1
11
12.3
1%
/16
1
12 /4
0.610
%
1%6
12.1
12 1/s
0.515
1
/2
1 1/4
%
/4
12.0
12
0.435
7
/l6
1 1/8
%
5
10.2
10 1/4 0.565
9
/l6
1 1/4
1
/4
1
9.70
9 /4 0.415
/l6
V4
10.1
8.02
8
7
1
8.16
/l6
/16
1 /l6
12.2
/l6
1
9
0.445
12 /4 0.685
/2
15
7
/l6
14 /8 0.505
1
5
0.565
3
0.615
5
/l6
/4
1
%6
10 /8 0.420
7
/l6
1
1 /8
13
8 1/8 0.445
7
1 1/8
7
/l6
Shape is slender for compression with Fy = 50 ksi.
Shape exceeds compact limit for flexure with Fy = 50 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
/16
DIMENSIONS AND PROPERTIES
1-33
Table 1-4 (continued)
HP Shapes
Properties
Nominal
Wt.
Ib/ft
Compact
Section
Criteria
bf
2tf
h
tw
HP SHAPES
Torsional
Axis X-X
/
in.
4
Axis Y-Y
h0
r ts
S
r
Z
1
S
r
Z
in. 3
in.
in. 3
in. 4
in. 3
in.
in. 3
Properties
J
Sxhg
in.
in.
J
Cw
in. 4
in. 6
117
9.25 14.2 1220 172
5.96 194
443
59.5
3.59
91.4
4.15 13.41 0.00348 8.02
19900
102
10.5
16.2 1050 150
5.92 169
380
51.4
3.56
78.8
4.10 13.31 0.00270 5.39
16800
89
11.9
18.5
904 131
5.88 146
326
44.3
3.53
67.7
4.05 13.22 0.00207 3.59
14200
73
14.4
22.6
729 107
5.84 118
261
35.8
3.49
54.6
4.00 13.11 0.00143 2.01
11200
650 106
7140
84
8.97 14.2
5.14 120
213
34.6
2.94
53.2
3.41 11.60 0.00345 4.24
74
10.0
16.1
569
93.8 5.11 105
186
30.4
2.92
46.6
3.38 11.52 0.00276 2.98
6160
63
11.8
18.9
472
79.1 5.06
88.3 153
25.3
2.88
38.7
3.33 11.43 0.00202 1.83
5000
53
13.8
22.3
393
66.7 5.03
74.0 127
21.1
2.86
32.2
3.29 11.35 0.00148 1.12
4080
57
9.05 13.9
294
19.7
2.45
30.3
2.84
9.43 0.00355 1.97
2240
12.0
18.9
210
58.8 4.18
43.4 4.13
66.5 101
42
48.3
71.7 14.2
2.41
21.8
2.77
9.28 0.00202 0.813
1540
36
9.16 14.2
119
29.8 3.36
33.6
40.3
9.88 1.95
15.2
2.26
7.58 0.00341 0.770
578
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1-34
DIMENSIONS AND PROPERTIES
xt Y
k
T
- IIf
Table 1-5
<*
-X
C Shapes
I
k
Dimensions
?
<or u J i
*1
FNA
Web
Shape
HlUd,
uepi.ii,
A
d
Thickness,
tw
in.
2
in.
in.
Distance
Width,
Thickness,
bf
tf
2
in.
k
in.
in.
T
Workable
Gage
Its
h0
in.
in.
in.
in.
in.
/8
3.72
3 3/4
0.650
5
/8
1 7/l6
1278
274
1.17
14.4
1
/2
74
3.52
372
0.650
5
/8
1 7/l6
1278
2
1.15
14.4
3
/l6
3.40
3
3 /8
0.650
%
1 7/l6
127s
2
1.13
14.4
3.17
378
0.501
72
178
9 3/4
l3/ 4 g
1.01
11.5
3
W
1 3/ 4 9
1.00
11.5
015x50
14.7
15.0
15
0.716
11
x40
11.8
15.0
15
0.520
/16
3
15.0
15
0.400
3
8.81 12.0
12
0.510
1
/2
74
/8
3
/l6
3.05
3
0.501
72
178
9 /4
0.501
72
178
9 3/4
1
8
l3/ 4 g
0.925
0.911
9.56
x33.9 10.0
C12x30
Flange
/8
x25
7.34 12.0
12
0.387
3
x20.7
6.08 12.0
12
0.282
5
/l6
3
/l6
2.94
3
010x30
8.81 10.0
10
0.673
11
3
3.03
3
/16
/8
0.436
7
7
/l6
0.983 11.5
9.56
x25
7.34 10.0
10
0.526
1
/2
74
2.89
2 /8
0.436
7
/l6
1
8
1 3/ 4 g
x20
5.87 10.0
10
0.379
3
/8
3
/l6
2.74
2 3 /4
0.436
7
/l6
1
8
I 7 2g
0.894
9.56
x15.3
4.48 10.0
10
0.240
1
/4
7s
2.60
2 5/8
0.436
Vl6
1
8
1729
0.869
9.56
5.87
9
0.448
7
/l6
74
2.65
2 5/8
0.413
7
/l6
1
7
172 9
0.848
8.59
/l6
3
/l6
2.49
272
0.413
7
/l6
1
7
W
0.824
8.59
/4
7s
2.43
2 3/8
0.413
7
1
7
1 3/89
0.813
8.59
7.61
09x20
9.00
x15
4.41
9.00
9
0.285
5
x13.4
3.94
9.00
9
0.233
1
/l6
/8
15
/16
67s
I 7 2g
0.800
/8
15
/16
678
1 3/ 8 s
0.774
7.61
3
/8
15
/16
67s
W
0.756
7.61
0.366
3
/8
7
/8
574
174 9
0.738
6.63
08x18.7
5.51
8.00
8
0.487
1
/2
74
2.53
272
0.390
3
x13.7
4.04
8.00
8
0.303
5
/l6
3
/l6
2.34
2 3/8
0.390
3
x11.5
3.37
8.00
8
0.220
1
/4
7s
2.26
274
0.390
07x14.7
4.33
7.00
7
0.419
7
/l6
74
2.30
274
x12.2
3.60
7.00
7
0.314
5
/l6
3
/l6
2.19
274
0.366
3
/8
7
/8
574
1749
0.721
6.63
x9.8
2.87
7.00
7
0.210
3
7s
2.09
27s
0.366
3
/8
7
/8
574
1740
0.698
6.63
06x13
3.81
6.00
6
0.437
7
/l6
74
2.16
278
0.343
5
/l6
13
/16
4 /8
1 3/ 8 9
0.689
5.66
/l6
3
/l6
2.03
2
0.343
5
/l6
13
/16
3
4 /s
17 8 9
0.669
5.66
/l6
78
1.92
1 7/s
0.343
5
/l6
13
/16
43/s
17 8 9
0.643
5.66
3
1.89
1 7/8
0.320
5
/l6
3
/4
372
17s 9
0.617
4.68
3
/4
372
—
0.584
4.68
/l6
x10.5
3.08
6.00
6
0.314
5
x8.2
2.39
6.00
6
0.200
3
2.64
5.00
5
0.325
5
3
05x9
x6.7
1.97
5.00
5
0.190
04x7.2
2.13
4.00
4
0.321
/l6
/l6
/l6
7s
1.75
1 /4
0.320
5
/l6
3
5
/l6
3
/l6
1.72
1 3 /4
0.296
5
/l6
3
/4
272
3.70
78
1.58
1 5/s
0.296
5
/l6
3/4
272
19
—
0.563
/l6
0.528
3.70
1.58
1 5/8
0.296
5
/l6
3/4
272
—
0.524
3.70
5
5
x5.4
1.58
4.00
4
0.184
3
x4.5
1.38
4.00
4
0.125
1
/e
Vl6
03x6
1.76
3.00
3
0.356
3
/8
3
/l6
1.60
1 /8
0.273
74
1
7l6
1 /8
—
0.519
2.73
Xi
1.47
3.00
3
0.258
74
78
1.50
1 72
0.273
74
11
/16
1 5/8
—
0.495
2.73
x4.1
1.20
3.00
3
0.170
3
7s
1.41
1 3/8
0.273
74
1
716
1 5/8
—
0.469
2.73
1.37
3
74
1
7l6
1 5/8
—
0.455
2.73
x3.5
1.09
3.00
3
0.132
/l6
Vs
716
1 /8
0.273
9
The actual size, combination, and orientation of fastener components should be compared with the geometry of the
cross-section to ensure compatibility.
— Flange is too narrow to establish a workable gage.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-35
Table 1-5 (continued)
C Shapes
Properties
C SHAPES
Torsional Properties
Nom- Shear
Ctr,
inal
Wt.
e0
Ib/ft
in.
50
Axis X-X
Axis Y-Y
J
Gw
in. 4
in. 6
1
S
r
Z
1
S
r
X
Z
Xp
in. 4
in. 3
in.
in. 3
in. 4
in. 3
in.
in.
in. 3
in.
0.583 404
53.8
5.24 68.5
11.0
3.77
0.865 0.799 8.14
0.490 2.65
492
r0
H
in.
5.49 0.937
40
0.767 348
46.5
5.45 57.5
9.17
3.34
0.883 0.778 6.84
0.392 1.45
410
5.73 0.927
33.9
0.896 315
42.0
5.62 50.8
8.07
3.09
0.901 0.788 6.19
0.332 1.01
358
5.94 0.920
30
0.618 162
0.746 144
27.0
4.29 33.8
5.12
0.367 0.861
151
4.54 0.919
24.0
4.43 29.4
4.45
2.05
1.87
0.762 0.674 4.32
25
0.779 0.674 3.82
0.306 0.538
130
4.72 0.909
20.7
0.870 129
21.5
4.61 25.6
3.86
1.72
0.797 0.698 3.47
0.253 0.369
112
4.93 0.899
30
0.368 103
20.7
3.42 26.7
3.93
0.441 1.22
79.5
3.63 0.922
0.494
18.2
3.52 23.1
3.34
1.65
1.47
0.668 0.649 3.78
25
0.675 0.617 3.18
0.367 0.687
68.3
3.75 0.912
20
0.636
78.9
15.8
3.66 19.4
2.80
1.31
0.690 0.606 2.70
0.294 0.368
56.9
15.3
0.796
67.3
13.5
3.87 15.9
2.27
1.15
0.711 0.634 2.34
0.224 0.209
45.5
3.93 0.900
4.19 0.884
91.1
20
0.515
60.9
13.5
3.22 16.9
2.41
1.17
0.640 0.583 2.46
0.326 0.427
39.4
3.46 0.899
15
0.681
51.0
11.3
3.40 13.6
1.91
0.245 0.208
0.742
47.8
10.6
3.49 12.6
1.75
0.219 0.168
31.0
28.2
3.69 0.882
13.4
1.01 0.659 0.586 2.04
0.954 0.666 0.601 1.94
18.7
0.431
43.9
11.0
2.82 13.9
1.97
1.01
0.598 0.565 2.17
0.344 0.434
25.1
3.05 0.894
13.7
0.604
36.1
9.02 2.99 11.0
1.52
0.848 0.613 0.554 1.73
0.252 0.186
19.2
3.26 0.874
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
16.5
3.41 0.862
14.7
0.441
27.2
7.78 2.51
9.75
1.37
0.772 0.561 0.532 1.63
0.309 0.267
0.538
24.2
6.92 2.60
8.46
1.16
0.696 0.568 0.525 1.42
0.257 0.161
13.1
11.2
2.75 0.875
12.2
9.8
0.647
21.2
6.07 2.72
7.19
0.957 0.617 0.578 0.541 1.26
0.205 0.0996
9.15
3.03 0.846
13
0.380
17.3
5.78 2.13
7.29
1.05
0.638 0.524 0.514 1.35
0.318 0.237
7.19
2.37 0.858
10.5
0.486
15.1
5.04 2.22
6.18
0.860 0.561 0.529 0.500 1.14
0.256 0.128
5.91
2.48 0.842
8.2
0.599
13.1
4.35 2.34
5.16
0.687 0.488 0.536 0.512 0.987 0.199 0.0736
4.70
2.64 0.823
3.79 0.875
2.86 0.862
9
0.427
8.89
3.56 1.83
4.39
0.624 0.444 0.486 0.478 0.913 0.264 0.109
2.93
2.10 0.815
6.7
0.552
7.48
2.99 1.95
3.55
0.470 0.372 0.489 0.484 0.757 0.215 0.0549
2.22
2.26 0.791
7.2
0.386
4.58
2.29 1.47
2.84
0.425 0.337 0.447 0.459 0.695 0.266 0.0817
1.24
1.75 0.767
5.4
0.501
3.85
1.92 1.56
2.29
0.312 0.277 0.444 0.457 0.565 0.231 0.0399
0.921 1.88 0.741
4.5
0.587
3.65
1.83 1.63
2.12
0.289 0.265 0.457 0.493 0.531 0.321 0.0322
0.871 2.00 0.710
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
0.462 1.40 0.690
0.379 1.45 0.674
6
0.322
2.07
1.38 1.08
1.74
5
0.392
1.85
1.23 1.12
1.52
4.1
0.461
1.65
1.10 1.17
1.32
0.191 0.196 0.398 0.437 0.399 0.262 0.0269
0.307 1.53 0.655
3.5
0.493
1.57
1.04 1.20
1.24
0.169 0.182 0.394 0.443 0.364 0.296 0.0226
0.276 1.57 0.645
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1-36
DIMENSIONS AND PROPERTIES
Table 1-6
I—x
MC Shapes
Dimensions
X
P.
PNA
Web
Shape
Area,
Depth,
A
d
Flange
Width,
Thickness,
tw
in.
MC18x58
x51.9
2
in.
2
in.
in.
bf
Distance
Average
Thickness,
k
T
tf
in.
in.
in.
in.
in.
in.
/16
3
/8
4.20 41/4 0.625
5
/8
17/w
15 1/8
21/2
1.35
17.4
0.600
5
/e
5
/l6
4.10 41/8 0.625
5
1 7/l6
1.35
17.4
7
18.0
18
0.700
15.3
18.0
18
/e
x45.8
13.5
18.0
18
0.500
1
/2
1
/4
4.00 4
0.625
5
/8
1 /l6
x42.7
12.6
18.0
18
0.450
7
1
/4
3.95 4
0.625
5
/8
1 7/l6
V
▼
14.7
13.0
13
0.787
13
4.41 43/ 8
0.610
5
1 7/l6
10 1/8
21/2
/l6
4.19 4 /8 0.610
5
7
/4
4.07 4 1/8 0.610
5
/8
1 7/l6
4.00 4
5
1 7/l6
V
▼
/16 1 5 /l6
93/s
21/2
MC13x50
/i6
/16 7/l6
x40
11.8
13.0
13
0.560
9
/i6
5
x35
10.3
13.0
13
0.447
7
1
3
x31.8
MC12x50
/ie
9.35 13.0
13
0.375
14.7
12
0.835
13
12.0
/8
3
/l6
1
0.610
/8
/8
/8
3
/8
4.14 41/8 0.700
4.01 4
0.700
/i6
5
/l6
3.89 37/8 0.700
11
1
3
11
/16 7/l6
x45
13.2
12.0
12
0.710
11
x40
11.8
12.0
12
0.590
9
/16
x35
10.3
12.0
12
0.465 7ie
x31
9.12 12.0
12
0.370
3
/s
3
MC12x10.6c
3.10 12.0
12
0.190
3
MC10x41.1
12.1
10
0.796
13
10.0
/l6
3.77 3 /4 0.700
3.67 35/s 0.700
1
/8
1.50 11/2 0.309
/i6
7
/l6
4.32 4%
/i6
/4
1 /l6
11
11
5
/w 1 /l6
/16 1 5/l6
/w 1 5 /l6
11
/16 1 5/l6
5
3
0.575
9
1 5 /l6
/l6
4.10 4 /8 0.575
9
/i6
5
1 /16
9
/i6
1 5/l6
/i6
/4
x33.6
9.87 10.0
10
0.575
/i6
5
x28.5
8.37 10.0
10
0.425
7
/i6
1
/4
3.95 4
7.35 10.0
10
0.380
3
3
3.41 33/8 0.575
9
/i6
1 5/l6
5
/l6
3
3.32 3 /8 0.575
9
1 5 /l6
/8
1.50 11/2 0.280
1
3
/4
9
/l6
x22
MC10x8.4 c
x6.5
c
MC9x25.4
x23.9
/8
3
6.45 10.0
10
0.290
2.46 10.0
10
0.170
3
/i6
1
1
/8
1
/ie
/l6
1.95 10.0
10
0.152
9.00
9
0.450
7
/i6
1
0.400
3
3
7.47
7.02
9.00
9
/e
1
/i6
9
MC10x25
0.575
/i6
/4
/16
1.17 1V8 0.202 3/16
/4
3.50 31/2 0.550
9
1 1/4
1
3.45 3 /2 0.550
9
1
1
1 3 /l6
3
/l6
/ie
/i6
MC8x22.8
6.70
8.00
8
0.427
7
/ie
1
/4
3.50 3 /2 0.525
1
x21.4
6.28
8.00
8
0.375
3
/8
3
3.45 31/2 0.525
1
3
/l6
/2
/2
1 /4
1 /16
5.88
8.00
8
0.400
/8
3
/l6
3.03 3
0.500
1
/2
1 /8
X18.7
5.50
8.00
8
0.353 %
3
/l6
2.98 3
0.500
1
1 1/8
MC8x8.5
2.50
8.00
8
0.179
1
/8
1.87 17/8 0.311
5
13
MC8x20
ho
r ts
11
17.1
in.
Workable
Gage
3
/i6
/2
/ie
1
/16
c
1.34
17.4
1.34
17.4
1.41
12.4
1.38
12.4
1.35
12.4
1.34
12.4
1.37
11.3
1.35
11.3
1.33
11.3
▼
V
1.30
11.3
21/4
1.28
11.3
10 1/2
—
0.477 11.7
7 3/& 2 1/2 9 1.44
7 3/s 21/29 1.40
1
7 3/8 2 / 2 9 1.36
9.43
9.43
7 3/s
7 3/8
29
1.17
9.43
2s
1.14
9.43
8 1/2
8 7/s
—
—
0.486
9.72
0.364
9.80
61/2
6V2
2s
2g
1.20
8.45
1.18
8.45
5
9
5 /8
5 5/8
2
1.20
7.48
29
1.18
7.48
53/4
53/4
29
1.03
7.50
29
1.02
7.50
6 3/s
1 1/8S
0.624
7.69
Shape is slender for compression with Fy = 36 ksi.
0 The actual size, combination, and orientation of fastener components should be compared with the geometry of the crosssection to ensure compatibility.
— Flange is too narrow to establish a workable gage.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
9.43
DIMENSIONS AND PROPERTIES
1-37
Table 1-6 (continued)
|
MC Shapes
I
Properties
MC18-MC8
Torsional Properties
Nom- Shear
Ctr,
inal
Axis X-X
Axis Y-Y
J
C|V
in. 4
in.6
r0
Wt.
e
0
/
S
r
Z
/
S
r
X
Z
Ib/ft
in.
in.4
in.3
in.
in. 3
in. 4
in.3
in.
in.
in.3
58
0.695 675
75.0
6.29 95.4
17.6
5.28
1.02
0.862 10.7
0.474 2.81
1070
6.56
in.
in.
51.9
0.797 627
69.6
6.41 87.3
16.3
5.02
1.03
0.858
9.86
0.424 2.03
985
6.70
45.8
0.909 578
64.2
6.55 79.2
14.9
4.77
1.05
0.866
9.14
0.374 1.45
897
6.87
42.7
0.969 554
61.5
6.64 75.1
14.3
4.64
1.07
0.877
8.82
0.349 1.23
852
6.97
50
0.815 314
48.3
4.62 60.8
16.4
4.77
1.06
0.974 10.2
0.566
1.03
273
41.9
4.82 51.2
13.7
4.24
1.08
0.963
8.66
0.452 1.55
558
462
5.07
40
35
1.16
252
38.8
4.95 46.5
12.3
3.97
1.09
0.980
8.04
0.396 1.13
412
5.50
31.8
1.24
239
36.7
5.05 43.4
11.4
3.79
1.10
1.00
7.69
0.360 0.937
380
5.64
50
0.741 269
44.9
4.28 56.5
17.4
5.64
1.09
1.05
10.9
0.613 3.23
411
4.77
45
0.845 251
41.9
4.36 52.0
15.8
5.30
1.09
1.04
10.1
0.550 2.33
373
4.88
40
0.952 234
39.0
4.46 47.7
14.2
4.98
1.10
1.04
9.31
0.490 1.69
336
5.01
35
1.07
216
36.0
4.59 43.2
12.6
4.64
1.11
1.05
8.62
0.428 1.24
297
5.18
31
1.17
202
33.7
4.71 39.7
11.3
4.37
1.11
1.08
8.15
0.425 1.00
267
5.34
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
41.1
0.864 157
31.5
3.61 39.3
15.7
4.85
1.14
1.09
9.49
0.604 2.26
33.6
1.06
139
27.8
3.75 33.7
13.1
1.15
1.09
8.28
4.47
1.21
126
25.3
3.89 30.0
11.3
1.16
1.12
7.59
0.494 1.20
0.419 0.791
269
224
28.5
4.35
3.99-
193
4.68
25
1.03
110
22.0
3.87 26.2
7.25
2.96
0.993 0.953
5.65
4.46
1.12
102
20.5
3.99 23.9
6.40
2.75
0.997 0.990
5.29
0.367 0.638
0.467 0.510
124
22
110
4.62
8.4
0.332
31.9
6.39 3.61
7.92
0.326 0.268 0.364 0.284
0.548 0.123 0.0413
7.00
3.68
6.5
0.182
22.9
4.59 3.43
5.90
0.133 0.137 0.262 0.194
0.284 0.0975 0.0191
2.76
3.46
25.4
0.986
1.04
87.9
19.5
3.43 23.5
7.57
2.99
1.01
0.970
5.70
0.415 0.691
104
4.08
23.9
84.9
18.9
3.48 22.5
7.14
2.89
1.01
0.981
5.51
0.390 0.599
98.0
4.15
22.8
1.04
63.8
15.9
3.09 19.1
7.01
2.81
1.02
1.01
5.37
0.419 0.572
75.2
3.84
21.4
1.09
61.5
15.4
3.13 18.2
6.58
2.71
1.02
1.02
5.18
0.452 0.495
70.8
3.91
2.96
5.32
4.26
20
0.843
54.4
13.6
3.04 16.4
4.42
2.02
0.867 0.840
3.86
0.367 0.441
47.8
3.58
18.7
0.889
52.4
13.1
3.09 15.6
4.15
1.95
0.868 0.849
3.72
0.344 0.380
45.0
3.65
8.5
0.542
23.3
5.82 3.05
0.875 0.156 0.0587
8.21
3.24
6.95
0.624 0.431 0.500 0.428
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-38
Table 1-6 (continued)
X
MC Shapes
Dimensions
PNA
Web
Shape
Area,
Depth,
A
d
in.
2
in.
Width,
tw
bf
tf
in.
in.
in.
in.
6.67
7.00
7
0.503
1
x19.1
5.61
7.00
7
0.352
3
5.29
6.00
6
0.379
3
/2
/8
in.
in.
in.
3.60 3%
0.500
1
/2
1 1/8
43/4
in.
29
in.
/4
1.23
6.50
3/16
3.45 31/2 0.500
1
/2
1 1/8
43/4
29
1.18
6.50
3/16
3.50 31/2 0.475
1
1 1/l6
37/8
1
2g
1.20
5.53
4 1/4
29
1.20
5.62
3
/8
3/16
3.00 3
0.475
1
/2
11
/16
37/8
0.316
5
/i6
3/16
2.94 3
0.475
1
/2
11
/16
37/8
1 3/ 4g 1.03
1 3/ 49 1.01
5.53
0.310
5
3/16
2.50 21/2 0.375
3
7
/8
41/4
1i/ 2 g
5.63
1
1
0.340
MC6x16.3
4.79
6.00
6
0.375
x15.1
4.44
6.00
6
3.53
6.00
6
/i6
/2
1
/8
/i6
3/4
4 /2
0.638
5.71
3/4
4V2
—
0.630
5.71
2
—
0.852
3.50
0.657
2.65
6.00
6
0.179
/8
1.88 1 /s 0.291
x6.5
1.95
6.00
6
0.155
1
/8
1
/16
1.85 1 7/8 0.291
5
MC4x13.8
4.03
4.00
4
0.500
1
1
2.50 21/2 0.500
1
0.312
5
1.94 2
3
/ 16
/2
/i6
/4
3/16
0.351
0.856
/i6
2.09
5
7
5.53
—
3
3
ho
/8
6
3.00
Tts
3.50 3 /2 0.385 3/8
6.00
2.11
Workable
Gage
3/16
4.49
MC3x7.1
T
/ie
x15.3
MC6x7
k
7
/8
5
MC6x12
Distance
Average
Thickness,
t„
2
Thickness,
MC7x22.7
MC6x18
Flange
/2
/8
1
13
/16
1 3/8
9 The actual size, combination, and orientation of fastener components should be compared with the geometry of the crosssection to ensure compatibility.
— Flange is too narrow to establish a workable gage.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-39
Table 1-6 (continued)
MC Shapes
Properties
MC' '-MC3
Torsional Properties
Nom- Shear
Qt r
inal
Wt.
Ib/ft
in.
Axis Y-Y
Axis X-X
J
Cw
r0
in.4
in.®
in.
0.477 0.625
0.579 0.407
58.3
3.53
49.3
3.70
1
S
r
Z
1
S
r
x
Z
xp
in. 4
in.3
in.
in. 3
in.4
in. 3
in.
in.
in. 3
in.
22.7
1.01
47.4
13.5
2.67 16.4
7.24
2.83
1.04
1.04
5.38
19.1
1.15
43.1
12.3
2.77 14.5
6.06
2.55
1.04
1.08
4.85
18
1.17
29.7
9.89 2.37 11.7
5.88
2.47
1.05
1.12
4.68
15.3
1.16
25.3
8.44 2.38
9.91
4.91
2.01
1.05
1.05
3.85
0.644 0.379
0.511 0.223
34.6
3.46
30.0
3.41
16.3
0.930
26.0
8.66 2.33 10.4
3.77
1.82
0.887 0.927
3.47
3.11
0.982
24.9
8.30 2.37
9.83
3.46
1.73
0.883 0.940
3.30
0.465 0.336
0.543 0.285
22.1
15.1
20.5
3.18
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.J
2.80
0.865 0.174 0.0464
0.836 0.191 0.0412
4.00
2.63
3.75
2.68
7
0.583
11.4
3.81 2.34
4.50
0.603 0.439 0.537 0.501
6.5
0.612
11.0
3.66 2.38
4.28
0.565 0.422 0.539 0.513
13.8
0.643
8.85
4.43 1.48
5.53
2.13
0.727 0.849
2.40
0.508 0.373
4.84
2.23
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
1.29
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1-40
DIMENSIONS AND PROPERTIES
Y
k-
*1!Ot
Table 1-7
Angles
i-PNA
Properties
Xp -
FNA
Flexural-Torsional
Axis X-X
k
Shape
rruperues
Area,
wt.
A
/
S
r
y
Z
yP
J
Cw
in.6
r0
in.
Ib/ft
in.2
in.4
in. 3
in.
in.
in.3
in.
in.4
3
L8x8x1 /s 1 /4
56.9
16.7
98.1
17.5
2.41
2.40
31.6
1.05
7.13
32.5
4.29
x1
1 5/8
51.0
15.0
89.1
15.8
2.43
2.36
28.5
0.943 5.08
23.4
4.32
x 7/s
1 1/2
45.0
13.2
79.7
14.0
2.45
2.31
25.3
0.832 3.46
16.1
4.36
X3/4
1 3/8
38.9
11.4
69.9
12.2
2.46
22.0
0.720 2.21
10.4
4.39
X5/8
11/4
32.7
9.61
59.6
10.3
2.48
2.26
2.21
18.6
29.6
26.4
8.68
54.2
9.33
2.49
2.19
16.8
6.16
4.55
4.42
X9/16 1 3/l6
0.606 1.30
0.548 0.961
7.75
48.8
8.36
2.49
2.17
15.1
0.490 0.683
3.23
4.45
2.65
27.3
1.47
16.3
3.88
3.92
1
X1/2
11/8
1
in.
4.43
L8x6x1
1 /2
44.2
13.0
80.9
1 3/8
39.1
11.5
72.4
15.1
13.4
2.49
X7/8
2.50
2.60
24.3
t.41
2.96
11.3
X3/4
11/4
33.8
9.94
63.5
11.7
2.52
2.55
21.1
1.34
7.28
3.95
X5/8
11/8
28.5
8.36
54.2
9.86
2.54
2.50
17.9
1.27
1.90
1.12
4.33
3.98
X9/16 1 1/16
X1/2 1
25.7
7.56
49.4
8.94
2.55
2.48
16.2
1.23
0.823
3.20
3.99
23.0
6.75
44.4
8.01
2.55
2.46
14.6
1.20
0.584
2.28
4.01
15
X7/16
L8x4x1
/l6
4.34
20.2
5.93
39.3
7.06
2.56
2.43
12.9
1.16
0.396
1.55
4.02
1
1 /2
37.4
11.0
69.7
14.0
2.51
3.03
24.3
2.47
3.68
12.9
3.75
7
X /8
3
1 /s
33.1
9.73
62.6
12.5
2.53
2.99
21.7
2.41
2.51
8.89
3.78
X3/4
11/4
28.7
8.44
55.0
10.9
2.55
2.94
18.9
2.34
1.61
5.75
3.80
X5/8
11/8
24.2
7.11
47.0
9.20
2.56
2.89
16.1
2.27
0.955
3.42
3.83
X9/16 11/16
21.9
6.43
42.9
8.34
2.57
2.86
14.6
2.23
0.704
2.53
3.84
X1/2
19.6
5.75
38.6
7.48
2.58
2.84
13.1
2.20
0.501
1.80
3.86
/16 17.2
5.06
34.2
6.59
2.59
2.81
11.6
2.16
0.340
1.22
3.87
1
X7/16
15
L7x4x 3/4
11/4
26.2
7.69
37.8
8.39
2.21
2.50
14.8
1.87
1.47
3.97
3.31
X%
11/8
22.1
6.48
32.4
7.12
2.23
2.45
12.5
1.80
0.868
2.37
3.34
X1/2
1
17.9
5.25
26.6
2.25
2.40
10.2
1.74
0.456
1.25
3.37
2.26
2.38
9.03
1.70
0.310
0.851
3.38
X7/l6
15
/l6
15.7
4.62
23.6
5.79
5.11
X3/8
7
/8
13.6
3.98
20.5
4.42
2.27
2.35
7.81
1.67
0.198
0.544
3.40
11/2
L6x6x1
37.4
11.0
35.4
8.55
1.79
1.86
15.4
0.918 3.68
9.24
3.18
7
X /8
3
1 /8
33.1
9.75
31.9
7.61
1.81
1.81
13.7
0.813 2.51
6.41
3.21
X3/4
11/4
28.7
8.46
28.1
6.64
1.82
1.77
11.9
0.705 1.61
4.17
3.24
x 5/s
11/8
24.2
24.1
5.64
1.84
1.72
10.1
3.28
21.9
22.0
5.12
1.85
1.70
9.18
0.594 0.955
0.538 0.704
2.50
X9/16 11/16
7.13
6.45
1.85
3.29
X1/2
3.31
1
19.6
5.77
19.9
4.59
1.86
1.67
8.22
0.481 0.501
1.32
X7/16
15
/16 17.2
5.08
17.6
4.06
1.86
1.65
7.25
0.423 0.340
0.899
3.32
X3/8
7
14.9
4.38
15.4
3.51
1.87
1.62
6.27
0.365 0.218
0.575
3.34
X5/16
13
/16 12.4
3.67
13.0
2.95
1.88
1.60
5.26
0.306 0.129
0.338
3.35
/8
Note: For compactness criteria, refer to the end of Table 1-7.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-41
Table 1-7 (continued)
I
Angles
Properties
L8-L6
Axis Y-Y
Shape
Axis Z-Z
/
S
r
X
Z
in. 4
in.3
in.
in.
in. 3
L8x8x1 1/ 8
98.1
17.5
2.41
2.40
31.6
x1
89.1
15.8
2.43
2.36
28.5
X7/8
79.7
14.0
2.45
2.31
25.3
Qs
1
S
r
in.4
in. 3
in.
1.05
40.9
7.23
0.943
36.8
6.51
0.832
32.7
in.
Tan
a
ksi
1.56
1.00
1.00
1.56
1.00
1.00
5.78
1.57
1.00
1.00
X 3 /4
69.9
12.2
2.46
2.26
22.0
0.720
28.5
5.04
1.57
1.00
1.00
X 5/8
59.6
10.3
2.48
2.21
18.6
0.606
24.2
4.27
1.58
1.00
0.997
X 9/16
54.2
9.33
2.49
16.8
0.548
22.0
3.88
1.58
1.00
0.959
X 1/2
48.8
8.36
2.49
2.19
2.17
15.1
0.490
19.7
3.49
1.59
1.00
0.912
L8x6x1
38.8
8.92
1.72
1.65
16.2
0.816
21.3
4.84
1.28
0.542
1.00
X 7/8
34.9
7.94
1.74
1.60
14.4
0.721
18.9
4.31
1.28
0.546
1.00
X 3 /4
30.8
26.4
6.92
1.75
1.56
12.5
0.624
16.5
3.78
1.29
X 5 /8
5.88
1.77
1.51
10.5
0.526
14.1
3.22
1.29
0.550
0.554
0.997
X 9/16
24.1
5.34
1.78
1.49
9.52
0.476
12.8
2.94
1.30
0.556
0.959
X 1/2
21.7
4.79
1.79
1.46
8.52
0.425
11.5
2.64
1.30
0.557
0.912
X 7/16
19.3
4.23
1.80
1.44
7.50
0.374
10.2
2.35
1.31
0.559
0.850
L8x4x1
11.6
3.94
1.03
1.04
7.73
0.691
7.87
2.15
0.844
0.247
1.00
X 7/8
10.5
3.51
1.04
0.997
6.77
0.612
7.01
1.93
0.846
0.252
1.00
X 3 /4
9.37
3.07
1.05
0.949
5.82
0.531
6.13
0.850
0.257
1.00
x 5/s
8.11
2.62
1.06
0.902
4.86
0.448
5.24
1.70
1.47
0.856
0.262
0.997
X9 /16
7.44
2.38
1.07
0.878
4.39
0.405
4.79
1.34
0.859
0.264
0.959
X1/2
6.75
2.15
1.08
0.854
3.91
0.363
4.32
1.22
0.863
0.266
0.912
X 7/l6
6.03
1.90
1.09
0.829
3.42
0.320
3.84
1.09
0.867
0.268
0.850
3
L7x4x /4
9.00
3.01
1.08
1.00
5.60
0.550
5.64
1.71
0.855
0.324
1.00
X 5/8
7.79
2.56
1.10
0.958
4.69
0.464
4.80
1.47
0.860
0.329
1.00
X1/2
6.48
2.10
1.11
0.910
3.77
0.376
3.95
1.21
0.866
0.965
X 7/16
5.79
1.86
1.12
0.886
3.31
0.331
3.50
1.08
0.869
0.334
0.337
X 3/8
5.06
1.61
1.12
0.861
2.84
0.286
3.05
0.942
0.873
0.339
0.840
1.00
1.00
0.912
L6x6x1
35.4
8.55
1.79
1.86
15.4
0.918
15.0
3.53
1.17
1.00
X 7/8
31.9
7.61
1.81
1.81
13.7
0.813
13.3
3.13
1.17
1.00
1.00
X 3 /4
28.1
6.64
1.82
1.77
11.9
0.705
11.6
2.73
1.17
1.00
1.00
X 5/8
24.1
5.64
1.84
1.72
10.1
0.594
9.83
2.32
1.17
1.00
1.00
X 9/16
22.0
5.12
1.85
1.70
9.17
0.538
8.94
2.11
1.00
19.9
4.59
1.86
1.67
8.22
0.481
8.04
1.89
1.18
1.18
1.00
X1/2
1.00
1.00
X 7/16
17.6
4.06
1.86
1.65
7.25
0.423
7.11
1.68
1.18
1.00
0.973
X 3 /8
15.4
3.51
1.87
1.62
6.26
0.365
6.17
1.45
1.19
1.00
0.912
X 5 /16
13.0
2.95
1.88
1.60
5.26
0.306
5.20
1.23
1.19
1.00
0.826
Note: For compactness criteria, refer to the end of Table 1 - 7 .
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-42
Table 1-7 (continued)
X
Properties
PNA
Flexural-Torsional
Properties
Axis X-X
k
Shape
wt.
Area,
A
/
S
r
y
Z
yP
J
Gw
r0
in. 3
in.
in.
in. 3
in.
in. 4
in. 6
in.
in.
Ib/ft
in. 2
in. 4
7
L6x4x /s
3
1 /s
27.2
7.98
27.7
7.13
1.86
2.12
12.7
1.44
2.03
4.04
2.82
X 3 /4
1 1/4
23.6
6.94
24.5
6.23
1.88
2.07
11.1
1.38
1.31
2.64
2.85
X 5/8
1 1/8
20.0
5.86
21.0
5.29
1.89
2.03
9.44
1.31
0.775
1.59
2.88
9
X /16
1 1/16
18.1
5.31
19.2
4.81
1.90
2.00
8.59
1.28
0.572
1.18
2.90
x 1/z
1
16.2
4.75
17.3
4.31
1.91
1.98
7.71
1.25
0.407
0.843
2.91
X7/16
15
3
X /8
7
X 5/16
13
L6x3 1/2X 1/2
/16
14.3
4.18
15.4
3.81
1.92
1.95
6.81
1.22
0.276
0.575
2.93
/8
12.3
3.61
13.4
3.30
1.93
1.93
5.89
1.19
0.177
0.369
2.94
/16
10.3
3.03
11.4
2.77
1.94
1.90
4.96
1.16
0.104
0.217
2.96
1
X 3/8
7
X 5/l6
13
L5x5x 7/s
/8
/16
15.3
4.50
16.6
4.23
1.92
2.07
7.49
1.48
0.386
0.779
2.88
11.7
3.42
12.9
3.23
1.93
2.02
5.74
1.41
0.168
0.341
2.90
9.80
2.87
10.9
2.72
1.94
2.00
4.84
1.38
0.0990
0.201
2.92
2.64
1 3/8
27.2
7.98
17.8
5.16
1.49
1.56
9.31
0.802
2.07
3.53
3
X /4
1 1/4
23.6
6.94
15.7
4.52
1.50
1.52
8.14
0.698
1.33
2.32
2.67
X5/8
1 1/8
20.0
5.86
13.6
3.85
1.52
1.47
6.93
0.590
0.792
1.40
2.70
X1/2
1
16.2
4.75
11.3
3.15
1.53
1.42
5.66
0.479
0.417
0.744
2.73
14.3
4.18
10.0
2.78
1.54
1.40
5.00
0.422
0.284
0.508
2.74
X 7/16
15
/16
X 3 /8
%
12.3
3.61
8.76
2.41
1.55
1.37
4.33
0.365
0.183
0.327
2.76
X 5 /16
13
10.3
3.03
7.44
2.04
‘1.56
1.35
3.65
0.307
0.108
0.193
2.77
2.36
L5x3 1/2X3 /4
/16
1 3/l6
19.8
5.81
13.9
4.26
1.55
1.74
7.60
1.12
1.09
1.52
5
X /8
1 1/16
16.8
4.92
12.0
3.63
1.56
1.69
6.50
1.06
0.651
0.918
2.39
X1/2
15
/l6
13.6
4.00
9.96
2.97
1.58
1.65
5.33
0.997
0.343
0.491
2.42
X 3/8
13
/16
10.4
3.05
7.75
2.28
1.59
1.60
4.09
0.933
0.150
0.217
2.45
5
X /16
3
/4
8.70
2.56
6.58
1.92
1.60
1.57
3.45
0.901
0.0883
0.128
2.47
X1/4
11
/16
7.00
2.06
5.36
1.55
1.61
1.55
2.78
0.868
0.0464
0.0670
2.48
L5x3x 1/2
15
/16
12.8
3.75
9.43
2.89
1.58
1.74
5.12
1.25
0.322
0.444
2.38
7
/s
11.3
3.31
8.41
2.56
1.59
1.72
4.53
1.21
0.220
0.304
2.39
/16
9.80
2.86
7.35
2.22
1.60
1.69
3.93
1.18
0.141
0.196
2.41
3
/4
8.20
2.40
6.24
1.87
1.61
1.67
3.32
1.15
0.0832
0.116
2.42
/16
6.60
1.94
5.09
1.51
1.62
1.64
2.68
1.12
0.0438
0.0606
2.43
1V8
18.5
5.44
7.62
2.79
1.18
1.27
5.02
0.679
1.02
1.12
2.10
1
15.7
4.61
6.62
2.38
1.20
1.22
4.28
0.576
0.610
0.680
2.13
/8
12.8
3.75
5.52
1.96
1.21
1.18
3.50
0.468
0.322
0.366
2.16
/16
7
X /16
X 3/8
13
5
X /16
X1/4
11
L4x4x 3 /4
5
X /8
X1/2
7
X 7/16
13
3
X /8
3
X5/16
1
X /4
11.3
3.31
4.93
1.73
1.22
1.15
3.10
0.413
0.220
0.252
2.18
/4
9.80
2.86
4.32
1.50
1.23
1.13
2.69
0.357
0.141
0.162
2.19
11
/16
8.20
2.40
3.67
1.27
1.24
1.11
2.26
0.300
0.0832
0.0963
2.21
%
6.60
1.94
3.00
1.03
1.25
1.08
1.82
0.242
0.0438
0.0505
2.22
Note: For compactness criteria, refer to the end of Table 1-7.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
M3
I
Table 1-7 (continued)
Angles
Properties
L6-L4
Axis Y-Y
Shape
Axis Z-Z
Qs
/
S
r
X
Z
*P
1
S
r
in.4
in.3
in.
in.
in.3
in.
in.4
in. 3
in.
L6x4x 7/s
9.70
3.37
1.10
1.12
6.26
0.665
5.82
1.90
X 3 /4
8.63
2.95
1.12
1.07
5.42
0.578
5.08
1.66
X 5/8
7.48
2.52
1.13
1.03
4.56
0.488
4.32
X 9 /16
6.86
2.29
1.14
1.00
4.13
0.442
X1/2
6.22
2.06
1.14
3.69
0.396
X7/16
5.56
1.83
1.15
0.981
0.957
3.24
x 3/e
4.86
1.58
1.16
0.933
X 5/16
4.13
1.34
1.17
0.908
1
L6x3 /2x /2
4.24
1.59
0.968
X 3 /8
3.33
1.22
0.984
X 5/16
2.84
1.03
L5x5x 7/8
17.8
X 3/4
15.7
X 5/8
13.6
3.85
1.52
X 1/2
11.3
3.15
X 7/16
10.0
2.78
1.53
1.54
X3 /8
8.76
2.41
X5 /l6
7.44
2.04
L5x3 1/2X 3/4
5.52
2.20
0.974
X5/8
4.80
1.88
0.987
X 1/2
4.02
1.55
1.00
0.901
1
Tan
Fy =36
a
ksi
0.854
0.421
1.00
0.856
0.428
1.00
1.42
0.859
0.435
1.00
3.94
1.30
1.00
1.17
0.861
0.864
0.438
3.55
0.440
1.00
0.349
3.14
1.04
0.867
0.443
0.973
2.79
0.301
2.73
0.908
0.870
0.446
0.912
2.33
0.252
2.31
0.769
0.874
0.449
0.826
0.829
2.88
0.376
2.58
0.914
0.756
0.343
1.00
0.781
2.18
0.287
2.00
0.714
0.763
0.912
0.991
0.756
1.82
0.241
1.70
0.609
0.767
0.349
0.352
5.16
1.49
1.56
9.30
0.802
7.56
2.14
0.971
1.00
1.00
4.52
1.50
1.52
8.14
0.698
6.59
1.86
0.972
1.00
1.00
1.47
6.92
0.590
5.61
1.59
0.975
1.00
1.00
1.42
5.66
0.479
4.60
1.30
0.980
1.00
1.00
1.40
5.00
0.422
4.08
1.15
0.983
1.00
1.00
1.55
1.37
4.33
0.365
3.55
1.00
0.986
1.00
0.983
1.56
1.35
3.65
0.307
3.01
0.850
0.990
1.00
0.912
0.993
4.07
0.582
3.22
1.22
0.744
0.464
1.00
0.947
3.43
0.493
2.74
1.05
0.746
0.472
1.00
2.79
0.400
2.25
0.862
0.750
0.479
1.00
0.983
0.826
X 3/8
3.15
1.19
1.02
0.854
2.12
0.305
1.74
0.670
0.755
0.485
X 5 /16
2.69
1.01
1.02
0.829
1.77
0.256
1.47
0.569
0.758
0.489
0.912
X 1/4
2.20
0.816
1.03
0.804
1.42
0.207
1.19
0.463
0.761
0.491
0.804
L5x3x 1/2
2.55
1.13
0.824
0.746
2.08
0.375
1.55
0.645
0.642
0.357
1.00
X 7/16
2.29
1.00
0.831
0.722
1.82
0.331
1.37
0.575
0.644
0.361
1.00
X 3/fi
2.01
0.874
0.838
0.698
1.57
0.286
1.20
0.503
0.646
0.364
0.983
X 5/16
1.72
0.739
0.846
0.673
1.31
0.241
1.01
0.428
0.649
0.368
0.912
X1/4
1.41
0.600
0.853
0.648
1.05
0.194
0.825
0.350
0.652
0.371
0.804
L4x4x 3 /4
7.62
2.79
1.18
1.27
5.01
0.679
3.25
1.15
0.774
1.00
1.00
X 5/8
6.62
2.38
1.20
1.22
4.28
0.576
2.76
0.975
0.774
1.00
1.00
X 1/2
5.52
1.96
1.21
1.18
3.50
0.468
2.25
0.797
0.776
1.00
1.00
X 7/16
4.93
1.73
1.22
1.15
3.10
0.413
2.00
0.706
0.777
1.00
1.00
X 3 /8
4.32
1.50
1.23
1.13
2.68
0.357
1.73
0.779
1.00
1.00
X 5 /16
3.67
1.27
1.24
1.11
0.300
1.46
0.781
1.00
0.997
X 1/4
3.00
1.03
1.25
1.08
2.26
1.82
0.613
0.517
0.242
1.18
0.419
0.783
1.00
0.912
Note: For compactness criteria, refer to the end of Table 1-7.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-44
Y
I*—
h
z
c
1
k
Table 1-7 (continued)
Angles
I/jD
Properties
PNA
Flexural-Torsional
Axis X-X
k
Shape
wt.
Properties
Area,
A
1
S
r
y
Z
yP
J
Cw
r0
in.
in.
in. 3
in.
in.4
in.6
in.
in.
Ib/ft
in.2
in.4
in. 3
1
L4x3 /2x /2
7
X 3/8
3
X 5/16
11
X1/4
1
L4x3x 5/8
11.9
3.50
5.30
1.92
1.23
1.24
3.46
0.497 0.301
0.302
2.03
/4
9.10
2.67
4.15
1.48
1.25
1.20
2.66
0.433 0.132
0.134
2.06
/l6
7.70
2.25
3.53
1.25
1.25
1.17
2.24
0.401 0.0782
0.0798
2.08
%
6.20
1.81
2.89
1.01
1.26
1.14
1.81
0.368 0.0412
0.0419
2.09
13.6
3.89
6.01
2.28
1.23
1.37
4.08
0.810 0.529
0.472
1.91
11.1
3.25
5.02
1.87
1.24
1.32
3.36
0.747 0.281
0.255
1.94
/4
8.50
2.48
3.94
1.44
1.26
1.27
2.60
0.683 0.123
0.114
1.97
/8
1
X1/2
7
X 3/8
3
X5/l6
11
/l6
7.20
2.09
3.36
1.22
1.27
1.25
2.19
0.651 0.0731
0.0676
1.98
X1/4
5
/8
5.80
1.69
2.75
0.988 1.27
1.22
1.77
0.618 0.0386
0.0356
1.99
L3 1/2X31/2X1/2
/8
7
/8
11.1
3.25
3.63
1.05
2.66
1.87
/16
9.80
2.87
3.25
1.06
1.03
2.36
0.466 0.281
0.412 0.192
0.238
X /l6
13
1.48
1.32
1.05
7
0.164
1.89
X3 /8
3
/4
8.50
2.48
2.86
1.15
1.07
1.00
2.06
0.357 0.123
0.106
1.90
X 5/16
11
/16
7.20
2.09
2.44
0.969 1.08
0.979
1.74
0.301 0.0731
0.0634
1.92
X1/4
5
5.80
1.69
2.00
0.787 1.09
0.954
1.41
0.243 0.0386
0.0334
1.93
/8
10.2
3.00
3.45
1.45
1.07
1.12
2.61
0.480 0.260
0.191
1.75
1.09
1.07
2.32
0.132
1.76
2.03
0.446 0.178
0.411 0.114
0.0858
1.78
1.05
1.72
0.375 0.0680
0.0512
1.79
1.80
L3 1/2x3x 1/2
/8
7
7
X /l6
13
/16
9.10
2.65
3.10
X3 /8
3
/4
7.90
2.30
2.73
X 5/16
11
/l6
6.60
1.93
2.33
1.29 1.08
1.12 .1.09
0.951 1.09
X1/4
5
5.40
1.56
1.92
0.773 1.10
1.02
1.39
0.336 0.0360
0.0270
L3 1/2X21/2X1/2
7
/8
9.40
2.75
3.24
1.41
1.08
1.20
2.52
0.736 0.234
0.159
1.66
x 3 /s
3
/4
7.20
2.11
2.56
1.09
1.10
1.15
1.96
0.668 0.103
0.0714
1.69
X 5/16
11
/16
6.10
1.78
2.20
0.925 1.11
1.13
1.67
0.633 0.0611
0.0426
1.71
1
X /4
5
/8
4.90
1.44
1.81
0.753 1.12
1.10
1.36
0.596 0.0322
0.0225
1.72
1
7
/8
9.40
2.75
2.20
1.06
0.895
0.929
1.91
0.458 0.230
0.144
1.59
X 7/16
13
/l6
8.30
2.43
1.98
0.946 0.903
0.907
1.70
0.405 0.157
0.100
1.60
x 3/s
3/4
7.20
2.11
1.75
0.825 0.910
0.884
1.48
0.351 0.101
0.0652
1.62
X 5/16
11
/l6
6.10
1.78
1.50
0.699 0.918
0.860
1.26
0.296 0.0597
0.0390
1.64
X1/4
5
/s
4.90
1.44
1.23
0.569 0.926
0.836
1.02
0.239 0.0313
0.0206
1.65
X 3/16
9
/l6
3.71
1.09
0.948
0.433 0.933
0.812
0.774 0.181 0.0136
0.00899
1.67
L3x3x /2
L3x2 1/2X1/2
/8
7
8.50
2.50
2.07
1.86
0.494 0.213
0.112
1.46
/16
7.60
2.21
1.87
1.03 0.910
0.921 0.917
0.995
X /16
13
0.972
1.66
0.462 0.146
0.0777
1.48
x%
3/4
6.60
1.92
1.65
0.803 0.924
0.949
1.45
0.430 0.0943
0.0507
1.49
X 5/16
11
/16
5.60
1.67
1.41
0.681 0.932
0.925
1.23
0.397 0.0560
0.0304
1.51
X 1/4
5
/8
4.50
1.31
1.16
0.555 0.940
0.900
1.000 0.363 0.0296
0.0161
1.52
X3 /16
9
/l6
3.39
0.996
0.899
0.423 0.947
0.874
0.761 0.328 0.0130
0.00705
1.54
7
/8
Note: For compactness criteria, refer to the end of Table 1-7.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONSAND PROPERTIES
1-45
Table 1-7 (continued)
Angles
Properties
L4-L3
Axis Y-Y
Shape
Axis Z-Z
Qs
/
S
r
X
Z
*p
/
S
r
in.4
in.3
in.
in.
in.3
in.
in.4
in.3
in.
Tan
OL
Fy=3&
ksi
L4x3 1/2X 1/2
3.76
1.50
1.04
0.994
2.69
0.438
1.80
0.719
0.716
0.750
1.00
X 3 /8
2.96
1.16
1.05
0.947
2.06
0.334
1.38
0.555
0.719
0.755
1.00
X 5 /16
2.52
0.980
1.06
0.923
1.74
0.281
1.17
0.470
0.721
0.757
0.997
X 1/4
2.07
0.794
1.07
0.897
1.40
0.227
0.950
0.382
0.723
0.759
0.912
1.00
5
L4x3x /s
2.85
1.34
0.845
0.867
2.45
0.498
1.59
0.720
0.631
0.534
X 1/2
2.40
1.10
0.858
0.822
1.99
0.407
1.30
0.592
0.633
0.542
1.00
X 3 /8
1.89
0.851
0.873
0.775
1.52
0.311
1.01
0.460
0.636
1.00
X 5 /l6
1.62
0.721
0.880
0.750
1.28
0.262
0.851
0.390
0.638
0.551
0.554
X 1/4
1.33
0.585
0.887
0.725
1.03
0.211
0.691
0.318
0.639
0.558
0.912
1
L3 /2X3 /2X /2
3.63
1.48
1.05
1.05
2.66
0.466
1.51
0.609
0.679
1.00
1.00
X 7/l6
3.25
1.32
1.06
1.03
2.36
0.412
1.34
0.540
0.681
1.00
1.00
X 3 /8
2.86
1.15
1.07
1.00
2.05
0.357
1.17
0.471
0.683
1.00
1.00
X 5 /16
2.44
0.969
1.08
0.979
1.74
0.301
0.989
0.400
0.685
1.00
1.00
X 1/4
2.00
0.787
1.09
0.954
1.41
0.243
0.807
0.326
0.688
1.00
0.965
L3 1/2x3x 1/2
2.32
1.09
0.877
0.869
1.97
0.431
1.15
0.537
0.618
0.713
1.00
X 7/16
2.09
0.971
0.846
1.75
0.382
1.03
0.478
0.620
0.717
1.00
X 3 /8
1.84
0.847
0.885
0.892
0.823
1.52
0.331
0.895
0.418
0.622
X 5/16
1.58
0.718
0.900
0.798
1.28
0.279
0.761
0.356
0.624
0.720
0.722
1.00
X 1/4
1.30
0.585
0.908
0.773
1.04
0.226
0.623
0.292
0.628
0.725
0.965
L3 1/2X2 1/2X 1/2
1.36
0.756
0.701
0.701
1.39
0.395
0.782
0.420
0.532
0.485
1.00
X 3 /8
1.09
0.589
0.716
0.655
1.07
0.303
0.608
0.329
0.535
0.495
1.00
X 5/16
0.937
0.501
0.723
0.632
0.900
0.518
0.281
0.538
0.500
1.00
X 1/4
0.775
0.410
0.731
0.607
0.728
0.256
0.207
0.425
0.232
0.541
0.504
0.965
L3x3x 1/2
2.20
1.06
0.895
0.929
1.91
0.458
0.924
0.436
0.580
1.00
1.00
X 7/16
1.98
0.946
0.903
0.907
1.70
0.405
0.819
0.386
0.580
1.00
1.00
X 3 /s
1.75
0.825
0.910
0.884
1.48
0.351
0.712
0.336
0.581
1.00
1.00
X 5/16
1.50
0.699
0.918
0.860
1.25
0.296
0.603
0.284
0.583
1.00
1.00
X 1/4
1.23
0.569
0.926
1.02
0.239
0.491
0.231
0.585
1.00
1.00
X 3/l6
0.948
0.433
0.933
0.836
0.812
0.774
0.181
0.374
0.176
0.586
1.00
0.912
L3x2V2X1/2
1.29
1.17
0.736
0.718
0.746
1.34
0.418
0.666
0.370
0.516
0.666
1.00
X 7/16
0.656
0.724
0.724
1.19
0.370
0.591
0.329
0.516
0.671
1.00
X 3/8
1.03
0.731
0.701
1.03
0.321
0.514
0.287
0.517
0.675
1.00
X 5/16
0.888
0.573
0.487
0.739
0.677
0.873
0.271
0.437
0.244
0.518
0.679
1.00
X1/4
0.734
0.397
0.746
0.653
0.707
0.220
0.356
0.199
0.520
0.683
1.00
X 3/16
0.568
0.303
0.753
0.627
0.536
0.167
0.272
0.153
0.521
0.687
0.912
1
1
Note: For compactness criteria, refer to the end of Table 1-7.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
0.997
1.00
1-46
DIMENSIONS AND PROPERTIES
Table 1-7 (continued)
Angles
PNA
Properties
PNA
Flexural-Torsional
Properties
Axis X-X
k
Shape
wt.
Area,
A
1
S
r
y
Z
yP
J
Gw
r0
in.2
in.4
in. 3
in.
in.
in.3
in.
in.4
in.6
in.
1.39
in.
Ib/ft
1
L3x2x / 2
13
/16
7.70
2.25
1.92
1.00
0.922
1.08
1.78
0.736 0.192
0.0908
X3/8
11
/16
5.90
1.73
1.54
0.779 0.937
1.03
1.39
0.668 0.0855
0.0413
1.42
X5/16
5
/8
5.00
1.46
1.32
0.662 0.945
1.01
1.19
0.633 0.0510
0.0248
1.43
X1/4
9
3
1
X /l6
L21/2X21/2X1/2
/l6
4.10
1.19
1.09
0.541 0.953
0.980
0.969 0.596 0.0270
0.0132
1.45
/2
3.07
0.902
0.847
0.414 0.961
0.952
0.743 0.556 0.0119
0.00576
1.46
3
/4
7.70
2.25
1.22
0.716 0.735
0.803
1.29
0.450 0.188
5.90
1.73
0.972
0.558 0.749
0.758
1.01
0.347 0.0833
0.0791
0.0362
1.30
/8
/l6
5.00
1.46
0.837
0.474 0.756
0.735
0.853 0.293 0.0495
0.0218
1.35
/2
4.10
1.19
0.692
0.387 0.764
0.711
0.695 0.237 0.0261
0.0116
1.36
7
/l6
3.07
0.900
0.535
0.295 0.771
0.687
0.529 0.180 0.0114
0.00510
1.38
3
X /8
5
X5/16
9
X1/4
1
3
X /l6
L21/2x2x 3/8
1.33
5
/8
5.30
1.55
0.914
0.546 0.766
0.826
0.982 0.425 0.0746
0.0268
1.22
5
X /16
9
/l6
4.50
1.31
0.790
0.465 0.774
0.803
0.839 0.391 0.0444
0.0162
1.23
X1/4
1
/2
3.62
1.06
0.656
0.381 0.782
0.779
0.688 0.356 0.0235
0.00868
1.25
3
7
/l6
2.75
0.809
0.511
0.293 0.790
0.754
0.529 0.318 0.0103
0.00382
1.26
1
/2
3.22
0.938
0.594
0.364 0.792
0.866
1.19
2.47
0.715
0.464
0.280 0.801
0.839
0.644 0.606 0.0209
0.497 0.568 0.00921
0.00694
7
0.00306
1.20
1.05
X /16
L21/2Xl 1/2X1/4
3
X /16
L2x2x 3/ 8
/l6
5
/8
4.70
1.36
0.476
0.348 0.591
0.632
0.629 0.342 0.0658
0.0174
5
X /16
9
/l6
3.92
1.15
0.414
0.298 0.598
0.609
0.537 0.290 0.0393
0.0106
1.06
X1/4
1
/2
3.19
0.938
0.346
0.244 0.605
0.586
0.440 0.236 0.0209
0.00572
1.08
X3/16
7
/l6
2.44
0.715
0.271
0.188 0.612
0.561
0.338 0.180 0.00921
0.00254
1.09
1
3
1.65
0.484
0.189
0.129 0.620
0.534
0.230 0.123 0.00293 0.000789 1.10
X /8
/s
Workable Gages in Angle Legs, in.
- g
6
1
4 /2
3
3
8
«□ <Q (Q
In-
7
Leg
5
4
4
1
3 /2
3
1
21/2
21/4
2
3
21/2
1 3 /4
2 /2
3V2
3
2V2
2
2
3
3
1
1 /4
1 /8
1 3 /4
1 1 /2
1 3 /8
1 1 /4
1
1
7
7
3
5
1 /8
/8
Note: Other gages are permitted to suit specific requirements subject to clearances and edge distance limitations
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
/8
/4
/8
DIMENSIONS AND PROPERTIES
1 4-7
Table 1-7 (continued)
Angles
Properties
L3-L2
Axis Y-Y
Shape
r
S
/
in. 4
in. 3
L3x2x 1/2
0.667
x 3/s
Axis Z-Z
Z
X
S
/
Qs
r
Tan
F y =36
ot
ksi
in.
in.
in. 3
in.
in. 4
0.470
0.543
0.580
0.887
0.377
0.409
0.266
0.425
0.413
1.00
0.539
0.368
0.555
0.535
0.679
0.291
0.318
0.209
0.426
0.426
1.00
X 5 /16
0.467
0.314
0.562
0.511
0.572
0.247
0.271
0.179
0.428
0.432
1.00
X 1/4
0.390
0.258
0.569
0.487
0.463
0.200
0.223
0.149
0.431
0.437
1.00
X 3/16
0.305
0.198
0.577
0.462
0.351
0.153
0.173
0.116
0.435
0.442
0.912
L2 1/2X2 1/2X1/2
1.22
0.716
0.735
0.803
1.29
0.450
0.521
0.295
0.481
1.00
1.00
x 3/s
0.972
0.558
0.749
0.758
1.00
0.347
0.400
0.226
0.481
1.00
1.00
X 5/16
0.837
0.474
0.756
0.735
0.853
0.293
0.339
0.192
0.481
1.00
1.00
X1/4
0.692
0.387
0.764
0.711
0.694
0.237
0.275
0.156
0.482
1.00
1.00
X 3/16
0.535
0.295
0.771
0.687
0.528
0.180
0.210
0.119
0.482
1.00
0.983
L2 1/2X2x 3 /8
0.513
0.361
0.574
0.578
0.657
0.311
0.273
0.189
0.419
0.612
1.00
X 5 /l6
0.446
0.309
0.581
0.555
0.557
0.264
0.233
0.161
0.420
0.618
1.00
X1/4
0.372
0.253
0.589
0.532
0.454
0.214
0.191
0.133
0.423
0.624
1.00
X 3/16
0.292
0.195
0.597
0.508
0.347
0.164
0.149
0.104
0.426
0.628 ' 0.983
0.0975 0.0818
0.0760 0.0644
0.321
0.354
1.00
0.324
0.360
0.983
L2 1/2Xl 1/2X 1/4
0.160
0.142
0.411
0.372
0.261
0.189
X 3/16
0.126
0.110
0.418
0.347
0.198
0.145
in. 3
in.
L2x2x 3/8
0.476
0.348
0.591
0.632
0.628
0.342
0.203
0.144
0.386
1.00
1.00
X 5/16
0.414
0.298
0.598
0.609
0.536
0.290
0.173
0.122
0.386
1.00
1.00
X 1/4
0.346
0.244
0.605
0.586
0.440
0.236
0.141
0.1000
0.387
1.00
1.00
X 3 /16
0.271
0.188
0.612
0.561
0.338
0.180
0.109
0.0771
0.389
1.00
1.00
X 1/8
0.189
0.129
0.620
0.534
0.230
0.123
0.0751 0.0531
0.391
1.00
0.912
Compactness Criteria for Angles
t
Compression
Flexure
non-slender up to
compact up to
non-compact up to
Width of angle leg, in.
1
1 /8
1
7
/8
3
/4
5
/8
9
/l6
1
/2
7
/l6
3
/s
5
/l6
1
/4
3
/l6
1
/8
8
8
▼
7
6
5
4
4
3
2
11/2
T
7
6
5
4
31/2
21/2
1 1/2
Note: Compactness criteria given for Fy = 36 ksi.
8
6
4
3
Cv = 1.0 for all angles.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1
DIMENSIONS AND PROPERTIES
8
~
bf
’LL __j
lx-.— j
'/ —
Table 1-8
I
J
WT Shapes
-PNA d
Dimensions
Stem
d
in.2
c
WT22x167.5
Thickness,
in.
tw
L
2
Area
in.
in.
in.2
49.2
22.0
22
x145 c
42.7
21.8
21% 0.865
x131 c
38.4
21.7
21% 0.785
1.03
1
%
13
/16
________
Depth,
A
Width,
Work-
Thickness,
k
bf
able
Gage
in.
in.
in.
in.
in.
5%
22.6
15.9
16
1.77
1%
2.56
2%
CT)
Area,
Distance
18.9
15.8
15%
1.58
1 9/l6
2.36
2 7/l6
CT)
Shape
Flange
17.0
15.8
15 3/4 1.42
1 7/l6
2%
33.8
21.5
21 /2 0.710
11
/16
15.2
15.8
15% 1.22
1 1/4
2.01
2%6
V
WT20x296.5h
87.2
21.5
211/2 1.79
1 13/l6
38.5
16.7
163/4 3.23
3%
4.41
4 1/2
7 1/2
1.54
1 /l6
20% 1.34
1 5/l6
x198.5 h
58.4
20.5
201/2 1.22
1%
x186
h
x181
c,h
54.6
20.3
3
20 /8 1.16
1
3
1 /l6
1
53.3
47.7
20.3
20 /4 1.12
1 /8
x162 c
20.1
20% 1.00
1
x148.5 c
43.7
19.9
19% 0.930
15
/16
x138.5 c
40.7
19.8
19% 0.830
13
/16
x124.5 c
36.7
19.7
193/4 0.750
3
x107.5
x99.5
c,v
c,v
WT20x196 h
x165.5
h
31.7
19.5
19% 0.650
/4
%
3
29.2
19.3
19 /8 0.650
57.6
20.8
203/4 1.42
1 7/l6
48.7
20.4
203/s 1.22
1%
5
/8
x163.5 h
x147 c
48.0
20.4
20% 1.18
1 3 /16
43.1
20.2
20% 1.06
1
1 /16
x139 c
41.0
20.1
20% 1.03
1
c
38.8
20.0
20
0.960
15
x117.5 c
34.5
19.8
19% 0.830
13
x105.5 c
31.0
19.7
19% 0.750
3
x91.5 c,v
26.7
19.5
19% 0.650
%
cv
24.6
19.3
19% 0.650
%
x74.5 c,v
21.9
19.1
19% 0.630
%
x132
x83.5
/16
/16
CT)
21
20.6
32.3
16.4
16%
2.76
2%
3.94
4
L
L
—x
CT)
CT)
CT) CT)
'
CT)
CT)
_ __________________________________________________________________________________________________CT)
21.0
63.4
27.6
16.2
16%
2.36
2 3 /8
3.54
3%
25.0
16.1
16 1/8 2.20
2 3 /l6
3.38
3 1/2
1
2 /16
3.23
3 5 /l6
16.1
1
16 /8 2.05
23.6
22.7
16.0
16
20.1
15.9
15% 1.81
2.01
2
3.19
3%
1 1 3 /16
2.99
3 1/16
1%
18.5
15.8
15%
2.83
2 1 5 /16
16.5
15.8
15% 1.58
1 9 /l6
2.76
2%
14.8
15.8
15% 1.42
1 7/16
2.60
2 11 /16
1
1.65
3
12.7
15.8
15 /4 1.22
1 /4
2.40
2 1/2
12.6
15.8
15% 1.07
1%6
2.25
2 5 /l6
29.4
12.4
12%
2.52
2 1/2
3.70
3 1 3 /16
24.9
12.2
12%
2.13
2%
3.31
3%
24.1
12.1
12%
2.13
2%
3.31
33/8
21.4
12.0
12
1.93
1 1 5 /16
3.11
3 3/l 6
20.6
12.0
12
1.81
1 1 3 /16
2.99
3 1 /16
1.73
3
19.2
11.9
11%
16.5
11.9
11%
14.8
1%
2.91
1 9/l6
2.76
2%
11.8
1.58
11 3/4 1.42
1 7/16
2.60
2 11 /16
CT)
73.9
x215.5 h
x251.5
9
12.7
11.8
11 3/4 1.20
1 3/16
O)
h
12.5
11.8
11% 1.03
1
2.38
2.21
2 5/l6
CT>
x115 '
1
CD
2.20
cv
12.0
11.8
11 3/4 0.830
2.01
2%
/4
c
13
Shape is slender for compression with Fy - 50 ksi.
Flange thickness greater than 2 in. Special requirements may apply per Specification Section A3.1c.
v
Shear strength controlled by buckling effects (Cv < 1.0) with Fy = 50 ksi.
h
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
/16
v
7%
2%
v
DIMENSIONS AND PROPERTIES
1-49
Table 1-8 (continued)
WT Shapes
Properties
WT22-WT20
Compact
Nominal
Wt.
Axis X-X
Section
Qs
Axis Y-Y
Torsional
Properties
Criteria
F=50
y. .
J
A
h
/
S
r
y
Z
yP
/
S
r
Z
2tf
tw
in. 4
in. 3
in.
in.
in. 3
in.
in. 4
in. 3
in.
in. 3
167.5
4.50
21.5
2170
131
6.63
5.53
234
1.54
600
75.2
3.49
118
145
5.02
25.2
1830
111
6.54
5.26
196
1.35
521
65.9
3.49
102
131
5.57
27.6
99.4
6.53
1.22
462
58.6
3.47
90.9
200
30.2
88.6
6.53
157
1.07
398
50.5
3.43
78.3
0.526
0.438
18.6
6.45
5.19
5.17
176
115
1640
1440
12.4
139
296.5
2.58
12.0
3310
209
6.16
5.66
379
2.61
1260
151
3.80
240
1.00
221
2340
251.5
2.98
13.7
2730
174
6.07
5.38
314
2.25
1020
124
3.72
197
1.00
138
1400
Ib/ft
in. 4
in. 6
0.822
37.2
438
0.629
25.4
275
215.5
3.44
15.4
2290
148
6.01
5.18
266
1.95
843
104
3.65
164
1.00
88.2
881
198.5
3.66
16.8
2070
134
5.96
5.03
240
1.81
771
95.7
3.63
150
1.00
70.6
677
186
3.93
17.5
1930
126
5.95
4.98
225
1.70
709
88.3
3.60
138
1.00
57.7
558
181
162
3.99
18.1
1870
122
5.92
4.91
217
1.66
691
86.3
3.60
135
0.993
54.2
4.40
20.1
1650
108
5.88
4.77
192
1.50
609
76.6
3.57
119
0.893
39.6
511
362
148.5
4.80
21.4
1500
98.9
5.87
4.71
176
1.38
546
69.0
3.54
107
0.825
30.5
279
138.5
5.03
23.9
1360
88.6
5.78
4.50
157
1.29
522
65.9
3.58
102
0.699
25.7
218
124.5
5.55
26.3
1210
79.4
5.75
4.41
140
1.16
463
58.8
3.55
90.8
0.580
19.0
158
107.5
6.45
30.0
1030
68.0
5.71
4.28
120
1.01
398
50.5
3.54
77.8
0.445
12.4
101
99.5
7.39
29.7
988
66.5
5.81
4.47
117
0.929
347
44.1
3.45
68.2
0.452
9.12
83.5
196
796
2.45
14.7
2270
153
6.27
5.94
275'
2.33
2.64
106
1.00
85.4
2.86
16.7
1880
128
6.21
5.74
231
2.00
401
322
64.9
165.5
52.9
2.57
85.7
1.00
52.5
484
163.5
2.85
17.3
1840
125
6.19
5.66
224
1.98
320
52.7
2.58
85.0
1.00
51.4
449
322
147
3.11
19.1
1630
111
6.14
5.51
199
1.80
281
46.7
2.55
75.0
0.945
38.2
139
3.31
19.6
1550
106
6.14
5.51
191
1.71
261
43.5
2.52
69.9
0.918
32.4
282
132
3.45
20.8
1450
99.2
6.11
5.41
178
1.63
246
41.3
2.52
66.0
0.855
27.9
233
156
117.5
3.77
23.9
1260
85.7
6.04
5.17
153
1.45
222
37.3
2.54
59.0
0.699
20.6
105.5
4.17
26.2
1120
76.7
6.01
5.08
137
1.31
195
33.0
2.51
52.1
0.581
15.2
113
91.5
4.92
30.0
955
65.7
5.98
4.97
117
1.13
28.0
2.49
44.0
0.445
9.65
71.2
23.9
2.40
37.8
0.454
6.99
62.9
19.4
2.29
30.9
0.435
4.66
51.9
83.5
5.76
29.7
899
63.7
6.05
5.19
115
1.10
165
141
74.5
7.11
30.3
815
59.7
6.10
5.45
108
1.72
114
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-50
*111_____J.
__I
i
|x-r ---------
Table 1-8 (continued)
to
-*-PNA
",
WT Shapes
— -J*
'/
Dimensions
Stem
Shape
Area,
Depth,
A
d
in.2
Thickness,
tw
in.
in.
Distance
Flange
tw
2
Area
in.
in.2
Width,
Thickness,
bf
tf
in.
in.
Work-
k
able
Gage
in.
in.
in.
h
118
21.3
21%
2.38
2%
1 /l6
50.6
18.0
18
4.29
4 5/ie
5.24
5 9 /l6
7%
x326 h
96.1
20.5
20%
1.97
2
1
40.4
17.6
17%
3.54
3%6
4.49
4 13 /16
x264.5 h
77.8
19.9
19%
1.61
1%
13
/16 32.0
17.2
17%
2.91
2 15 /16 3.86
4 3 /l6
h
71.7
19.7
19%
1.50
1%
%
29.5
17.1
17%
2.68
2 11 /16 3.63
4
x220.5 h
64.9
19.4
19%
1.36
1%
11
/16 26.4
17.0
17
2.44
2 7/l6
3.39
3%
x197.5h
58.2
19.2
19%
1.22
1%
%
23.4
16.8
16 7/8
2.20
2%6
3.15
3 7/l6
/l6 21.3
16.7
16%
2.01
2
2.96
3 5 /l6
2.80
3%
WT18x400
x243.5
3
53.0
19.0
19
1.12
1%
9
c
48.5
18.8
18%
1.02
1
%
19.2
16.6
16%
1.85
1%
x151 c
44.4
18.7
18%
0.945
15
%
17.6
16.7
16%
1.68
1 1 1/16 2.63
3
x141 c
41.5
18.6
18%
0.885
%
7
/l6
16.4
16.6
16%
1.57
1 9 /16
2.52
2%
38.5
18.4
18%
0.840
13
/16
7
/l6
15.5
16.6
16%
1.44
1 7/l6
2.39
2%
/l6
7
/l6
14.7
16.5
16%
1.35
1%
2.30
2%
1 1/4
2.21
2 9 /l6
V
5%
x180.5
x165
x131 c
/16
c
36.3
18.3
18%
0.800
13
x 1 1 5 . 5c
34.0
18.2
18%
0.760
%
%
13.9
16.5
16%
1.26
W T 1 8 x 1 2 8c
37.7
18.7
18%
0.960
15
%
18.0
12.2
12 1/4
1.73
1%
2.48
2%
c
34.1
18.6
18%
0.870
%
%6
16.1
12.1
12%
1.57
1 9/16
2.32
2 7/l6
x105 c
7
x123.5
x116
/l6
30.9
18.3
18%
0.830
13
/l6
15.2
12.2
12%
1.36
1%
2.11
2%6
c
28.5
18.2
18%
0.765
%
%-
14.0
12.1
12 1/8
1.26
1 1/4
2.01
2 3 /l6
x91 c
26.8
18.2
18 1/s 0.725
%
%
13.2
12.1
12%
1.18
1 3/l6
1.93
2%
%
12.3
12.0
12
1.10
1 1/8
1.85
2
/l6 11.7
12.0
12
1.02
1
1.77
1 15 /l6
1.69
1%
x97
/16
c
25.0
18.1
18%
0.680
11
x80 c
23.5
18.0
18
0.650
%
5
/l6 11.2
x85
/16
c
22.1
17.9
17%
0.625
%
5
12.0
12
0.940
1
x67.5 c,v
19.9
17.8
17%
0.600
%
5
/l6 10.7
12.0
12
0.790
13
WT1 6.5x1 93.5 h
57.0
18.0
18
1.26
1%
%
22.6
16.2
16%
2.28
52.1
17.8
17%
1.16
1 3/l6
%
20.6
16.1
16%
2.09
46.8
17.6
17%
1.04
1 %6
9
/l6 18.3
16.0
16
%
16.7
15.9
15%
x75
x177 h
x159
%6
/16 1.54
1 11 /16
V
2%
3.07
3%6
5%
2% 6
2.88
2 1 %6
1.89
1%
2.68
2%
1.73
1%
2.52
2%
c
42.8
17.4
17%
0.960
15
x131.5 c
38.7
17.3
17%
0.870
%
7
/l6
15.0
15.8
15%
1.57
1 9 /l6
2.36
2%6
x120.5 c
35.5
17.1
17%
0.830
13
7
/l6
14.2
15.9
15%
1.40
1%
2.19
2%
x110.5 c
32.6
17.0
17
0.775
%
%
13.1
15.8
15%
1.28
1%
2.06
21/8
x100.5 c
29.6
16.8
16%
0.715
11
%
12.0
15.7
15%
1.15
1 1/8
1.94
2
x145.5
/16
/16
/16
c
Shape is slender for compression with Fy - 50 ksi.
Flange thickness greater than 2 in. Special requirements may apply per Specification Section A3.1c.
v
Shear strength controlled by buckling effects (C c 1.0) with Fy = 50 ksi.
h
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
V
DIMENSIONS AND PROPERTIES
1-51
Table 1-8 (continued)
WT Shapes
Properties
WT18-WT16.5
Compact
Nominal
Axis X-X
Section
Qs
Axis Y-Y
Criteria
Wt.
Ib/ft
Torsional
Properties
bf
2t f
h
tw
/
S
r
y
Z
yP
/
S
r
Z
in.4
in.3
in.
in.
in.3
in.
in.4
in.3
in.
in.3
F=50
y, ■
J
in.4
in.6
400
2.10
8.94
4090
264
5.89
5.80
491
3.28
2100
234
4.22
371
1.00
525
5810
326
2.48
10.4
3160
208
5.74
5.35
383
2.73
1610
184
4.10
290
1.00
295
3070
264.5
2.96
12.4
298
272
145
4.00
227
1.00
163
1600
150
4.96
4.84
1240
13.1
5.60
5.57
2.26
3.19
2440
2220
164
243.5
2.10
1120
131
3.96
206
1.00
128
1250
220.5
3.48
14.3
1980
134
5.52
4.69
242
1.91
997
117
3.92
184
1.00
96.6
914
197.5
3.83
15.7
1740
119
5.47
4.53
213
1.73
877
104
3.88
162
1.00
70.7
652
786
711
94.0
3.85
146
1.00
54.1
491
85.5
3.83
132
0.974
42.0
372
77.8
72.2
3.82
120
0.909
32.1
285
3.80
112
0.848
26.3
231
65.8
3.76
102
0.799
20.8
185
61.4
3.74
94.8
0.749
17.3
155
88.0
0.694
14.3
129
180.5
4.16
17.0
1570
107
5.43
4.42
192
1.59
165
4.49
18.5
1410
97.0
5.39
4.30
173
1.46
151
4.96
19.8
1280
88.8
5.37
4.22
158
1.33
648
141
5.29
21.0
1190
82.6
5.36
146
137
1.25
599
1.16
131
5.75
21.9
1110
77.5
5.36
4.16
4.14
123.5
6.11
22.9
1040
73.3
5.36
4.12
129
1.10
545
507
116
6.54
24.0
978
69.1
5.36
4.10
122
1.03
470
57.0
3.71
128
3.53
19.5
1210
87.4
5.66
4.92
156
1.54
264
43.2
2.65
68.5
0.922
26.4
205
116
3.86
21.3
1080
78.5
5.63
4.82
140
1.40
234
38.6
2.62
60.9
0.829
19.7
151
5.65
5.62
4.87
131
1.27
206
33.8
2.58
53.4
0.791
13.9
119
4.80
120-
1.18
187
30.9
2.56
48.8
0.702
11.1
92.7
77.6
63.2
105
4.48
22.1
985
73.1
97
4.81
23.8
901
67.0
91
5.12
25.1
845
63.1
5.62
4.77
113
1.11
174
28.8
2.55
45.3
0.637
9.20
85
5.47
26.6
786
58.9
5.61
4.73
105
1.04
160
26.6
2.53
41.8
0.566
7.51
80
5.88
6.37
27.7
740
55.8
5.61
4.74
147
53.1
5.62
4.78
0.923
135
2.50
2.47
38.6
35.4
0.486
6.17
5.04
53.6
698
24.6
22.5
0.521
28.7
100
95.5
0.980
75
67.5
7.56
29.6
637
49.7
5.66
4.96
90.1
1.23
113
18.9
2.38
29.8
0.456
3.48
37.3
193.5
3.55
107
5.07
4.27
193
1.76
810
100
3.77
156
1.00
73.9
615
3.85
14.3
15.3
1460
177
1320
96.8
5.03
4.15
174
1.62
729
90.6
3.74
141
1.00
57.1
468
159
4.23
16.9
1160
85.8
4.99
4.02
154
1.46
645
80.7
3.71
125
1.00
42.1
335
145.5
4.60
18.1
1060
4.96
3.93
140
1.35
581
73.1
3.68
32.5
256
5.03
19.8
943
4.93
3.83
125
1.23
517
65.5
3.65
113
101
0.991
131.5
78.3
70.2
0.905
24.3
188
46.0
120.5
5.66
20.6
872
65.8
4.96
3.84
116
1.12
466
58.8
3.62
90.8
0.867
18.0
146
110.5
6.20
21.9
799
60.8
4.95
3.81
107
1.03
420
53.2
3.59
82.1
0.801
13.9
113
100.5
6.85
23.6
725
55.5
4.95
3.77
97.8
0.940
375
47.6
3.56
73.3
0.717
10.4
84.9
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-52
bf
Table 1-8 (continued)
I
Y
r
i
F
y
!-J*
IpNA
1 x-
WT Shapes
d
Dimensions
l
Stem
Shape
Area,
Depth,
A
d
in.2
c
Thickness,
in.
Flange
tw
tw
2
Area
in.
in.
in.2
Distance
Width,
Thickness,
bf
tf
in.
able
Gage
in.
1
Workk
in.
in.
in.
5%
24.8 16.9
16% 0.670
11
11.3
11.5
11 /2 1.22
1%
1.92
2%
x76 c
22.4 16.7
16% 0.635
%
%6 10.6
11.6
11% 1.06
1%6
1.76
1 15 /16
x70.5 c
20.8 16.7
%
%6 10.1
11.5
1
%6 1.66
113 /16
9
/l6
5
/l6
9.60 11.5
11%
11%
0.960
19.2 16.5
16% 0.605
161/2 0.580
0.855
%
16% 0.550
9
/l6
%6
9.04 11.5
11%
0.740
%
1.56
1.44
1%
17.3 16.4
%
T
WT15x195.5 h
57.6 16.6
16% 1.36
1%
11
5%
h
52.5 16.4
16% 1.24
1%
%
47.9 16.2
161/4 1.14
1%
9
x146
42.9 16.0
16
1
x130.5
15% 0.930
1
%6
x117.5 c
38.4 15.8
34.6 15.7
13
7
x105.5 c
31.1 15.5
15% 0.830
15 1/2 0.775
%
%
12.0
15.1
15% 1.32
1%6
2.10
2%
x95.5 c
28.1 15.3
15% 0.710
11
%
10.9
15.0
15
1.19
1%6
1.97
21/16
WT15x86.5 c
25.5 15.2
15% 0.655
%
%6 10.0
15.0
15
1.07
11/l6
1.85
2
10.5
1
10 /2 1.18
1 3/l6
1.83
2%6
9.32 10.5
8.82 10.5
101/2 1.00
1
1.65
WT16.5x84.5
x65
c
x59 c,v
x178.5
x163 h
1.02
/16
%
/16 22.6
/16
/16
15.6
15%
2.44
2%6
3.23
3%
20.3
15.5
151/z 2.24
2%
3.03
3%
/l6 18.5
15.4
15%
2.05
2%6
2.84
215 /16
%
16.3
15.3
15% 1.85
1%
14.7
15.2
15% 1.65
1%
2.64
2.44
2%
%
/l6 13.0
15.1
15
1%
2.29
2%
1.50
2%6
11
5%
c
21.7 15.3
15% 0.650
%
%6 10.0
x66 c
19.4 15.2
18.2 15.1
15% 0.615
%
%6
15 /8 0.585
9
/l6
5
x58 c
17.1 15.0
15
0.565
9
/l6
%6
8.48 10.5
10%
0.850
%
1.50
1%
c
15.9 14.9
14% 0.545
9
/l6
5
10%
0.760
%
1.41
1 11/16
x49.5 c
14.5 14.8
14% 0.520
%
%
8.13 10.5
7.71 10.5
10%
0.670
11
/16 1.32
1 9/16
c,v
13.2 14.8
14% 0.470
%
%
6.94 10.4
10%
0.610
%
1.26
1%
79.3 16.3
54.2 15.2
16V4 1.97
32.0
15.3
15%
3.54
39/l6
4.33
4%6
5% 9
/l6 21.0
14.7
14%
2.48
2%
3.27
3%
51/2
3
x74
x62
x54
x45
c
WT13.5x269.5h
x184
h
x168
h
1
15% 1.38
/l6
1
1%
11
10%
15
0.930
/16 1.58
1%
1 13/16
49.5 15.0
15
1%
%
18.9
14.6
14%
2.28
2%
3.07
3 /l6
x153.5 h
45.2 14.8
14% 1.16
1 3/16
%
17.2
14.4
14%
2.09
21/ie
2.88
3
X140.5
41.4 14.6
14% 1.06
1 1/"16
9
/l6 15.5
14.4
14% 1.93
x129
38.0 14.5
1.26
2
/l6
14% 0.980 1
%
14.2
14.3
1
14 /4 1.77
115 /16 2.72
213 /16
1%
2.56
21 %6
x117.5
34.7 14.3
14% 0.910
15
/16
%
13.0
14.2
14% 1.61
1%
2.40
2%
x108.5
32.0 14.2
14% 0.830
1
%6
%6 11.8
14.1
1%
2.29
2%
x97 c
28.6 14.1
14
%
%
14.0
14% 1.50
14
1.34
1 5/l6
2.13
2%
x89 c
26.2 13.9
13% 0.725
%
%
10.1
1.98
21/16
23.8 13.8
13% 0.660
11
%
9.10 14.0
14% 1.19
14
1.08
3
21.6 13.7
13% 0.605
%
5
8.28 14.0
14
x80.5
x73 c
c
0.750
/l6
/l6
10.5
14.1
1 /l6
1%6
0.975 1
1.87
2
1.76
1%
c
Shape is slender for compression with Fy = 50 ksi.
s 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 Specification Section A3.1c.
v
Shear strength controlled by buckling effects (%< 1.0) with Fy = 50 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
11
1f
DIMENSIONS AND PROPERTIES
1-53
Table 1-8 (continued)
WT Shapes
Properties
WT16.5-WT13.5
Compact
Nominal
Wt.
Axis X-X
Section
Qs
Axis Y-Y
Torsional
Properties
Criteria
A
1
S
r
y
Z
yp
/
S
r
Z
Ib/ft
2tf
tw
in. 4
in. 3
in.
in.
in?
in.
in. 4
in?
in.
in?
84.5
4.71
25.2
649
51.1
5.12
4.21
90.8
1.08
155
27.0
2.50
42.1
F=50
y, ■
ksi
J
Cw
in. 4
in?
0.628
8.81
55.4
76
5.48
26.4
592
47.4
5.14
4.26
84.5
0.967
136
23.6
2.47
36.9
0.575
6.16
43.0
70.5
65
6.01
27.5
552
44.7
5.15
4.29
79.8
0.901
123
21.3
33.4
28.5
513
42.1
5.18
4.36
75.6
0.832
109
18.9
29.7
0.528
0.492
4.84
3.67
35.4
6.73
2.43
2.38
59
7.76
29.9
469
39.2
5.20
4.47
70.8
0.862
93.5
16.3
2.32
25.6
0.448
2.64
23.4
29.3
195.5
3.19
12.2
1220
96.9
4.61
4.00
177
1.85
774
99.2
3.67
155
1.00
86.3
636
178.5
3.45
13.2
1090
87.2
4.56
3.87
159
1.70
693
89.6
3.64
140
1.00
66.6
478
163
3.75
14.2
981
78.8
4.52
3.76
143
1.56
622
81.0
3.60
126
1.00
51.2
361
146
4.12
15.7
861
69.6
4.48
3.62
125
1.41
549
71.9
3.58
111
1.00
37.5
257
130.5
4.59
17.0
62.4
4.46
3.54
112
1.27
480
63.3
3.53
97.9
1.00
26.9
184
117.5
5.02
18.9
765
674
55.1
4.41
3.41
98.2
1.15
427
56.8
3.51
87.5
0.955
20.1
133
105.5
5.74
20.0
610
50.5
4.43
3.39
89.5
1.03
378
50.1
3.49
77.2
0.899
14.1
96.4
95.5
6.35
21.6
549
45.7
4.42
3.34
80.8
0.935
336
44.7
3.46
68.9
0.816
10.5
71.2
86.5
7.04
23.2
497
41.7
4.42
3.31
73.5
0.851
299
39.9
3.42
61.4
0.733
7.78
53.0
74
4.44
23.6
466
40.6
4.63
3.84
72.2
1.04
114
21.7
2.28
33.9
0.715
7.24
37.6
98.0
90.4
18.6
2.25
29.2
0.662
4.85
28.5
17.2
2.23
27.0
0.602
3.98
23.9
66
5.27
24.6
421
37.4
4.66
3.90
66.8
0.921
62
5.65
25.8
396
35.3
4.66
3.90
63.1
0.867
58
6.17
26.6
373
33.7
4.67
3.94
60.4
0.815
82.1
15.6
2.19
24.6
0.567
3.21
20.5
54
6.89
27.4
32.0
4.69
4.01
57.7
0.757
73.0
13.9
2.15
21.9
0.534
2.49
17.3
30.0
4.71
4.09
54.4
0.912
63.9
12.2
2.10
19.3
0.492
4.69
4.04
49.0
0.835
57.3
11.0
2.09
17.3
0.405
1.88
1.41
14.3
27.1
49.5
7.80
28.5
349
322
45
8.52
31.4
290
269.5
2.15
8.25
1530
128
4.39
4.34
242
2.60
1060
138
3.65
218
1.00
247
1740
184
2.96
939
81.7
4.16
3.71
151
1.85
655
89.3
3.48
140
1.00
84.5
532
168
3.19
11.0
11.9
839
73.4
4.12
3.58
135
1.70
587
80.8
3.45
126
1.00
65.4
401
153.5
3.46
12.8
753
66.4
4.08
3.47
121
1.56
527
72.9
3.41
113
1.00
50.5
304
140.5
3.72
13.8
677
59.9
4.04
3.35
109
1.44
477
66.4
3.39
103
1.00
39.6
232
129
4.03
14.8
613
54.7
4.02
3.27
98.9
1.33
430
60.2
3.36
93.3
1.00
30.7
178
10.5
117.5
4.41
15.7
556
50.0
4.00
3.20
89.9
1.22
384
54.2
3.33
83.8
1.00
23.4
135
108.5
4.71
17.1
502
45.2
3.96
3.10
81.1
1.13
352
49.9
3.32
77.0
1.00
18.8
105
97
5.24
18.7
444
40.3
3.94
3.02
71.8
1.02
309
44.1
3.29
67.8
0.961
13.5
74.3
89
5.92
19.2
414
38.2
3.97
3.04
67.7
0.932
278
39.4
3.25
60.8
0.938
10.0
57.7
80.5
6.49
20.9
372
34.4
3.95
2.98
60.8
0.849
248
35.4
3.23
54.5
0.851
7.53
42.7
73
7.16
22.6
336
31.2
3.95
2.94
55.0
0.772
222
31.7
3.20
48.8
0.764
5.62
31.7
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-54
___bi
*L_Lr __i
Table 1-8 (continued)
1
L
f X-r- --------7
WT Shapes
PNA d
—
Dimensions
Stem
Shape
Area,
Depth,
A
d
in. 2
c
Thickness,
in.
Flange
tw
tw
2
Area
in.
in.
in.2
7
Width,
Distance
Work-
Thickness,
k
bf
able
Gage
in.
in.
in.
1
in.
18.9
13.8
13 /8 0.610
5
/8
5
/l6
8.43
10.0
10
1.10
1 /8
x57 c
16.8
13.6
13%
0.570
9
/l6
5
/l6
7.78
10.1
10 1/8
0.930
15
/16 1.53
1 13 /16
x51 c
15.0
13.5
13 1/2 0.515
1
/2
1
/4
6.98
10.0
10
0.830
13
/l6 1.43
13/ 4
WT13.5x64.5
1.70
2
in.
5%
c
13.8
13.5
13 /2 0.490
1
/2
1
/4
6.60
10.0
10
0.745
3/4
1.34
1%
x42 c
12.4
13.4
13 3 /8 0.460
7
1
/4
6.14
10.0
10
0.640
%
1.24
1 9/16
▼
54.4
14.0
14
1 1/2
3
/4
21.3
13.7
13%
2.72
23 /4
3.22
3%
5%
3
/16 19.0
13.5
1
13 /2
2.48
2%
2.98
3%
17.1
13.4
13%
2.28
2%
2.78
3 3/l6
1
x47
WT12x185 h
x167.5
h
x153 h
x139.5
h
x125
X114.5
X103.5
1
1.52
3
/l6
49.2
13.8
1 3 /4 1.38
1 /s
11
44.9
13.6
13 5/8 1.26
1 1 /4
5
3
3
/8
41.0
13.4
13 /8 1.16
1 /l6
5
/8
15.5
13.3
13 /4
2.09
2Vi6
2.59
3
36.8
13.2
13 1/8 1.04
1 1 /16
9
/l6
13.7
13.2
13%
1.89
1%
2.39
2 13 /16
1
/2
12.5
13.1
13%
1.73
1%
2.23
2 5 /s
1.57
9
1 /16
2.07
2 1/2
7
33.6
30.4
13.0
12.9
0.960
15
7
12 /8 0.870
7
/8
7
3
13
/16
/l6
11.2
13.0
13
x96
28.1
12.7
1 2 /4 0.810
13
/16
7
10.3
13.0
13
1.46
1 /l6
1.96
2%
x88
25.8
12.6
12 5/8 0.750
3
/4
3
/8
9.47
12.9
12 7/8
1.34
1 5 /16
1.84
2 1/4
23.9
12.5
1 2 1 /2
11
3
/8
8.81
13.0
13
21.5
12.4
3
12 /8 0.650
x65.5 c
19.3
12.2
x58.5 c
17.2
x52 c
x81
x73
c
WT12x51.5c
1.72
2%
1 1/l6
1.59
2
/l6
8.04
12.9
12 /8
1.09
12 1/4 0.605
5
/8
5
/ier
7.41
12.9
12/8
0.960
15
/16
1.46
1 7/8
12.1
12 1/8 0.550
%6
5
/l6
6.67
12.8
12%
0.850
7
/8
1.35
1%
15.3
12.0
12
1
/2
1
/4
6.02
12.8
12%
0.750
3/4
1.25
1%
▼
15.1
12.3
12 1/4 0.550
9
/l6
6.75
9.00
9
1.48
1%
5 1/2
0.500
/l6
5
12 /8 0.515
1
/2
1
/4
6.26
9.07
9%
0.875
7
12
0.470
1
/2
1
/4
5.66
9.02
9
0.770
3
12.0
12
0.440
7
/l6
1
/4
5.26
8.99
9
10.0
11.9
11 7/8 0.415
7
/ie
1
/4
4.92
8.97
9.11
11.9
11 7/8 0.430
7
/l6
1
/4
5.10
0.395
3
/8
3
/l6
4.66
12.2
12.4
12.1
x38 c
11.2
x34 c
x27.5
1 1 /4
5
13.8
c,v
1.22
7
/s
x42 c
WT12x31c
/l6
5
c
x47
0.705
/l6
8.10
11.8
1
11%
0.980 1
/8
1.38
1%
/4
1.27
1 1 1 /16
1
0.680
11
/16
1.18
1 9 /16
5% 9
9
0.585
9
/l6
1.09
1 1 /2
5% 9
7.04
7
0.590
9
/l6
1.09
1 1 /2
3%
7.01
7
0.505
%
1.01
1 7/l6
3%
c
Shape is slender for compression with Fy = 50 ksi.
9 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 Specification Section A3.1c.
v
Shear strength controlled by buckling effects (Cv < 1.0) with Fy = 50 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1-55
DIMENSIONS AND PROPERTIES
Table 1-8 (continued)
WT Shapes
Properties
WT13.5-WT12
Torsional
Compact
Nominal
Axis Y-Y
Axis X-X
Section
Os
Criteria
Wt.
F=50
Properties
J
bf
2t f
h
tw
/
S
r
y
Z
yP
/
S
r
Z
in. 4
in. 3
in.
in.
in. 3
in.
in. 4
in. 3
in.
in. 3
64.5
4.55
22.6
323
31.0
4.13
3.39
55.1
0.945
92.2
18.4
2.21
28.8
0.763
5.55
24.0
57
5.41
23.9
289
28.3
4.15
3.42
50.4
0.832
79.3
15.8
2.18
24.6
0.698
3.65
17.5
51
47
6.03
6.70
26.3
27.5
258
239
25.3
4.14
3.37
45.0
0.750
69.6
13.9
2.15
2.63
4.16
3.41
42.4
0.692
62.0
12.4
2.12
21.7
19.4
0.578
23.8
0.530
2.01
12.6
10.2
42
7.78
29.0
216
21.9
4.18
3.48
39.2
0.621
52.8
10.6
2.07
16.6
0.475
1.40
7.79
Ib/ft
y. .
ksi
In. 4
in. 6
185
2.51
9.21
779
74.7
3.78
3.57
140
1.99
581
85.1
3.27
133
1.00
100
553
167.5
2.73
2.94
10.0
686
66.3
3.73
3.42
123
1.82
513
75.9
3.23 J 119
1.00
10.8
611
59.4
3.69
3.29
110
1.67
460
68.6
3.20
107
1.00
75.6
58.4
305
405
153
139.5
3.18
11.5
546
53.6
3.65
3.18
98.8
1.54
412
61.9
3.17
96.3
1.00
45.1
230
125
3.49
12.7
478
47.2
3.05
86.5
1.39
362
54.9
3.14
85.2
1.00
33.2
165
114.5
3.79
13.6
431
42.9
3.61
3.58
2.96
78.1
1.28
326
49.7
3.11
77.0
1.00
25.5
125
103.5
4.14
14.8
382
38.3
3.55
2.87
69.3
1.17
289
44.4
68.6
1.00
19.1
91.3
96
4.43
15.7
350
35.2
3.53
2.80
63.5
1.09
265
40.9
3.08
3.07
63.1
1.00
15.3
72.5
88
4.81
16.8
319
32.2
3.51
2.74
57.8
3.04
57.3
1.00
11.9
55.8
5.31
17.7
293
29.9
3.50
2.70
53.3
240
221
37.2
81
1.00
0.921
34.2
3.05
52.6
1.00
9.22
43.8
73
5.92
27.2
3.50
2.66
48.2
0.833
195
30.3
238
24.8
3.52
2.65
43.9
0:750
170
26.5
46.6
40.7
6.70
4.74
31.9
6.70
3.01
2.97
0.946
65.5
19.0
20.2
264
0.885
23.1
58.5
7.53
22.1
212
22.3
3.51
2.62
39.2
0.672
149
23.2
2.94
35.7
0.793
3.35
16.4
52
8.50
24.1
189
20.0
3.51
2.59
35.1
0.600
130
20.3
2.91
31.2
0.692
2.35
11.6
51.5
4.59
22.3
204
22.0
3.67
3.01
39.2
0.841
59.7
13.3
1.99
20.7
0.781
3.53
12.3
47
5.18
5.86
23.6
25.6
186
20.3
18.3
3.67
2.99
36.1
0.764
54.5
12.0
1.98
18.7
0.715
2.62
9.57
3.67
2.97
32.5
0.685
47.2
10.5
1.95
16.3
0.609
1.84
6.90
41.3
9.18
1.92
14.3
0.541
1.34
5.30
35.2
7.85
1.87
12.3
0.489
0.932
4.08
0.525
0.449
0.850
3.92
0.588
2.93
42
166
38
6.61
27.2
151
16.9
3.68
3.00
30.1
0.622
34
7.66
28.6
137
15.6
3.70
3.06
27.9
0.560
31
5.97
27.6
3.79
3.46
28.4
1.28
17.2
4.90
1.38
7.85
6.94
29.8
131
117
15.6
27.5
14.1
3.80
3.50
25.6
1.53
14.5
4.15
1.34
6.65
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1-56
DIMENSIONS AND PROPERTIES
TJ I1 _____JY
Table 1-8 (continued)
=—
,X
T
y
~*PNA
WT Snapes
d
_
Dimensions
I
Stem
Shape
Area,
Depth,
A
d
Thickness,
2
tw
in.
2
Flange
in.
Area
Distance
Width,
Thickness,
bf
tf
in.
in.
2
able
Gage
in.
in.
/16
1
10.5
12.6
12%
1.63
1%
/16
7
9.43
12.5
1272
1.48
172
in.
Work-
k
in.
in.
in.
2.13
272
5 72
1.98
2%
29.6
11.5
11 /2 0.910
15
x91
26.8
11.4
11 3/8 0.830
13
x83
24.4
11.2
11 1/4 0.750
%
%
8.43
12.4
12%
1.36
1%
1.86
274
X73.5
21.6
11.0
11
0.720
%
%
7.94
12.5
1272
1.15
178
1.65
2
x66
19.4
10.9
10 7/8 0.650
%
5
/l6
7.09
12.4
127z
1.04
1716
1.54
1 15 /ie
%
5
/l6
6.50
12.4
12%
0.960
15
/16 1.46
1 1 %6
%6
5
/8
1%
1
1
WT1 0.5x1 00.5
x61
c
17.9
10.8
1
7
10 /8 0.600
c
16.3
10.8
10%
x50.5 c
14.9
10.7
10 5/8 0.500
WT10.5x46.5 c
13.7
10.8
10%
x55.5
/l6
5.92
12.3
12%
0.875
7
1.38
/4
5.34
12.3
1274
0.800
13
/16 1.30
1 1 7l6
/l6
5
/l6
6.27
8.42
8%
0.930
15
/16 1.43
1%
/2
1
/4
5.52
8.36
8%
0.835
13
/16 1.34
172
4.83
8.30
874
0.740
%
1.24
1 7/l6
/2
0.580
9
10%
0.515
1
10.6
10%
0.455
7
/l6
1
5
c
12.2
10.7
x36.5 c
10.7
x41.5
0.550
/2
/l6
/4
572
c
10.0
10.6
10 /8 0.430
7
/l 6
1
/4
4.54
8.27
874
0.685
1
7l6
1.19
1%
x31 c
9.13
10.5
10 1/2 0.400
%
%6
4.20
8.24
874
0.615
%
1.12
1 5/16
x27.5 c
8.10
10.4
10 3/8 0.375
%
3
3.90
8.22
874
0.522
72
1.02
1%6
x24 c,f,v
7.07
10.3
10 1/4 0.350
%
%6
3.61
8.14
87s
0.430
7
/l6
0.930 17s
WT10.5x28.5 c -h
8.37
10.5
10 1/2 0.405
%
%6
4.26
6.56
672
0.650
%
1.15
1 5/l6
372
/l6
1.04
174
372 9
/l6
0.950 178
3729
572
x34
/l6
c
7.36
10.4
10%
0.380
%
3
/l6
3.96
6.53
672
0.535
9
x22 cv
6.49
10.3
10 3 /8 0.350
%
%6
3.62
6.50
672
0.450
7
45.8
11.2
11 1/8 1.52
1 1/2
%
17.0
12.0
12
2.74
2%
3.24
3 7/l6
11
2.50
272
3.00
3%6
3
x25
WT9x155.5 h
h
7
7
41.6
10.9
10 /s 1.40
1%
37.9
10.7
10%
1.28
1 1/4
%
13.7
11.8
11%
2.30
2%6
2.70
34.4
10.5
1
10 /2 1.16
1 3/l6
%
12.2
11.7
11%
2.11
27s
2.51
2%
X105.5
31.1
10.3
10%
1.06
1 7l6
9
/l6 11.0
11.6
1172
1.91
1 15 /16 2.31
2 9/l6
x96
28.2
10.2
107s
0.960
15
0.890
7
x141.5
x129 h
x117
h
x87.5
25.7
10.0
10
/16
1.59
1 9/l6
1.99
2 7/l6
1.84
2%
1.72
2%6
%
6.45
11.2
1178
1.20
1%6
1.60
2716
5
/l6
6.21
11.3
1174
1.06
1 716
1.46
1 15 /16
/l6
5
/l6
5.53
11.2
1174
0.940
15
/16 1.34
1 13 /16
/l6
5
/lS
4.97
11.1
1178
0.870
%
1.27
/4
4.41
11.1
1178
0.770
%
1.17
1%
3.87
11.0
11
0.680
1
1.08
1 9/l6
0.670
9.49
9%
0.655
%
x53
15.6
9.37
9%
0.590
9
7
11%
1 7/16
17.5
9 1/8 0.425
11.4
1 5 /16
x59.5
9.11
8.92
1.44
11
11.2
2 7/l6
1.32
9%
x38 c
2.15
1174
9.63
1
1%
1174
19.1
9 1/4 0.480
1.75
11.3
x65
974 0.535
1172
11.2
13
%
9.20
11.5
7.99
0.810
0.730
9.30
9.77
7.11
9%
9%
12.7
/2
/l6
9.86
9.75
14.3
1
7
23.2
21.0
x48.5
11 /8
%
x79
x71.5
x43 c
11.9
7
/l6
/8
9
/16 15.3
/16
/16
/2
/l6
1
1
/4
c
7l6
1%
Shape is slender for compression with Fy - 50 ksi.
Shape exceeds compact limit for flexure with F = 50 ksi.
9 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 Specification Section A3.1c.
v
Shear strength controlled by buckling effects (Cv < 1.0) with Fy = 50 ksi.
f
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1
11
DIMENSIONS AND PROPERTIES
1-57
Table 1-8 (continued)
WT Shapes
Properties
WT10.5-WT9
Compact
Nominal
Axis X-X
Section
Qs
Axis Y-Y
Torsional
Properties
Criteria
Wt.
h
tw
/
S
r
y
Z
yP
/
S
r
Z
in.4
in.3
in.
in.
in.3
in.
in.4
in. 3
in.
in. 3
Cw
F = 50
y. .
Ib/ft
bf
2t t
100.5
3.86
12.7
285
31.9
3.10
2.57
58.6
1.18
271
43.1
3.02
66.5
1.00
20.4
85.4
91
4.22
13.7
253
28.5
3.07
2.48
52.1
1.07
241
38.6
3.00
59.5
1.00
15.3
63.0
83
4.57
15.0
226
25.5
3.04
2.39
46.3
0.983
217
35.0
2.99
53.9
1.00
11.8
47.3
23.7
3.08
0.864
188
30.0
2.95
46.3
1.00
7.69
in.4
in.6
73.5
5.44
15.3
204
2.39
42.4
66
6.01
16.8
181
21.1
3.06
2.33
37.6
0.780
166
26.7
2.93
41.1
1.00
5.62
32.5
23.4
61
6.45
18.1
166
19.3
3.04
2.28
34.3
0.724
152
24.6
2.91
37.8
0.995
4.47
18.4
55.5
7.05
19.6
150
17.5
3.03
2.23
31.0
0.662
137
22.2
2.90
34.1
0.919
3.40
13.8
50.5
7.68
21.4
135
15.8
3.01
2.18
27.9
0.605
124
20.2
2.89
30.8
0.828
2.60
10.4
46.5
4.53
18.6
144
17.9
3.25
2.74
31.8
0.812
46.4
11.0
1.84
17.3
0.966
3.01
9.33
5.00
20.8
127
15.7
3.22
2.66
28.0
0.728
40.7
9.74
1.83
15.2
0.856
2.16
6.50
13.8
3.21
2.60
24.4
0.647
8.51
1.81
13.3
0.728
1.51
4.42
3.62
41.5
36.5
5.60
23.3
110
35.3
34
6.04
24.6
103
12.9
3.20
2.59
22.9
0.606
32.4
7.83
1.80
12.2
0.666
1.22
31
6.70
26.2
93.8
11.9
3.21
2.58
21.1
0.554
28.7
6.97
1.77
10.9
0.581
0.913
2.78
27.5
7.87
27.7
84.4
10.9
3.23
2.64
19.4
0.493
24.2
5.89
1.73
0.520
0.617
24
9.47
29.5
74.9
9.90
3.26
2.74
17.8
0.459
19.4
4.76
1.66
9.18
7.44
0.461
0.400
2.08
1.52
28.5
5.04
26.0
90.4
11.8
3.29
2.85
21.2
0.638
15.3
4.67
1.35
7.40
0.592
0.884
2.50
19.4
0.771
12.5
3.82
1.30
6.08
0.532
0.570
1.89
1.06
10.3
3.18
1.26
5.07
0.459
0.383
1.40
25
6.10
27.4
80.3
10.7
3.30
2.93
22
7.22
29.5
71.1
9.68
3.31
2.98
17.6
155.5
2.19
7.34
383
46.6
2.89
2.93
90.6
1.91
398
66.2
2.95
104
1.00
87.2
339
141.5
2.38
7.80
337
41.5
2.85
2.80
80.2
1.75
352
59.2
2.91
92.5
1.00
66.5
251
140
189
129
2.56
8.38
298
2.68
71.0
1.61
314
53.4
2.88
83.1
1.00
2.76
9.08
261
37.0
32.7
2.80
117
2.75
2.55
62.4
1.48
279
47.9
2.85
74.4
1.00
51.1
39.1
105.5
3.02
9.75
229
29.1
2.72
2.44
55.0
1.34
246
42.7
2.82
66.1
1.00
29.1
102
1.00
22.3
75.7
56.5
96
3.27
10.6
202
25.8
2.68
2.34
48.5
1.23
220
38.4
2.79
59.4
87.5
3.58
11.3
181
23.4
2.66
2.26
43.6
1.13
34.4
2.76
53.1
1.00
16.8
79
3.92
12.2
160
20.8
2.63
2.17
38.5
1.02
196
174
30.7
2.74
47.4
1.00
12.5
41.2
71.5
4.25
13.3
142
18.5
2.60
2.09
34.0
0.937
156
27.7
2.72
42.7
1.00
9.58
30.7
30.5
28.7
0.856
139
24.9
2.70
38.3
1.00
7.23
0.778
126
2.69
34.5
1.00
5.30
22.8
17.4
65
4.65
14.4
127
16.7
2.58
2.02
59.5
5.31
14.5
119
15.9
2.60
53
5.96
15.9
104
14.1
2.59
2.03
1.97
25.2
0.695
110
22.5
19.7
2.66
30.2
1.00
3.73
12.1
48.5
6.41
17.4
93.8
12.7
2.56
1.91
22.6
0.640
100
18.0
2.65
27.6
1.00
2.92
9.29
43
7.20
19.2
82.4
11.2
2.55
1.86
19.9
0.570
87.6
15.8
2.63
24.2
0.939
2.04
6.42
38
8.11
21.4
71.8
9.83
2.54
1.80
17.3
0.505
76.2
13.8
2.61
21.1
0.825
1.41
4.37
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1-58
DIMENSIONS AND PROPERTIES
Table 1-8 (continued)
WT Shapes
Dimensions
Stem
Shape
Area,
Depth,
A
d
in.2
tw
tw
2
Area
Thickness,
bf
tf
in.
in.2
9 /4 0.495
/2
1
/4
4.57
9.18
91/s 0.450
7
/i6
1
/4
4.13
7.59
8.82
9.12
9 Vs 0.415
7
/i6
1
/4
3.78
7.56
8.10
9.06
9
%
3
3.53
7.53
10.4
9.24
x32.5 c
9.55
x30 c
x27.5 c
in.
1
0.390
/l6
in.
7.64
x25
c
7.33
9.00
9
0.355
3/8
3/16
3.19
7.50
WT9x23
c
6.77
9.03
9
0.360
3/8
3/16
3.25
6.06
x20
c
5.88
8.95
9
0.315
5
x17.5 c v
5.15
8.85
87/8 0.300
5
14.7
8.49
8V2 0.585
WT8x50
3
/i6
/i6
5
7 /8 0.750
71/2 0.695
71/2 0.630
11/4
31/29
0.525
1
/2
0.927 1 3 /l6
0.425
7
0.827 1 1/8
1
V
/4
4.40 10.4
10 /8 0.875
/4
3.76 10.3
101/4 0.760
/2
1
/w
1 5/l6
1.01
4.96 10.4
7
5
%
5
8 /8 0.525
1 /l6
13/8
0.605
/i6
81/4 0.455
/16 1.10
6
9
8.26
11
▼
6
8.38
7
0.972 11/4
6
13.1
1.15
31/29
1 /2
/i6
6.02
11.3
3/4
in.
7 /2 0.570
6.00
x38.5 c
/i 6 1.21
in.
1
1.03
2.66
x44.5
in.
13
/8
2.82
/l6
able
9
1
3/16
1
Work-
k
Gage
in.
75/s 0.810
3/16
1
1
Distance
Width,
1
in.
c
WT9x35.5
Thickness,
Flange
/i6
103/8 0.985 1
3
7
/8
1.28
1%
1 3/ 4
3/ 4
1.16
1 5 /8
/16 1.07
1 9 /16
1.39
c
9.84
8.17
8 /e 0.395
3
/8
3/16
3.23 10.2
10 /4 0.665
11
WT8x28.5 c
8.39
8.22
81/4 0.430
7
1
3.53
7Vs 0.715
11
1 3/8
5
x33.5
c
/i6
/4
7.12
1
1
/16 1.12
7.37
8.13
8Vs 0.380
3/8
3/16
3.09
7.07
7 /8 0.630
5
x22.5 c
6.63
8.07
81/s 0.345
3/8
3/16
2.78
7.04
7
0.565
9
x20 c,h
5.89
8.01
8
3/16
2.44
7.00
7
0.505
1
7
x25
ch
x18 ’
5.29
WT8x15.5c
4.56
x13
c,v
3.84
0.305
5
7.93
7 /s 0.295
5
7.94
8
7.85
7
/i6
51/2
y
31/29
/i6
1.03 1 /l6
0.967 1 1/4
▼
/2
0.907 13/16
31/2
/8
1
/i6
3/16
2.34
6.99
7
0.430
7
/i6
0.832 1Vs
31/2
0.275
1
/4
1
2.18
5.53
51/2 0.440
7
/i6
0.842 11/8
31/2
7 /s 0.250
1
1
3/8
0.747 1V16
31/2
/4
/8
/8
1.96
5.50
1
5 /2 0.345
c
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 Specification Section A3.1c.
v
Shear strength controlled by buckling effects (Ck < 1.0) with Fy = 50 ksi.
9
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-59
Table 1-8 (continued)
WT Shapes
Properties
Nominal
Compact
Section
WT9-WT8
Qs
Axis Y-Y
Axis X-X
Criteria
J
C|V
in. 4
in. 6
0.965
1.74
3.96
0.877
1.36
3.01
10.3
0.797
1.08
1.67
9.26
0.734
0.830
2.35
1.84
1.65
8.28
0.623
0.619
1.36
3.71
1.29
5.84
0.636
0.609
1.20
3.17
1.27
4.97
0.495
0.404
0.788
2.56
1.22
4.02
0.460
0.252
0.598
17.9
15.7
2.51
27.4
1.00
2.49
24.0
1.00
3.85
2.72
10.4
81.3
0.549
69.2
13.4
2.47
20.5
0.990
1.78
4.61
0.481
59.5
11.6
2.46
17.7
0.863
1.19
3.01
1.99
Wt.
bt
2t f
h
tw
/
S
r
y
Z
yP
/
S
r
Z
in. 4
in. 3
in.
in.
in. 3
in.
in. 4
in. 3
in.
in. 3
35.5
4.71
18.7
78.2
11.2
2.74
2.26
20.0
0.683
30.1
7.89
1.70
12.3
32.5
5.06
20.4
70.7
10.1
2.72
2.20
18.0
0.629
27.4
7.22
1.69
11.2
30
5.44
64.7
9.29
2.71
2.16
16.5
0.583
25.0
6.63
1.68
27.5
5.98
22.0
23.2
59.5
8.63
2.71
2.16
15.3
0.538
22.5
5.97
25
6.57
25.3
53.5
7.79
2.70
2.12
13.8
0.489
20.0
5.35
23
5.01
25.1
52.1
7.77
2.77
2.33
13.9
0.558
11.3
20
5.73
28.4
44.8
6.73
2.76
2.29
12.0
0.489
9.55
17.5
7.06
29.5
40.1
6.21
2.79
2.39
11.2
0.450
7.67
50
5.29
14.5
76.8
11.4
2.28
1.76
20.7
0.706
93.1
44.5
5.92
16.0
67.2
10.1
2.27
1.70
18.1
0.631
6.77
18.2
56.9
8.59
2.24
1.63
15.3
Ib/ft
38.5
33.5
Torsional
Properties
F=50
y. .
ksi
7.19
7.70
20.7
48.6
7.36
2.22
1.56
28.5
4.98
19.1
48.7
7.77
2.41
1.94
13.8
0.589
21.6
6.06
1.60
9.42
0.942
1.10
25
5.61
21.4
42.3
6.78
2.40
1.89
12.0
0.521
18.6
5.26
1.59
8.15
0.826
0.760
1.34
22.5
6.23
23.4
37.8
6.10
2.39
1.86
10.8
0.471
16.4
4.67
1.57
7.22
0.726
0.555
0.974
20
6.93
26.2
33.1
5.35
2.37
1.81
9.43
0.421
14.4
4.12
1.56
6.36
0.581
0.396
0.673
18
8.12
26.9
30.6
5.05
2.41
1.88
8.93
0.378
12.2
3.50
1.52
5.42
0.554
0.272
0.516
13.0
15.5
6.28
28.9
27.5
4.64
2.45
2.02
8.27
0.413
6.20
2.24
1.17
3.51
0.480
0.230
0.366
13
7.97
31.4
23.5
4.09
2.47
2.09
7.36
0.372
4.79
1.74
1.12
2.73
0.406
0.130
0.243
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1-60
DIMENSIONS AND PROPERTIES
~
Table 1-8 (continued)
*LJr■ - Y
1
i
= ---------*-PNA
WT Shapes
fxd
!
-J*
y
Dimensions
j:
I
Stem
Shape
Area,
Depth,
A
d
in. 2
WT7x365
h
107
x332.5
h
x302.5
h
x275 h
x250 h
x227.5
tw
tw
2
in.
in.
1
11 /4 3.07
7
10 /8 2.83
97.8 10.8
1
1
9
13
7
5
5
Area
2 /16 1 /l6
Width,
Thickness,
bf
tf
in. 2
3 /16 1 /16 34.4
30.6
Distance
17.9
17.7
7
5
4%
3
3
17 /8 4.52
4 /16 5.51
5.12
6 /l6
7% 9
13
7% 9
7
7%
5 /l6
10 /2 2.60
2 /8
1 /l6
27.1
17.4
17 /8 4.16
4 /l6
4.76
5 /l6
10 1/8 2.38
23/8
1 3/l6
24.1
17.2
17 1/4 3.82
313 /16 4.42
5%
9.80
9 3/4 2.19
23/l6
1 1/8
21.5
17.0
17
3.50
3%
4.10
413 /16
2
1
19.2
16.8
16%
3.21
33/16
/l6 17.5
16.7
3
/8
66.9
1
9 /2 2.02
9.51
3.81
41/2
1
3 /16
3.63
45/w
2%
3.44
x213
x199
h
58.5
9.15
9 /8 1.77
1 /4
7
16.2
16.6
16%
x185 h
54.4
8.96
9
1%
13
/16 14.8
16.5
16 1/2 2.66
211/16 3.26
50.3
8.77
83/4 1.54
1 9/16
13
/l6 13.5
16.4
16 3/8 2.47
21/2
7
62.6
9.34
3
7
1 /8
15
1
3
9 /8 1.88
1.66
1
16 /4 3.04
2.85
3.07
33/4
16.2
16 /4 2.26
2%
2.86
39/l6
/16 10.8
16.1
16 1/8 2.07
2 1/16
2.67
33/8
16
1%
2.49
33/16
1.72
1%
2.32
3
1.56
1 9/l6
2.16
27/8
45.7
8.56
8 /2 1.41
1 /l6
3
x141.5 h
41.6
8.37
83/8 1.29
1 5/l6
11
X128.5
37.8
8.19
8 /4 1.18
3
1 /l6
5
X116.5
34.2
8.02
8
1.07
1 1/16
9
/l6
8.58 15.9
15%
X105.5
31.0
7.86
7% 0.980 1
1
7.70 15.8
15%
7
1
3
4%
315 /16
12.1
h
x155.5
in.
3
80.9 10.1
h
x171 h
in.
in.
15
17 /8 4.91
able
Gage
in.
in.
Work-
k
88.9 10.5
73.5
h
Thickness,
in.
11.2
Flange
/4
/8
/2
9.62 16.0
1
1.89
x96.5
28.4
7.74
7 /4 0.890
7
/8
7
/l6
6.89 15.7
15%
1.44
1 /16
2.04
2%
x88
25.9
7.61
7 5/8 0.830
13
7
/l6
6.32 15.7
15 5/8 1.31
1 5/16
1.91
2%
x79.5
23.4
7.49
7 1/2 0.745
3
/4
3
5.58 15.6
15%
1.19
1 3/16
1.79
2%
11
3
/8
5.03 15.5
1
15 /2 1.09
11/16
1.69
2%
4.73 14.7
143/4 1.03
1
1.63
25/l6
x72.5
WT7x66
3
21.3
7.39
7 /8 0.680
19.4
7.33
7 3/8 0.645
1
/16
/16
/8
5
/8
5
/l6
x60
17.7
7.24
7 /4 0.590
9
/l6
5
/l6
4.27 14.7
14%
0.940
15
x54.5
16.0
7.16
7 1/8 0.525
1
/2
1
/4
3.76 14.6
1 4%
0.860
%
1.46
23/16
x49.5 f
14.6
7.08
7 1/8 0.485
1
/2
1
/4
3.43 14.6
14%
0.780
3/4
1.38
21/16
x45 f
13.2
7.01
7
7
/l6
1
/4
3.08
WT7x41
12.0
7.16
71/a 0.510
1
/2
1
3.65 10.1
x37
10.9
7.09
71/8 0.450
7
/l6
1
/4
3.19
10.1
x34
9.99
7.02
7
0.415
7
/l6
1
/4
2.91
10.0
x30.5 c
8.96
6.95
7
0.375
3
/8
3
/l6
2.60 10.0
10
c
0.440
/4
14.5
/16 1.54
1
5 /2
1
2 /4
2
V
1 11/l6
5 /2
14 1/2 0.710
11
10%
0.855
%
10%
0.785
13
/16 1.38
10
0.720
3
/4
1.31
1 9/16
0.645
%
1.24
1 1/2
V
/16 1.25
/16 1.31
1.45
1
1%
7.80
6.96
7
0.370
3
/8
3
/l6
2.58
8.06
8
0.660
11
1 1/2
5 /2
x24 c
7.07
6.90
6 7/8 0.340
5
/l6
3/16
2.34
8.03
8
0.595
%
1.19
1%6
x21.5 c
6.31
6.83
6 7/8 0.305
5
/l6
3
2.08
8.00
8
0.530
%
1.12
1%
JL
1r
WT7x26.5
/l6
c
Shape is slender for compression with Fy - 50 ksi.
Shape exceeds compact limit for flexure with F = 50 ksi.
9
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 Specification Section A3.1c.
f
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1
1-61
DIMENSIONS AND PROPERTIES
Table 1-8 (continued)
WT Shapes
Properties
WT7
Compact
Nominal
Section
Qs
Axis Y-Y
Axis X-X
Criteria
Wt.
Ib/ft
bf
2t f
h
tw
/
S
r
y
Z
yP
/
S
r
Z
in. 4
in. 3
in.
in.
in. 3
in.
in. 4
in. 3
in.
in. 3
F=50
Torsional
Properties
J
y. .
in. 4
in. 6
365
1.82
3.65
739
95.4
2.62
3.47
211
264
4.69
408
1.00
714
5250
1.95
3.82
622
82.1
2.52
3.25
182
3.00
2.77
2360
332.5
2080
236
4.62
365
1.00
555
3920
302.5
2.09
4.03
524
70.6
2.43
3.05
157
2.55
1840
211
4.55
326
1.00
430
2930
275
2.25
4.25
442
60.9
2.34
2.85
136
2.35
1630
189
4.49
292
1.00
331
2180
250
2.43
4.47
375
52.7
2.26
2.67
117
2.16
1440
169
4.43
261
1.00
254
1620
227.5
2.62
4.72
321
45.9
2.19
2.51
102
1.99
1280
152
4.38
234
1.00
1210
213
2.75
4.98
287
41.4
2.14
2.40
91.7
1.88
1180
141
4.34
217
1.00
196
164
199
2.92
5.17
257
37.6
2.10
2.30
82.9
1.76
1090
131
4.31
201
1.00
135
801
185
3.10
5.41
229
33.9
2.05
2.19
74.4
1.65
994
121
4.27
185
1.00
110
640
991
171
3.31
5.69
203
30.4
2.01
2.09
66.2
1.54
4.24
169
1.00
88.3
502
3.59
6.07
176
26.7
1.96
1.97
57.7
1.41
903
807
110
155.5
99.4
4.20
152
1.00
67.5
375
141.5
3.89
153
23.5
1.92
1.86
50.4
1.29
722
89.7
4.17
137
1.00
51.8
281
4.23
6.49
6.97
133
20.7
43.9
1.18
645
80.7
4.13
123
1.00
39.3
209
116.5
4.62
7.50
116
18.2
1.84
1.65
38.2
1.08
576
72.5
1.00
29.6
154
5.06
8.02
102
16.2
1.81
1.57
33.4
0.980
513
65.0
4.10
4.07
110
105.5
98.9
1.00
22.2
113
96.5
5.45
89.8
80.5
14.4
1.78
1.49
29.4
466
59.3
4.05
90.1
1.00
17.3
87.2
65.2
128.5
1.88
1.75
88
5.97
8.70
9.17
13.0
1.76
1.43
26.3
0.903
0.827
419
53.5
4.02
81.3
1.00
13.2
79.5
6.54
10.1
70.2
11.4
1.73
1.35
22.8
0.751
374
48.1
4.00
73.0
1.00
9.84
47.9
72.5
7.11
10.9
62.5
10.2
1.71
1.29
20.2
0.688
338
43.7
3.98
66.2
1.00
7.56
36.3
66
7.15
11.4
57.8
9.57
1.73
1.29
18.6
274
37.2
3.76
56.5
1.00
6.13
26.6
60
7.80
12.3
51.7
8.61
1.71
1.24
247
33.7
3.74
51.2
1.00
4.67
20.0
54.5
13.6
45.3
7.56
1.68
1.17
0.548
223
30.6
3.73
46.3
15.0
14.6
40.9
6.88
1.67
1.14
12.9
0.500
201
27.6
3.71
41.8
1.00
—
3.55
49.5
8.49
9.34
16.5
14.4
0.658
0.602
2.68
11.1
45
10.2
15.9
36.5
6.16
1.66
1.09
11.5
0.456
181
25.0
3.70
37.8
1.00
2.03
8.31
41
5.92
14.0
41.2
7.14
1.85
1.39
13.2
0.593
0.541
74.1
14.6
2.48
22.4
1.00
2.53
5.63
66.9
1.00
1.93
4.19
0.498
60.7
12.1
2.46
18.4
1.00
1.50
3.21
0.448
53.7
10.7
2.45
16.4
0.972
1.09
2.29
37
6.41
15.7
36.0
6.25
1.82
1.32
13.3
2.48
20.2
34
6.97
16.9
32.6
5.69
1.81
1.29
11.5
10.4
30.5
7.75
18.5
28.9
5.07
1.80
1.25
9.15
26.5
6.11
18.8
27.6
4.94
1.88
1.38
8.87
0.484
28.8
7.15
1.92
11.0
0.957
0.967
1.46
24
6.75
20.3
24.9
4.49
1.88
1.35
8.00
0.440
25.7
6.40
1.91
9.80
0.883
0.723
1.07
21.5
7.54
22.4
21.9
3.98
1.86
1.31
7.05
0.395
22.6
5.65
1.89
8.64
0.776
0.522
0.751
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1-62
DIMENSIONS AND PROPERTIES
b>
Table 1-8 (continued)
■
in
I _____J
-*-PNA
,X
1 y
WT Shapes
d
Dimensions
I
Stem
Shape
Area,
Depth,
A
d
in. 2
Thickness,
in.
in.
Flange
k
in.
in. 2
2.19
WT7x19 c
5.58
7.05
1
0.310
5
/l6
3
x17 c
5.00
6.99
7
0.285
5
/l6
3
x15 c
4.42
6.92
6%
0.270
1
/4
1
0.255
1
/4
1
0.230
1
1
WT7x13
c
3.85
CV
X11 ’
WT6x168 h
6.96
7
3.25
6.87
6%
49.4
8.41
8 3/a 1.78
/4
Area
/l6
k
bf
in.
6.77
able
Gage
in.
in.
in.
6 3 /4 0.515
72
0.915 174
3
1.99
6.75
6%
0.455
/l6
0.855 1 /16
372
1.87
6.73
6%
0.385
%
0.785 1 7s
372
0.420
7
/l6
0.820 178
2% 9
0.335
5
0.735 1716
2%9
/8
1.77
5.03
5
/8
1.58
5.00
5
1%
%
14.9
13.4
13%
13.2
1
8.16
8 /8 1.63
1%
x139.5 h
41.0
7.93
7%
1.53
1 1/2
%
3
/16 13.3
13 /4
2.96
/l6
2 15 /16 3.55
2.71
n
2 /i6
3.30
3 7/8
12.1
13.1
137s
2.47
272
3.07
3%
37.0
7.71
7 /4 1.40
1%
11
/16 10.7
13.0
13
2.25
274
2.85
378
x115 h
33.9
7.53
7 1/2 1.29
1 5/l6
11
/16
9.67
12.9
12 7/8
2.07
2716
2.67
215/16
x105
30.9
7.36
7%
1.18
1 /l6
%
8.68
12.8
12%
1.90
1%
2.50
2 13 /16
x95
27.9
7.19
7 1/4 1.06
1 1/16
9
/l6
7.62
12.7
12%
1.74
1%
2.33
2%
x85
25.0
7.02
7
0.960
15
1
/2
6.73
1.56
9
1 /l6
2.16
27/l6
x76
22.4
6.86
6%
0.870
%
7
/l6
5.96
12 /2 1.40
1%
2.00
2 5/l6
3
/16
7
/l6
5.30
12.4
12%
1.25
174
1.85
278
/16
%
4.66
12.3
12%
1.11
178
1.70
2
x68
20.0
6.71
6 /4 0.790
13
x60
17.6
6.56
6 1/2 0.710
11
x53
15.6
6.45
6 1/2 0.610
x48
14.1
x43.5
12.8
6.36
6.27
/16
12.6
12%
12.5
1
%
5
/l6
3.93
12.2
12 1/4
0.990 1
3
9
/l6
5
/l6
3.50
12.2
12 1/8
0.900
%
1
1
/2
1
/4
3.23
12.1
1
12 /8
0.810
13
1
6 /8 0.550
6 /4 0.515
572
3%
h
3
372 s
/l6
44.8
x126
in.
/8
13
x152.5
Work-
Thickness,
7
h
1
Width,
Distance
1.59
1%
1.50
1 13 /16
/16 1.41
1 1 7l6
x39.5
11.6
6.19
6 /4 0.470
1
/2
1
/4
2.91
12.1
1278
0.735
%
1.33
1%
x36
10.6
6.13
6 1/8 0.430
7
/l6
1
/4
2.63
12.0
12
0.670
1
7l6
1.27
1 9/l6
x32.5 f
9.54
6.06
6
0.390
%
3
/l6
2.36
12.0
12
0.605
%
1.20
172
8.52
6.10
6 1/8 0.360
%
3
/l6
2.19
10.0
10
0.640
%
1.24
172
57z
7.78
6.03
6
0.345
%
3
/l6
2.08
10.0
10
0.575
9
/l6
1.18
1%
572
8.08
878
0.640
%
1.14
172
572
WT6x29
x26.5
11
7.30
6.10
6 1/8 0.370
%
3
/l6
2.26
x22.5
6.56
6.03
6
0.335
5
/l6
3
/l6
2.02
8.05
8
0.575
9
/l6
1.08
1%
x20 c
5.84
5.97
6
0.295
5
/l6
3
/l6
1.76
8.01
8
0.515
72
1.02
1%
6 /4 0.300
5
/l6
3
/l6
1.88
6.56
672
0.520
72
0.820 1 /l6
372
J
1
WT6x25
WT6x17.5
c
5.17
6.25
1
3
c
4.40
6.17
678 0.260
1
/4
1
/8
1.60
6.52
672
0.440
7
/l6
0.740 178
x13 c
3.82
6.11
6 1/8 0.230
1
7e
1.41
6.49
672
0.380
%
0.680 17l6
x15
/4
c
Shape is slender for compression with Fy = 50 ksi.
Shape exceeds compact limit for flexure with F = 50 ksi.
9
The actual size, combination, and orientation or 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 Specification Section A3.1c.
v
1.0) with Fy = 50 ksi.
Shear strength controlled by buckling effects
f
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
r
DIMENSIONS AND PROPERTIES
1-63
Table 1-8 (continued)
WT Shapes
Properties
WT7-WT6
Compact
Nominal
Axis X-X
Section
Qs
Axis Y-Y
Criteria
Wt.
Ib/ft
bf
2tf
h
t„
/
S
r
y
Z
Yp
/
S
r
Z
in. 4
in. 3
in.
in.
in. 3
in.
in. 4
in. 3
in.
in. 3
f = 50
y, ■
ksi
Torsional
Properties
J
Gw
in. 4
in. 6
19
6.57
22.7
23.3
4.22
2.04
1.54
7.45
0.412
13.3
3.94
1.55
6.07
0.758
0.398
0.554
17
7.41
24.5
20.9
3.83
2.04
1.53
6.74
0.371
11.6
3.45
1.53
5.32
0.668
0.284
0.400
15
8.74
25.6
19.0
3.55
2.07
1.58
6.25
0.329
9.79
2.91
1.49
4.49
0.609
0.190
0.287
13
5.98
27.3
17.3
3.31
2.12
1.72
5.89
0.383
4.45
1.77
1.08
2.76
0.538
0.179
0.207
7.46
29.9
14.8
2.91
1.76
5.20
0.325
3.50
1.40
1.04
2.19
0.448
0.104
0.134
11
2.14
168
2.26
4.74
190
31.2
1.96
2.31
68.4
1.84
593
88.6
3.47
137
1.00
120
481
152.5
2.45
5.02
162
27.0
1.90
2.16
59.1
1.69
525
79.3
3.42
122
1.00
92.0
356
139.5
2.66
5.18
141
24.1
1.86
51.9
1.56
469
71.3
3.38
110
1.00
126
2.89
5.52
121
20.9
1.81
2.05
1.92
1.42
414
63.6
3.34
97.9
1.00
195
115
3.11
5.86
106
18.5
1.77
1.82
44.8
39.4
70.9
53.5
1.31
371
57.5
3.31
88.4
1.00
41.6
105
3.37
6.23
92.1
16.4
1.73
1.72
34.5
1.21
332
51.9
3.28
79.7
1.00
32.1
148
112
95
3.65
6.78
79.0
14.2
1.68
1.62
29.8
1.10
295
46.5
3.25
71.2
1.00
24.3
82.1
58.3
41.3
28.9
267
85
4.03
7.31
67.8
12.3
1.65
1.52
25.6
0.994
259
41.2
3.22
62.9
1.00
17.7
76
4.46
7.88
58.5
10.8
1.62
1.43
22.0
0.896
227
36.4
68
4.96
8.49
1.59
1.35
19.0
0.805
199
32.1
1.00
1.00
12.8
9.21
5.57
9.24
9.46
8.22
55.6
48.9
60
50.6
43.4
3.19
3.16
1.57
1.28
16.2
0.716
172
28.0
3.13
42.7
1.00
6.42
19.7
53
6.17
10.6
36.3
6.92
1.53
1.19
13.6
0.637
151
24.7
3.11
37.5
1.00
4.55
13.6
48
6.76
11.6
32.0
6.12
1.51
1.13
11.9
0.580
135
22.2
3.09
33.7
1.00
3.42
10.1
43.5
7.48
12.2
28.9
5.60
1.50
1.10
10.7
0.527
120
19.9
3.07
30.2
1.00
2.54
7.34
39.5
8.22
13.2
25.8
5.03
1.49
1.06
9.49
0.480
108
17.9
3.05
27.1
1.00
1.91
5.43
36
8.99
14.2
23.2
4.54
1.48
1.02
8.48
0.439
97.5
16.2
3.04
24.6
1.00
1.46
4.07
32.5
9.92
15.5
20.6
4.06
1.47 0.985
7.50
0.398
87.2
14.5
3.02
22.0
1.00
1.09
2.97
29
7.82
16.9
19.1
3.76
1.50
1.03
6.97
0.426
53.5
10.7
2.51
16.2
1.00
1.05
2.08
26.5
8.69
17.5
17.7
3.54
1.51
1.02
6.46
0.389
47.9
9.58
2.48
14.5
1.00
0.788
1.53
3.79
0.855
25
6.31
16.5
18.7
22.5
7.00
18.0
16.6
20
7.77
20.2
14.4
17.5
6.31
7.41
20.8
16.0
15
13
8.54
23.7
26.6
13.5
11.7
1.60
1.17
6.88
0.452
28.2
6.97
1.00
T.T3
6. TO 0.406
a.e
6.24
1.96
f.95
10.6
1.50
9.47
G.99&
2.95
1.57
1.09
5.28
0.365
22.0
5.50
1.94
8.38
0.885
0.452
0.620
3.23
1.76
1.30
5.71
0.394
12.2
3.73
1.54
5.73
0.855
0.369
0.437
1.75
1.27
4.83
0.337
10.2
3.12
1.52
4.78
0.708
0.228
0.267
4.20
0.295
8.66
2.67
1.51
4.08
0.567
0.150
0.174
2.75
2.40
1.75
1.25
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1.23
0.&&5
1-64
DIMENSIONS AND PROPERTIES
bf
_
Table 1-8 (continued)
j-m-w --- | _____i
W>
'-PNA d
WT Shapes
lxT - — i
7
—i • J *
Dimensions
Y
Stem
Shape
Area,
Depth,
A
d
in.2
WT6x11
c
3.24
Flange
Thickness,
in.
6.16
67s
1
tw
2
in.
in.
0.260
1
/4
1
/8
Area
Width,
Work-
Thickness,
k
bf
in. 2
1.60
Distance
in.
in.
4.03
able
Gage
4
7
0.425
/l6
in.
in.
in.
0.725
15
2 1/4 9
/16
2.79
6.08
6 /8 0.235
1
/4
1
/8
1.43
4.01
4
0.350
3/8
0.650
7
x8 c
2.36
6.00
6
0.220
1
/4
1
/8
1.32
3.99
4
0.265
1
/4
0.565
13
x7 cv
2.08
5.96
6
0.200
3
/l6
1
/8
1.19
3.97
4
0.225
1
/4
0.525
3/4
Y
WT5x56
16.5
5.68
5 5 /s 0.755
3
4.29
10.4
10 3/ 8
1.25
1 1/4
1.75
1 1 5 /l6
5 1/2
3
13
c
x9.5
1
/4
3/8
x50
14.7
5.55
5 /2 0.680
1
7l 6
3
/8
3.77
10.3
10 /8 1.12
x44
12.9
5.42
5 3/8 0.605
5
/8
5
/l6
3.28
10.3
10 1/4
0.990 1
x38.5
11.3
5.30
5 1/4 0.530
1
/4
2.81
10.2
10 1/4
0.870
10.1
1
10 /8
1
x34
9.99
5.20
/2
1
1
1
/2
1
1
5 /4 0.470
/4
2.44
1
/8
/16
1.62
1 /l6
1.49
1 11 /16
%
1.37
1 9 /l6
0.770
3/4
1.27
1 7/l6
1 /8
x30
8.82
5.11
5 /8 0.420
7
/l6
1
/4
2.15
10.1
10 /8
0.680
11
/16 1.18
1 3/8
x27
7.91
5.05
5
0.370
3
/8
3
/l6
1.87
10.0
10
0.615
5
/8
1.12
1 5 /16
x24.5
7.21
4.99
5
0.340
5
/l6
3/16
1.70
10.0
10
0.560
9
/l6
1.06
1 1/4
WT5x22.5
6.63
5.05
5
0.350
3/8
3/16
1.77
8.02
8
0.620
5
/8
1.12
1 5 /16
0.315
5
/ie
3/16
0.530
1
/2
1.03
1 3 /16
5
/l6
3
/l6
1.41
7.96
8
0.435
7
/l6
0.935 1 1/8
Y
/l6
3
/f6
1.57
5.81
53/4 0.510
1
/2
1
0.810 1 /8
23/4 g
x19.5
x16.5
WT5x15
5.73
4.96
5
7
4.85
4.87
4 /8 0.290
4.42
5.24
5 1/4 0.300
5
1.56
7.99
8
c
3.81
5.17
5Vs 0.260
1
/4
1
/8
1.34
5.77
53/4 0.440
7
/l6
0.740 1716
x11 c
3.24
5.09
5 1/8 0.240
1
/4
1
/8
1.22
5.75
53/4 0.360
3/8
0.660
15
/16
I
57a 0.250
1
1
1.28
4.02
4
0.395
3/8
0.695
15
/16
2 1/ 4 3
x13
WT5x9.5
c
x8.5
c
2.50
5.06
5
0.240
1
/4
7a
1.21
4.01
4
0.330
5
/l6
0.630
%
x7.5 c
2.21
5.00
5
0.230
1
/4
1
/8
1.15
4.00
4
0.270
1
/4
0.570
13
x6 Cif
1.77
4.94
4%
3/16
1
0.938
3.96
4
0.210
3/l 6
0.510
4.50
1
9
/l6
5
0.935
15
3
/l6
1.20
1 /2
/16 1.08
1 3/8
WT4x33.5
2.81
9.84
5.12
0.190
4 /2 0.570
/4
/8
/8
/l6
2.57
1
8.28
8 /4
1
/16 1.33
/16
3/4
Y
5
51/2
1 /8
x29
8.54
4.38
4 /8 0.510
1
/2
1
/4
2.23
8.22
8 /4 0.810
13
x24
7.05
4.25
4 1/4 0.400
3/8
3
/l6
1.70
8.11
8 1/8
11
x20
5.87
4.13
4 1/8 0.360
3
/8
3
/l6
1.49
8.07
87a
0.560
9
/l6
0.954 1 1/4
x17.5
5.14
4.06
4
0.310
5
/l6
3/16
1.26
8.02
8
0.495
1
/2
0.889 1 3/l6
x15.5 f
4.56
4.00
4
0.285
5
/l6
3
/l6
1.14
8.00
8
0.435
7
/l6
0.829 1 1/8
4.12
4.03
4
0.285
5
/l6
3/16
1.15
6.54
6V2
0.465
7
/l6
0.859
15
0.245
1
/4
1
0.971
6.50
6V2
0.400
3/8
0.794
7
WT4x14
x12
3.54
3.97
4
/8
0.685
c
1
Shape is slender for compression with Fy = 50 ksi.
Shape exceeds compact limit for flexure with F = 50 ksi.
9
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 ((?,< 1.0) with Fy = 50 ksi.
f
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
V
/16
372
/8
372
1-65
DIMENSIONS AND PROPERTIES
Table 1-8 (continued)
WT Shapes
Properties
Nominal
Compact
Section
Axis X-X
WT6-WT4
Qs
Axis Y-Y
Torsional
Properties
Criteria
Wt.
Ib/ft
bf
2tf
h
tw
/
S
r
y
Z
yp
/
S
r
Z
in. 4
in. 3
in.
in.
in. 3
in.
in. 4
in. 3
in.
in. 3
F=50
J
Cw
in. 4
in. 6
y, .
ksi
11
4.74
23.7
11.7
2.59
1.90
1.63
4.63
0.402
2.33
1.15
0.847
1.83
0.711
0.146
9.5
5.72
25.9
10.1
2.28
1.90
1.65
4.11
0.348
0.939 0.821
1.49
0.598
0.0899
0.137
0.0934
8
7.53
27.3
2.04
1.92
1.74
3.72
0.639
0.0511
0.0678
8.82
29.8
1.83
1.92
1.76
3.32
0.760
1.18
1.13
0.593 0.753 0.947
0.539
7
8.70
7.67
1.88
1.41
0.451
0.0350
0.0493
56
4.17
7.52
28.6
6.40
1.32
1.21
13.4
0.791
118
22.6
2.67
34.6
1.00
7.50
16.9
50
4.62
8.16
24.5
5.56
1.29
1.13
11.4
0.711
103
20.0
2.65
30.5
1.00
5.41
11.9
0.706 0.773
44
5.18
8.96
20.8
4.77
1.27
1.06
9.65
0.631
89.3
17.4
2.63
26.5
1.00
3.75
8.02
38.5
5.86
10.0
17.4
4.05
1.24
0.990
8.06
0.555
76.8
15.1
2.60
22.9
1.00
2.55
5.31
34
6.58
7.41
11.1
14.9
3.49
1.22
0.932
6.85
0.493
66.7
13.2
2.58
20.0
1.00
1.78
3.62
1.21
0.884
5.87
0.438
58.1
11.5
2.57
17.5
1.00
1.23
2.46
30
12.2
12.9
3.04
27
8.15
13.6
11.1
2.64
1.19 0.836
5.05
0.395
51.7
10.3
2.56
15.6
1.00
0.909
1.78
24.5
8.93
14.7
10.0
2.39
1.18 0.807
4.52
0.361
46.7
9.34
2.54
14.1
1.00
0.693
1.33
22.5
6.47
14.4
10.2
2.47
1.24 0.907
4.65
0.413
26.7
6.65
2.01
10.1
1.00
0.753
0.981
19.5
7.53
15.7
8.84
2.16
1.24 0.876
3.99
0.359
22.5
5.64
1.98
8.57
1.00
0.487
0.616
16.5
9.15
16.8
7.71
1.93
1.26 0.869
3.48
0.305
18.3
4.60
1.94
7.00
1.00
0.291
0.356
15
5.70
17.5
9.28
2.24
4.0T 0.380
8.35
2.87
1.37
4.41
1.00
0.310
0.273
6.56
19.9
7.86
1.91
1.45
1.44
1.10
13
1.06
3.39
0.330
7.05
2.44
1.36
3.75
0.904
0.201
0.173
11
7.99
21.2
6.88
1.72
1.46
1.07
3.02
0.282
5.71
1.99
1.33
3.05
0.837
0.119
0.107
9.5
5.09
20.5
6.68
1.74
1.54
1.28
3.10
0.349
2.15
1.07
0.874
1.67
0.873
0.116
0.0796
8.5
6.08
21.1
6.06
1.62
1.56
1.32
0.311
1.78
0.887 0.844
1.40
0.843
0.0776
0.0610
7.5
7.41
21.7
5.45
1.50
1.57
1.37
2.90
2.71
0.305
1.45
0.723 0.810
1.15
0.810
0.0518
0.0475
6
9.43
26.0
4.35
1.22
1.57
1.36
2.20
0.322
1.09
0.551 0.785 0.869 0.593
0.0272
0.0255
33.5
4.43
7.89
10.9
3.05
1.05
0.936
6.29
0.594
44.3
10.7
2.12
16.3
1.00
2.51
3.56
29
5.07
8.58
9.12
2.61
1.03
0.874
5.25
0.520
37.5
9.13
2.10
1.00
7.51
2.08
1.00
1.66
0.977
2.28
30.5
13.9
11.4
1.30
24.5
6.08
2.04
9.24
1.00
0.558
0.715
24
5.92
10.6
6.85
1.97
0.986 0.777
3.94
20
7.21
11.5
5.73
1.69
0.988 0.735
3.25
0.435
0.364
17.5
8.10
13.1
4.82
1.43
0.968 0.688
2.71
0.321
21.3
5.31
2.03
8.05
1.00
0.384
0.480
15.5
9.19
14.0
4.28
1.28
0.969 0.668
2.39
0.285
18.5
4.64
2.02
7.03
1.00
0.267
0.327
14
7.03
14.1
4.23
1.28
1.01 0.734
2.38
0.315
3.31
1.62
5.04
1.00
0.268
0.230
12
8.12
16.2
3.53
1.08
0.999 0.695
1.98
0.272
10.8
9.14
2.81
1.61
4.28
1.00
0.173
0.144
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1-66
DIMENSIONS AND PROPERTIES
_ ____bj
*L1 __i
Table 1-8 (continued)
to
-*-PNA d
tx-i-----•/
WT Shapes
—
Dimensions
Stem
Area,
Depth,
A
d
Thickness,
2
tw
2.22
4.06
4
0.245
1
/4
x6.5
1.92
4.00
4
0.230
1
/4
c,f
1.48
3.95
4
0.170
3
1
x5
/l6
WT3x12.5
3.67
3.19
3 /4 0.320
5
x10
2.94
3.10
31/8 0.260
1
/4
x7.5 f
2.21
3.00
3
0.230
1
/4
1
WT3x8
2.37
3.14
3 /8 0.260
1
/l6
/4
3
0.230
2.95
3
0.170
3
/l6
x4.25 f
1.26
2.92
27/8 0.170
3
/l6
2.78
2.58
25/8 0.270
1
1.91
2.08
21/8 0.280
1
co
13
/16
21/ 4 9
0.255
0.555
3
4
0.205
11
/16
/16
/4
0.505
0.705
15
0.806 6.02
6
0.365
0.615
%
0.689 5.99
6
0.260
0.510
3
0.816 4.03
4
0.405
0.655
7
3/4
1.02
6.08
1
6 /8 0.455
31/2
/4
/8
21/49
0.693 4.00
4
0.280
0.530
0.502 3.94
4
0.215
0.465
11
/16
0.496 3.94
4
0.195
0.445
11
/l6
5
0.430
0.730
13
/16
5
0.360
0.660
3/4
23/4
4
0.345
0.595
3/4
21/4
oo
WT2x6.5
0.615
4
0.582 4.06
2 /2 0.240
23/49
0.919 4.00
0.671 3.94
/4
2.51
/16
0.315
0.601 5.00
2.35
0.630
4
/4
x8
23/ 49
13
0.993 4.02
0.695 5.03
/4
1
%
5 /4 0.330
-co
1
0.700
1
5 /4 0.400
0.936 5.25
—k.
co,
WT2.5x9.5
/4
in.
CD
3.02
1.34
in.
CD
1.78
x4.5 f
in.
CD
x6
1
in.
1
co
WT4x7.5
L __k _A
4 /8 0.230
-co
4.07
Gage
in.
5.27
able
CO
2.63
bf
CD
x9
1.04
k
co
/4
/4
1
in.
Work-
Thickness,
co
1
4 /8 0.250
—L
—A QQ
coco
—I "
cn
4.14
in.
1
--L —A —k
co
co
co
co
3.08
in.
1
2
Width,
CD
WT4x10.5
in.
Area
Distance
CO
in.
2
L -*•
Shape
Flange
c
Shape is slender for compression with Fy = 50 ksi.
Shape exceeds compact limit for flexure with F = 50 ksi.
9
The actual size, combination, and orientation of fastener components should be compared with the geometry of the
cross-section to ensure compatibility.
f
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
V
23/4
1-67
DIMENSIONS AND PROPERTIES
Table 1-8 (continued)
WT Shapes
I
■
Properties
WT4-WT2
Compact
Nominal
Axis X-X
Section
Qs
Axis Y-Y
Torsional
Properties
Criteria
Wt.
A
/
S
r
y
I
y?
/
S
r
I
in.
in. 3
in.
in.4
in.3
in.
in. 3
F=50
y, ksi
J
Cw
in.4
in.6
2t f
tw
in.4
in.3
in.
10.5
6.59
16.6
3.90
1.18
1.12 0.831
2.11
0.292
4.88
1.85
1.26
2.84
1.00
0.141
0.0916
9
7.95
17.7
3.41
1.05
1.14 0.834
1.86
0.251
3.98
1.52
1.23
2.33
1.00
0.0855
0.0562
7.5
6.37
16.6
3.28
1.07
1.22 0.998
1.91
0.276
1.70
0.849 0.876
1.33
1.00
0.0679
0.0382
6.5
7.84
17.4
2.89
0.974
1.23
1.03
1.74
0.240
1.36
0.682 0.843
1.07
1.00
0.0433
0.0269
9.61
23.2
2.15
0.717
1.20 0.953
1.27
0.188
1.05
0.531 0.840 0.826
0.735
0.0212
0.0114
12.5
6.68
10.0
2.29
0.886 0.789 0.610
1.68
0.302
8.53
2.81
1.52
4.28
1.00
0.229
0.171
10
8.25
11.9
1.76
0.693 0.774 0.560
1.29
0.244
6.64
2.21
1.50
3.36
1.00
0.120
0.0858
7.5
11.5
13.0
1.41
0.577 0.797 0.558
1.03
0.185
4.66
1.56
1.45
2.37
1.00
0.0504
0.0342
8
4.98
12.1
1.69
0.685 0.844 0.676
1.25
0.294
2.21
1.10
0.966
1.69
1.00
0.111
0.0426
6
7.14
13.1
1.32
0.564 0.862 0.677
1.01
0.222
1.50
0.748 0.918
1.16
1.00
0.0449
0.0178
Ib/ft
5
4.5
9.16
17.4
0.950 0.408 0.842 0.623 0.720 0.170
1.10
0.557 0.905 0.856
1.00
0.0202 0.00736
4.25
10.1
17.1
0.905 0.397 0.848 0.637 0.700 0.160
0.995
0.505 0.890 0.778
1.00
0.0166 0.00620
9.5
5.85
6.94
9.54
1.01
0.485 0.604 0.487 0.970 0.276
4.56
1.81
1.28
2.76
1.00
0.157
0.0775
8
10.4
0.845 0.413 0.599 0.458 0.801 0.235
3.75
1.50
1.26
2.28
1.00
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
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1-68
DIMENSIONS AND PROPERTIES
Table 1-9
MT Shapes
Dimensions
Stem
Shape
Area,
Depth,
A
d
in.2
Area
in.
in.
in.2
1.80
6.27 6 /4
0.1550
Vs
1
/16
0.971
x5.8 c,v
1.69
6.25 6 1/4
0.155
1
/8
1
/16
0.969
MT6x5.9 c
1.72
6.00 6
0.177
3
/i6
1
/8
1.06
c v
1
Width,
Distance
Work-
Thickness,
k
bf
in.
in.
in.
in.
/4
9
/l6
—
3
9
/l6
1
/4
9
/l6
—
/l6
—
/2
—
3.75
3
3 /4
0.228
1
3.50
3 1/2
0.211
3.07
3 Vs
0.225
1
/16
x5.4 ’
1.58
5.99 6
0.160
/l6
1
/8
0.958
3.07
3 /8
0.210
3
/16
9
x5 c’v
1.46
5.99 6
0.149
1
/8
1
/16
0.892
3.25
3 1/4
0.180
3
/16
1
c
able
Gage
3
1.32
5.00 5
0.157
3
/i6
1
/8
0.785
2.69
2 3/4
0.206
3/16
9
/l6
—
1.17
4.98 5
0.141
1
/8
1
/16
0.701
2.69
2 3/4
0.182
3/16
9
/l6
—
MT5x3.75 c,v 1.10
5.00 5
0.130
1
1
/16
0.649
2.69
2 3/4
0.173
3
/16
7
/l6
—
MT4x3.25 c 'v 0.953 4.00 4
0.904 4.00 4
x3.1 c
0.135
1
/8
1
0.540
2.28
2 V4
0.189
3
/16
9
—
0.129
1
/8
1
2.28
1
2 /4
0.177
3/16
7
7
MT5x4.5
x4 c
/8
/16
/16
0.516
/l6
/l6
—
/ie
3/8
—
1
5
—
c
0.643 3.00 3
0.114
1
/8
1
/16
0.342
1.84
1 /8
0.171
3
x1.85 c
0.540 2.96 3
0.0980
1
/8
1
/16
0.290
2.00
2
0.129
/8
0.316
5
/i6
3
/l6
0.790
5.00
5
0.416
7
/i6
13
/8 0.130
1
/8
Vl6
0.247
3.80
3 3/4
0.160
3
1
MT3x2.2
MT2.5x9.45 f
MT2x3 f
f
in.
tw
tw
2
cv
MT6.25x6.2
c
Thickness,
Flange
2.76
2.50 2 1/z
0.855 1.90 1
7
Shape is slender for compression with Fy = 36 ksi.
Shape exceeds compact limit for flexure with F = 36 ksi.
cross-section to ensure compatibility.
’ 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 Specification Section G2.1a with Fy = 36 ksi.
— Flange is too narrow to establish a workable gage.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
/l6
/l6
/16
/2
2 3/ 49
DIMENSIONS AND PROPERTIES
1-69
Table 1-9 (continued)
MT Shapes
Properties
MT SHAPES
Compact
Nominal
Wt.
Axis Y-Y
Qs
Criteria
A
Ib/ft
Axis X-X
Section
2t f
tw
1
S
r
y
Z
yP
1
S
r
Z
in. 4
in. 3
in.
in.
in. 3
in.
in.4
in. 3
in.
in.3
0.536
0.432
0.746 0.839 0.340
0.669 0.684 0.342
6.2
8.22 40.4
7.29
1.61
2.01
1.74
2.92
0.372 1.00
5.8
8.29 40.3
6.94
1.57
2.03
1.84
2.86
0.808 0.756
F=36
y. ■
ksi
Torsional
Properties
J
in.4
in. 6
0.0246
0.0284
0.0206
0.0268
5.9
6.81 33.9
6.61
1.61
1.96
1.89
2.89
1.13
0.543
0.354
0.561 0.575 0.483
0.0249
0.0337
5.4
7.30 37.4
6.03
1.46
1.95
1.86
2.63
1.05
0.506
0.330
0.566 0.532 0.397
0.0196
0.0250
5
9.03 40.2
5.62
1.36
1.96
1.86
2.45
1.08
0.517
0.318
0.594 0.509 0.344
0.0145
0.0202
0.00989
4.5
6.53 31.8
3.47
1.00
1.62
1.54
1.81
0.808 0.336
0.250
4
7.39 35.3
3.08
0.894 1.62
1.52
1.61
0.809 0.296
0.220
0.505 0.403 0.548
0.502 0.354 0.446
0.0156
0.0112
3.75
7.77 38.4
2.91
0.836 1.63
1.51
1.51
0.759 0.281
0.209
0.505 0.334 0.376
0.00932 0.00792
1.01 0.472 0.188
0.967 0.497 0.176
0.165
0.444 0.264 0.633
0.00917 0.00463
0.154
0.441 0.247 0.578
0.00778 0.00403
3.25
6.03 29.6
1.57
0.558 1.29
1.18
3.1
6.44 31.0
1.50
0.533 1.29
1.18
0.0138
2.2
5.39 26.3
0.579 0.268 0.949 0.841 0.483 0.190 0.0897 0.0973 0.374 0.155 0.779
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
11.9
14.6
0.528 0.617 0.512 1.03
0.276 4.35
1.74
1.26
0.208 0.133 0.493 0.341 0.241 0.112 0.732
0.385
0.926 0.588 1.00
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
2.66
1.00
0.156
0.0732
0.00919 0.00193
1-70
DIMENSIONS AND PROPERTIES
Table 1-10
ST Shapes
pLp
PNA
Dimensions
Stem
Shape
Thickness,
d
A
tw
Area
in.
2
tw
in.
2
Flange
in.
in.
1
ST12x60.5
x53
17.8
15.6
12.3
12.3
12 /4 0.800
121/4 0.620
ST12x50
x45
x40 c
14.7
13.2
11.7
12.0
12.0
12.0
12
12
12
ST10x48
x43
14.1
12.7
10.2
10.2
101/8 0.800
101/8 0.660
ST10x37.5
x33
11.0
9.69
10.0
10.0
10
10
0.745
0.625
0.500
13
7
/t6
5
5
/l6
/16
/8
3
/4
/8
1
/2
tf
in.
in.
1
k
Workable
Gage
in.
in.
9.80
7.60
8.05
7.87
8
77/8
1.09
1.09
1 /16
11/i6
2
2
4
4
7.25
7.13
7.00
71 /4
71/8
7
0.870
0.870
0.870
7
/8
7
/8
7
/8
1 3/ 4
13/4
4
4
4
15
/i6
/16
1 3/ 4
1 3 /4
4
4
/16
/ie
1 5/8
1 5/8
31/ 29
31 /29
/t6
/16
11/2
11/2
31/2B
31/29
/l6
1
/4
/i6 7 /l6
/16 3/8
8.12
6.70
7.20
7.06
71/4
7
0.920
0.920
6.35
5.05
6.39
6.26
63/8
61/4
0.795
0.795
6.40
4.15
6.25
6.00
61/4
6
0.691
0.691
5.64
5.50
55/8
51/2
0.622
0.622
5
/4
4.13
3.08
/8
/8
1 3/8
13/8
31/29
31/2»
/16 3/8
/i6 1 /4'
4.12
2.77
5.48
5.25
51/2
51/4
0.659
0.659
11
1 7 /l6
3s
39
2.57
2.10
5.08
5.00
5Va
5
0.544
0.544
11
3/8
5
5
1
/4
0.711
0.461
11
3
/8
7
1
/4
9
5
/l6
7
1
/8
/2
/l6
10.3
ST9x35
X27.35 8.02
9.00 9
9.00 9
ST7.5x25
x21.45
7.34
6.30
1
7.50 7 /2
7.50 71 /2
0.550
0.411
ST6x25
x20.4
7.32
5.96
6.00 6
6.00 6
0.687
0.462
11
ST6x17.5
x15.9
5.12
4.65
6.00 6
6.00 6
0.428
0.350
7
/ie
3/8
3/16
5
/16
/i6
/i6
/i6
ST5x17.5
x12.7
5.14
3.73
5.00 5
5.00 5
0.594
0.311
5
ST4x11.5
x9.2
3.38
2.70
4.00 4
4.00 4
0.441
0.271
7
ST3x8.6
x6.25
2.53
1.83
3.00 3
3.00 3
0.465
0.232
7
1.47
1
2.50 2 /2
0.214
3
ST2x4.75
x3.85
1.39
1.13
2.00 2
2.00 2
0.326
0.193
ST1.5x3.75
x2.85
1.10
0.830
1.50 11/2
1.50 11/2
0.349
0.170
ST2.5x5
Thickness,
bf
5
13
7
Width,
8.94
7.50
6.00
5
1
0.635
0.505
in.
Distance
1
/4
15
13
13
11
11
5
11
/16
/w
1 3 /4
7
1 /l6
9
13/l6
9
3
/i6
/i6
1 /16
39
39
/2
/2
11/8
11/8
23/49
23/ 49
7
21/49
21 /49
1
/8
/i6
2.97
3/16 1.56
4.94
4.66
5
45/8
0.491
0.491
/i6
/4
1
1
/8
4.17
4.00
41/8
4
0.425
0.425
7
/i6
/ie
1
1
/ie
/4
1
/4
1.40 3.57
0.696 3.33
35/8
33/8
0.359
0.359
3/8
3/8
13
/16
—
13
/16
—
/i6
3
/4
—
/i6
/i6
3
/4
—
3
/4
—
5
—
5
—
5
1
1
1
/l6
/4
/8
1.76
1.08
1
/i6
1
/8
0.535 3.00
3
0.326
5
5
3
/l6
1
0.652 2.80
0.386 2.66
23/4
25/8
0.293
0.293
5
3
0.524 2.51
0.255 2.33
21 /2
23/8
0.260
0.260
/i6
/i6
3/8
3
/16
/8
3/16
1
/8
5
1
1
/4
/4
/8
/8
c
Shape is slender for compression with F - 36 ksi
9
The actual size, combination and orientation of fastener components should be compared with the geometry of the cross-section
to ensure compatibility.
— Flange is too narrow to establish a workable gage.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
J-7J
Table 1-10 (continued)
ST Shapes
Properties
ST SHAPES
Nominal
Wt.
Compact
Section
Criteria
Axis X-X
/
Ib/ft
bf
2t f
tw
in.
60.5
r
S
4
in.
3
in.
Axis Y-Y
y
Z
in.
3
in.
yp
in.
/
in.
S
4
in.
3
Qs
r
Z
in.
in. 3
Fy=36
ksi
Torsional
Properties
J
in. 4
in.
3.69 15.3
259
3.63
54.5
1.26
41.5
10.3
1.53
18.1
1.00
6.38
27.5
216
30.1
24.1
3.82
53.0 3.61 19.8
3.72
3.28
43.3
1.02
38.4
9.76
1.57
16.7
1.00
5.05
15.0
50.0
4.16 16.1
215
26.3
3.83
3.84
47.5
2.16
23.7
6.55
1.27
12.0
1.00
3.76
19.5
45.0
4.09 19.2
190
22.6
3.79
3.60
41.1
1.42
22.3
6.27
1.30
11.2
1.00
3.01
12.1
40.0
4.02 24.0
162
18.6
3.72
3.30
33.6 0.909
21.0
6.00
1.34
10.4
0.878
2.44
6.94
48.0
3.91 12.7
3.84 15.4
143
20.3
3.18
3.13
36.9
1.35
25.0
6.93
1.33
12.5
1.00
4.16
15.0
124
17.2
3.13
2.91
31.1
0.972
23.3
6.59
1.36
11.6
1.00
3.30
9.17
43.0
37.5
4.02 15.7
109
15.8
3.15
3.07
28.6
1.34
14.8
4.62
1.16
8.36
1.00
2.28
7.21
33.0
3.93 19.8
92.9
12.9
3.10
2.81
23.4 0.841
13.7
4.39
1.19
7.70
1.00
1.78
4.02
35.0
4.52 12.7
84.5
14.0
2.87
2.94
25.1
1.78
12.0
3.84
1.08
7.17
1.00
2.02
7.03
27.4
4.34 19.5
62.3
9.60
2.79
2.51
17.3 0.737 10.4
3.45
1.14
6.06
1.00
1.16
2.26
1.05
2.02
0.765
0.995
25.0
4.53 13.6
40.5
7.72
2.35
2.25
14.0
0.826
7.79
2.76
1.03
4.99
1.00
21.5
4.42 18.2
32.9
5.99
2.29
2.01
10.8 0.605
7.13
2.59
1.06
4.54
1.00
25.0
4.16 8.73
25.1
6.04
1.85
1.84
11.0 0.758
7.79
2.84
1.03
5.16
1.00
1.36
1.97
20.4 3.98 13.0
18.9
4.27
1.78
1.58
7.71
0.577
6.74
2.57
1.06
4.43
1.00
0.842
0.787
4.67 14.0
4.60 17.1
17.2
3.95
1.83
1.65
1.94
0.980
0.524
0.556
1.78
1.51
4.66
1.87
1.00
3.40
3.22
1.00
3.30
7.12 0.543
5.94 0.480
4.92
14.8
1.00
0.438
0.364
17.5
12.7
5.03 8.42
12.5
3.62
1.56
1.56
6.58 0.673
4.15
1.68
0.899
3.10
1.00
0.633
0.725
4.75 16.1
7.79
2.05
1.45
1.20
3.70 0.403
3.36
1.44
0.950
2.49
1.00
0.300
0.173
11.5
4.91 9.07
5.00
1.76
1.22
1.15
3.19 0.439
2.13
1.02
0.795 1.84
1.00
0.271
0.168
9.20
4.71 14.8
3.49
1.14
1.14
0.942 2.07 0.336
1.84 0.922 0.827 1.59
1.00
0.167
0.0642
8.60
4.97 6.45
2.12
1.02
0.915 0.915 1.85 0.394
6.25
4.64 12.9
1.26
0.547
0.831 0.692 1.01
5.00
4.61 11.7 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
0.575 0.553 0.592 0.250 0.444 0.317 0.564 0.565 1.00 0.0590 0.00995
0.522 0.448 0.381 0.204 0.374 0.281 0.576 0.485 1.00 0.0364 0.00457
17.5
15.9
1.14 0.642 0.673 1.17 1.00 0.181 0.0772
0.271 0.901 0.541 0.702 0.930 1.00 0.0830 0.0197
4.75
4.77 6.13 0.462 0.319
3.85
4.54 10.4 0.307 0.198
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 0.0432 0.00496
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 0.0216 0.00189
2.85
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-72
Table 1-11
Rectangular HSS
x
X
Dimensions and Properties
(
Shape
Design
Wail
Thickness, t
Nominal
Wt.
Area,
in.
Ib/ft
in.2
Axis X-X
A
b/t
h/t
/
S
r
Z
in.4
in.3
in.
in.3
5
HSS20x12x / 8
0.581
127.00
35.0
17.7
31.4
1880
188
7.33
230
X1/2
0.465
28.3
22.8
40.0
1550
155
7.39
X 3/8
0.349
103.00
78.45
21.5
31.4
54.3
1200
120
7.45
188
144
X 5 /16
0.291
65.82
18.1
38.2
65.7
1010
101
7.48
122
HSS20x8x5/8
0.581
110.00
30.3
6.89
185
89.55
24.6
1440
1190
144
0.465
10.8
14.2
31.4
X1/2
119
6.96
152
x 3 /e
0.349
68.29
18.7
19.9
54.3
926
92.6
7.03
117
X 5/16
0.291
57.31
15.7
24.5
65.7
786
78.6
7.07
98.6
HSS20x4x1/ 2
0.465
75.94
20.9
5.60
40.0
838
83.8
0.349
58.07
16.0
8.46
54.3
657
65.7
6.33
6.42
115
X 3 /8
X 5/16
0.291
48.87
13.4
10.7
65.7
560
56.0
6.46
75.6
X 1/4
0.233
39.48
10.8
14.2
82.8
458
45.8
6.50
61.5
135
40.0
89.3
HSS18x6x5/ 8
0.581
93.10
25.7
7.33
28.0
923
103
X 1/2
0.465
75.94
20.9
35.7
770
85.6
6.00
6.07
X 3/8
0.349
58.07
16.0
9.90
14.2
48.6
602
66.9
6.15
86.4
X 5/16
0.291
48.87
13.4
17.6
58.9
513
57.0
6.18
73.1
X1/4
0.233
39.48
10.8
22.8
74.3
419
46.5
6.22
59.4
HSS16x12x5/ 8
0.581
110.00
30.3
17.7
24.5
1090
136
6.00
165
X 1/2
0.465
89.55
24.6
22.8
31.4
904
113
6.06
X 3 /8
0.349
68.29
18.7
31.4
42.8
702
87.7
6.12
135
104
X 5 /16
0.291
57.38
15.7
38.2
52.0
595
74.4
6.15
87.7
5
HSS16x8x /8
0.581
93.10
25.7
10.8
24.5
815
102
5.64
129
X1/2
0.465
75.94
20.9
14.2
31.4
679
84.9
5.70
106
X 3/8
0.349
58.07
16.0
19.9
42.8
531
5.77
82.1
X 5/16
0.291
48.87
13.4
24.5
52.0
451
66.3
56.4
5.80
69.4
X 1/4
0.233
39.48
10.8
31.3
65.7
368
46.1
5.83
56.4
5
HSS16x4x /8
0.581
76.09
21.0
3.88
24.5
539
67.3
5.06
92.9
X 1/2
0.465
62.33
17.2
5.60
31.4
455
56.9
5.15
77.3
X 3/8
0.349
47.86
13.2
8.46
42.8
360
45.0
5.23
60.2
X 5/16
0.291
40.35
11.1
10.7
52.0
308
38.5
5.27
51.1
X1/4
0.233
32.66
8.96
14.2
65.7
253
31.6
5.31
41.7
X3 /16
0.174
24.66
6.76
20.0
89.0
193
24.2
5.35
31.7
Note: For compactness criteria, refer to the end of Table 1-12.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
112
DIMENSIONS AND PROPERTIES
1-73
Table 1-11 (continued)
Rectangular HSS
Dimensions and Properties
L_
HSS20-HSS16
Axis Y-Y
Shape
HSS20x12x%
X 1/2
X%
X%6
HSS20x8x%
X 1/2
x%
X%6
HSS20x4x1/2
X%
X%6
X 1/4
HSS18x6x%
1
X /2
X%
X%6
X%
HSS16x12x%
X 1/2
X%
X%6
HSS16x8x%
X 1/2
X%
x 5/ie
X 1/4
HSS16x4x%
X 1/2
X%
X%6
X 1/4
X 3/16
Workable Flat
Torsion
Surface
Area
/
S
r
Z
in. 4
in. 3
in.
in. 3
in.
851
705
547
464
142
117
91.1
77.3
4.930
4.99
5.04
5.07
162
132
102
85.8
17%6
17%
18%6
18%
9%6 1890
9% 1540
10%6 1180
10%
997
257
209
160
134
5.17
5.20
5.23
5.25
338
283
222
189
84.6
70.8
55.6
47.4
3.34
3.39
3.44
3.47
96.4
79.5
61.5
52.0
17%6
17%
185/l6
18%
5%6
5%
6% 6
65/s
916
757
586
496
167
137
105
88.3
4.50
4.53
4.57
4.58
58.7
47.6
41.2
34.3
29.3
23.8
20.6
17.1
1.68
1.73
1.75
1.78
34.0
26.8
22.9
18.7
17%
18% 6
18%
18%
—
2%6
25/s
2%
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/l6
15%
165/l6
169/ie
16%
3%e
3%
4%6
4%6
4%
462
387
302
257
210
109
89.9
69.5
58.7
47.7
3.83
3.87
3.90
3.92
3.93
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
13%6
9%6 1370
13%
9% 1120
14%6 10%6 862
14%
10%
727
204
166
127
107
4.50
4.53
4.57
4.58
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
13%6
13%
145/l6
14%
14%
5%6
5%
6%6
6%
6%
681
563
436
369
300
132
108
83.4
70.4
57.0
3.83
3.87
3.90
3.92
3.93
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
13%6
13%
14%6
14%
14%
15%6
—
—
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
J
C
in. 4
in.3
Depth Width
in.
2%6
2%
2%
3%6
— Flat depth or width is too small to establish a workable flat.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
ft 2/ft
1-74
DIMENSIONS AND PROPERTIES
Table 1-11 (continued)
Rectangular HSS
x
X-
Dimensions and Properties
Y
Design
Wall
Thickness, f
Nominal
Wt.
Area,
A
in.
Ib/ft
in. 2
HSS14x10x5/ 8
0.581
93.10
25.7
14.2
X 1/2
0.465
75.94
20.9
18.5
X 3 /8
0.349
58.07
Shape
Axis X-X
b/t
h/t
/
S
r
Z
in.4
in.3
in.
in. 3
21.1
687
98.2
5.17
27.1
573
81.8
5.23
98.8
25.7
37.1
447
63.9
5.29
76.3
120
X 5 /16
0.291
48.87
16.0
13.4
31.4
45.1
380
54.3
5.32
64.6
X 1/4
0.233
39.48
10.8
39.9
57.1
310
44.3
5.35
52.4
HSS14x6x 5/8
0.581
76.09
21.0
7.33
21.1
478
68.3
4.77
88.7
X 1/2
0.465
62.33
17.2
9.90
27.1
402
57.4
4.84
73.6
X 3 /8
0.349
47.86
13.2
14.2
37.1
317
45.3
4.91
57.3
X 5 /16
0.291
40.35
11.1
17.6
45.1
271
38.7
4.94
48.6
X 1/4
0.233
32.66
8.96
22.8
57.1
222
31.7
4.98
39.6
X 3 /l6
0.174
24.66
6.76
31.5
77.5
170
24.3
5.01
30.1
HSS14x4x5/ 8
0.581
67.59
18.7
3.88
21.1
373
53.3
4.47
73.1
X 1/2
0.465
55.53
15.3
5.60
27.1
317
45.3
4.55
61.0
X 3/8
0.349
42.75
11.8
8.46
37.1
252
36.0
4.63
47.8
X 5/16
0.291
36.09
9.92
10.7
216
30.9
4.67
X 1 /4
0.233
29.25
8.03
14.2
45.1
57.1
178
25.4
4.71
40.6
33.2
X 3 /16
0.174
22.12
6.06
20.0
77.5
137
19.5
4.74
25.3
1
0.465
69.14
19.0
395
65.9
4.56
78.8
0.349
52.93
14.6
18.5
25.7
22.8
3
31.4
310
51.6
4.61
61.1
HSS12x10x /2
X /8
X 5/16
0.291
44.62
12.2
31.4
38.2
264
44.0
4.64
51.7
X?4
0.233
36.00
9.90
39.9
48.5
216
36.0
4.67
42.1
5
HSS12x8x /8
0.581
76.13
21.0
10.8
17.7
397
66.1
4.34
82.1
X 1/2
0.465
62.33
17.2
14.2
22.8
333
55.6
4.41
68.1
X 3 /8
0.349
47.82
13.2
19.9
31.4
262
43.7
4.47
53.0
5
X /l6
0.291
40.36
11.1
24.5
38.2
224
37.4
4.50
44.9
X 1/4
0.233
32.60
8.96
31.3
48.5
184
30.6
4.53
36.6
X 3/16
6.76
43.0
66.0
140
23.4
4.56
27.8
0.174
24.78
5
HSS12x6x /8
0.581
67.62
18.7
7.33
17.7
321
53.4
4.14
68.8
X 1/2
0.465
15.3
9.90
22.8
271
45.2
4.21
57.4
X 3 /8
11.8
14.2
31.4
215
35.9
4.28
44.8
0.349
55.53
42.72
5
X /16
0.291
36.10
9.92
17.6
38.2
184
30.7
4.31
38.1
X 1/4
0.233
0.174
29.19
8.03
22.8
48.5
151
25.2
4.34
31.1
22.22
6.06
31.5
66.0
116
19.4
4.38
23.7
X 3 /16
Note: For compactness criteria, refer to the end of Table 1-12.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-75
Table 1-11 (continued)
Rectangular HSS
Dimensions and Properties
L_
HSS14-HSS12
Axis Y-Y
Shape
HSS14x10x5/8
Torsion
Workable Fiat
/
S
r
Z
Depth
Width
J
C
in. 4
in. 3
in.
in. 3
in.
in.
in. 4
in. 3
81.5
3.98
95.1
11 3/l6
7 3/l6
3
407
Surface
Area
ft 2 /ft
832
146
3.83
1
X /2
341
68.1
4.04
78.5
11 /4
7%
685
120
3.87
x 3/e
267
53.4
4.09
60.7
12 5/16
8 5/l6
9
528
91.8
3.90
5
X /16
227
45.5
4.12
51.4
12 /l6
8 9/w
446
77.4
3.92
X 1/4
186
37.2
4.14
41.8
12 7/8
8%
362
62.6
3.93
HSS14x6x5/8
124
41.2
2.43
48.4
11 3/l6
3 3/l6
3.17
3
334
83.7
105
35.1
2.48
40.4
11 /4
3%
279
69.3
3.20
X 3 /8
84.1
28.0
2.53
31.6
12 5/16
45/l6
219
53.7
3.23
X 5/16
72.3
24.1
2.55
26.9
12 9/16
49/l6
.186
45.5
3.25
1
X /4
59.6
19.9
2.58
22.0
12%
4%
152
36.9
3.27
x 3/ie
45.9
15.3
2.61
16.7
13 3/l6
53/l6
116
28.0
3.28
HSS14x4x5/ 8
47.2
23.6
1.59
28.5
11 1/4
—
148
52.6
2.83
3
—
127
44.1
2.87
1
X /2
1
X /2
41.2
20.6
1.64
24.1
11 /4
X 3 /8
33.6
16.8
1.69
19.1
12 1/4
2%
102
34.6
2.90
5
X /16
29.2
14.6
1.72
16.4
12 5/s
2%
87.7
29.5
2.92
X1/4
24.4
12.2
1.74
13.5
12%
2%
72.4
24.1
2.93
X 3/16
19.0
9.48
1.77
10.3
13%
31/8
55.8
18.4
2.95
298
59.7
3.96
69.6
9%
7 3/4
5
HSS12x10x 1/2
545
102
3.53
3
X /8
234
46.9
4.01
54.0
1O /16
8 5/l6
421
78.3
3.57
X 5/16
200
40.0
4.04
45.7
1O9/16
89/l6
356
66.1
3.58
X 1/4
164
32.7
4.07
37.2
10%
8%
289
53.5
3.60
HSS12x8x5/s
210
52.5
3.16
61.9
93/ie
53/l6
454
97.7
3.17
3
3
1
X /2
178
44.4
3.21
51.5
9 /4
5 /4
377
80.4
3.20
X 3 /8
140
35.1
3.27
40.1
1O5/16
6 5/l6
293
62.1
3.23
X 5 /16
120
30.1
3.29
34.1
1O9/16
6 9/l6
7
248
52.4
3.25
1
X /4
98.8
24.7
3.32
27.8
10 /8
6 7/8
202
42.5
3.27
X 3 /l6
75.7
18.9
3.35
21.1
11 1/8
7%
153
32.2
3.28
107
35.5
2.39
42.1
93/l6
3 3/w
3
5
HSS12x6x /8
271
71.1
2.83
X 1/2
91.1
30.4
2.44
35.2
9 /4
3%
227
59.0
2.87
X 3 /8
72.9
24.3
2.49
27.7
10 5/16
4 5/l6
178
45.8
2.90
X 5/16
62.8
20.9
2.52
23.6
1O9/16
49/l6
152
38.8
2.92
X 1/4
51.9
17.3
2.54
19.3
10%
4%
124
31.6
2.93
X 3 /16
40.0
13.3
2.57
14.7
11 3/l6
5 3/l6
94.6
24.0
2.95
—Flat depth or width is too small to establish a workable flat.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1-76
DIMENSIONS AND PROPERTIES
<
Table 1-11 (continued)
Rectangular HSS
x
X-
Dimensions and Properties
Y
Design
Wall
Thickness, t
Nominal
Wt.
Area,
in.
Ib/ft
in.2
5
HSS12x4x /s
0.581
59.11
16.4
3.88
17.7
X 1/2
0.465
48.72
13.5
5.60
22.8
X 3 /8
0.349
37.61
10.4
8.46
X 5/16
0.291
31.84
8.76
X1/4
0.233
0.174
25.79
7.10
19.66
5.37
Shape
X 3 /16
1
Axis X-X
A
b/t
h/t
/
S
r
Z
in.4
in.3
in.
in.3
245
40.8
3.87
55.5
210
34.9
3.95
46.7
31.4
168
28.0
4.02
36.7
10.7
38.2
144
24.1
4.06
31.3
14.2
48.5
119
19.9
4.10
25.6
20.0
66.0
91.8
15.3
4.13
19.6
3
HSS12x3 /2X /8
0.349
36.34
10.0
7.03
31.4
156
26.0
3.94
34.7
X5/l6
0.291
30.77
8.46
9.03
38.2
134
22.4
3.98
29.6
HSS12x3x5/ie
0.291
29.71
8.17
7.31
38.2
124
20.7
3.90
27.9
X 1/4
24.09
6.63
9.88
48.5
103
17.2
3.94
22.9
X 3 /16
0.233
0.174
18.38
5.02
14.2
66.0
79.6
13.3
3.98
17.5
HSS12x2x5/i6
0.291
27.58
7.59
3.87
38.2
104
17.4
3.71
24.5
1
X /4
0.233
22.39
6.17
5.58
48.5
86.9
14.5
X 3/16
0.174
17.10
4.67
8.49
66.0
67.4
11.2
3.75
3.80
15.5
HSS10x8x 5/s
0.581
67.62
18.7
X 1/2
0.465
55.53
15.3
10.8
14.2
X%
0.349
42.72
11.8
5
0.291
36.10
9.92
X /16
20.1
14.2
253
50.5
3.68
62.2
214
42.7
3.73
51.9
19.9
18.5
25.7
169
33.9
3.79
40.5
24.5
31.4
145
29.0
3.82
34.4
X 1/4
0.233
29.19
8.03
31.3
39.9
119
23.8
3.85
28.1
X 3 /16
0.174
22.22
6.06
43.0
54.5
91.4
18.3
3.88
21.4
5
HSS10x6x / 8
0.581
59.11
16.4
7.33
14.2
201
40.2
3.50
51.3
X 1/2
0.465
48.72
13.5
9.90
171
34.3
3.57
43.0
X 3/8
0.349
37.61
10.4
14.2
18.5
25.7
137
27.4
3.63
33.8
X 5/16
0.291
31.84
8.76
17.6
31.4
118
23.5
3.66
28.8
X1/4
0.233
25.79
7.10
22.8
39.9
96.9
19.4
3.69
23.6
X 3/16
0.174
19.66
5.37
31.5
54.5
74.6
14.9
3.73
18.0
3
HSS10x5x /8
0.349
11.3
25.7
120
24.1
3.53
30.4
0.291
35.06
29.71
9.67
X 5 /16
8.17
14.2
31.4
104
20.8
3.56
26.0
X1/4
0.233
24.09
6.63
18.5
39.9
85.8
17.2
3.60
21.3
X 3/16
0.174
18.38
5.02
25.7
54.5
66.2
13.2
3.63
16.3
Note: For compactness criteria, refer to the end of Table 1-12.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1-77
DIMENSIONS A N D PROPERTIES
Table 1-11 (continued)
Rectangular HSS
Dimensions and Properties
|_
HSS12-HSS10
Axis Y-Y
Shape
Workable Flat
Torsion
1
S
r
Z
Depth
Width
J
C
in. 4
in. 3
in.
in. 3
in.
in.
in. 4
in. 3
Surface
Area
ft 2 /ft
HSS12x4x%
40.4
20.2
1.57
24.5
122
44.6
35.3
17.7
1.62
20.9
93/ie
9%
—
X 1/2
—
105
37.5
2.53
X%
28.9
14.5
1.67
16.6
10 5/l 6
2%6
84.1
29.5
2.57
2.50
X5/16
25.2
12.6
1.70
14.2
10%
2%
72.4
25.2
2.58
X 1/4
21.0
16.4
10.5
1.72
11.7
10%
2%
59.8
20.6
2.60
8.20
1.75
9.00
11 3/l 6
3%6
46.1
15.7
2.62
3
HSS12x3 /2X /8
21.3
12.2
1.46
14.0
10% 6
—
64.7
25.5
2.48
X5/16
18.6
10.6
1.48
12.1
10%
—
56.0
21.8
2.50
5
13.1
11.1
8.73
1.27
10.0
10%
—
41.3
18.4
2.42
7.38
1.29
8.28
10%
—
34.5
15.1
2.43
X 3/16
8.72
5.81
1.32
6.40
11 3/16
23/l6
26.8
11.6
2.45
HSS12x2x 5/i6
5.10
5.10
0.820
6.05
10%
—
17.6
11.6
X /4
4.41
4.41
0.845
5.08
10%
—
15.1
9.64
2.25
2.27
X3/16
3.55
3.55
0.872
3.97
113/w
—
12.0
7.49
2.28
X3/l6
1
HSS12x3x /i6
X 1/4
1
178
44.5
3.09
53.3
7%6
53/l6
346
80.4
2.83
1
X /2
151
37.8
3.14
44.5
7%
5%
66.4
2.87
X%
120
30.0
3.19
34.8
8%6
6%6
288
224
51.4
X5/16
103
25.7
3.22
29.6
8%
6%
190
43.5
2.90
2.92
HSS10x8x%
X 1/4
84.7
21.2
3.25
24.2
8%
6%
155
35.3
2.93
X3/16
65.1
16.3
3.28
18.4
93/l6
7 3/l6
118
26.7
2.95
HSS10x6x%
89.4
29.8
2.34
35.8
73/l6
3 3/l6
209
58.6
2.50
1
X /2
76.8
25.6
2.39
30.1
7%
3%
176
48.7
2.53
x 3/s
61.8
20.6
2.44
23.7
8%6
4% 6
139
37.9
2.57
X 5 /16
53.3
17.8
2.47
20.2
8%
4%
118
32.2
2.58
X 1/4
44.1
14.7
2.49
16.6
8%
4%
96.7
26.2
2.60
X3/l6
34.1
11.4
2.52
12.7
93/l6
5% 6
73.8
19.9
2.62
HSS10x5x%
40.6
35.2
16.2
2.05
18.7
8%6
3%6
100
31.2
2.40
14.1
2.07
16.0
8%
3%
86.0
26.5
2.42
X 1/4
29.3
11.7
2.10
13.2
8%
3%
70.7
21.6
2.43
X3/16
22.7
9.09
2.13
10.1
93/l6
4 3/l6
54.1
16.5
2.45
X5/16
— Flat depth or width is too small to establish a workable flat.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-78
Table 1-11 (continued)
Rectangular HSS
x
X
Dimensions and Properties
Y
Shape
Design
Wall
Thickness, t
Nominal
Wt.
Area,
in.
Ib/ft
in. 2
Axis X-X
A
b/t
h/t
/
S
r
Z
in.4
in.3
in.
in. 3
29.9
25.8
3.26
3.34
40.3
34.1
27.0
HSS10x4x5/s
0.581
50.60
14.0
3.88
14.2
149
X1/2
0.465
41.91
11.6
5.60
18.5
129
x%
0.349
0.291
32.51
8.97
104
20.8
3.41
27.58
7.59
8.46
10.7
25.7
X 5/16
31.4
18.0
3.44
23.1
X1/4
0.233
22.39
6.17
14.2
39.9
90.1
74.7
14.9
19.0
X 3/l6
0.174
17.10
4.67
20.0
54.5
57.8
11.6
3.48
3.52
X 1/8
0.116
11.55
3.16
31.5
83.2
39.8
7.97
3.55
9.95
H S S 1 0 x 31/2X1/2
0.465
40.21
11.1
4.53
23.7
3.26
31.9
0.349
31.23
8.62
7.03
18.5
25.7
118
X 3/8
96.1
19.2
3.34
25.3
X 5/l6
0.291
26.51
7.30
9.03
31.4
83.2
16.6
3.38
21.7
X1/4
0.233
21.54
5.93
12.0
39.9
69.1
13.8
3.41
17.9
X 3/16
0.174
16.46
4.50
17.1
54.5
53.6
10.7
3.45
13.7
X1/8
0.116
11.13
3.04
27.2
83.2
37.0
7.40
3.49
9.37
HSS10x3x3/8
0.349
29.96
8.27
5.60
25.7
88.0
17.6
3.26
23.7
X 5/16
0.291
25.45
7.01
7.31
31.4
76.3
15.3
3.30
20.3
X 1/4
0.233
20.69
5.70
9.88
39.9
63.6
12.7
3.34
16.7
X 3 /16
0.174
15.82
4.32
14.2
54.5
49.4
9.87
3.38
12.8
X1/8
0.116
10.70
2.93
22.9
83.2
34.2
6.83
3.42
8.80
HSS10x2x3/8
0.349
27.41
7.58
2.73
25.7
71.7
14.3
3.08
20.3
X 5/16
0.291
23.32
6.43
3.87
31.4
62.6
12.5
3.12
17.5
X 1/4
0.233
18.99
5.24
5.58
39.9
52.5
10.5
3.17
14.4
X 3/16
0.174
14.54
3.98
8.49
54.5
41.0
8.19
3.21
11.1
X 1/8
0.116
9.85
2.70
14.2
83.2
28.5
5.70
3.25
7.65
HSS9x7x5/s
14.6
0.581
59.11
16.4
9.05
12.5
174
38.7
3.26
48.3
1
X /2
0.465
48.72
13.5
12.1
16.4
149
33.0
3.32
40.5
X 3/8
0.349
37.61
10.4
17.1
22.8
119
26.4
3.38
31.8
X 5/16
0.291
31.84
8.76
21.1
27.9
102
22.6
3.41
27.1
X 1/4
0.233
25.79
3.44
22.2
19.66
35.6
48.7
18.7
0.174
27.0
37.2
84.1
X 3/16
7.10
5.37
64.7
14.4
3.47
16.9
Note: For compactness criteria, refer to the end of Table 1 -12.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-79
Table 1-11 (continued)
Rectangular HSS
L—.
Dimensions and Properties
HSS10-HSS9
Axis Y-Y
Shape
HSS10x4x 5/a
Workable Flat
Torsion
/
S
r
Z
Depth
Width
J
C
in. 4
in. 3
in.
in. 3
in.
in.
in. 4
in. 3
Surface
Area
ft 2 /ft
33.5
16.8
1.54
20.6
7 3/l6
—
95.7
36.7
2.17
1
X /2
29.5
14.7
1.59
17.6
7 3/4
-—
82.6
31.0
2.20
x 3/a
24.3
12.1
1.64
14.0
8 5/l6
25/l6
66.5
24.4
2.23
5
20.9
2.25
17.1
2.27
5
X /16
21.2
10.6
1.67
12.1
8 /8
25/a
X 1/4
17.7
8.87
1.70
10.0
8%
2%
57.3
47.4
X3 /l6
13.9
6.93
1.72
7.66
93/l6
33/l6
36.5
13.1
2.28
7
25.1
8.90
2.30
X /8
9.65
4.83
1.75
5.26
9 /l6
37/ia
HSS10x31/2x 1/2
1
21.4
12.2
1.39
14.7
7 3 /4
—
63.2
26.5
2.12
3
X /8
17.8
10.2
1.44
11.8
85/l6
—
51.5
21.1
2.15
X5 /16
15.6
8.92
1.46
10.2
85/8
44.6
18.0
2.17
X 1 /4
13.1
7.51
1.49
8.45
87/s
—
—
37.0
14.8
2.18
X3 /16
10.3
5.89
1.51
6.52
93/l6
211/16
28.6
11.4
2.20
X1 /8
7.22
4.12
1.54
4.48
97/l6
215/16
19.8
7.75
2.22
HSS10x3x 3/8
12.4
8.28
1.22
9.73
85/l6
—
2.07
5
37.8
17.7
X /l6
11.0
7.30
1.25
8.42
8 /8
—
33.0
15.2
2.08
X1/4
9.28
6.19
1.28
6.99
87/8
—
27.6
12.5
2.10
X 3/16
7.33
4.89
1.30
5.41
93/l6
23/l6
21.5
9.64
2.12
7
14.9
6.61
2.13
1.90
1.92
5
X /8
5.16
3.44
1.33
3.74
9 /l6
27/l6
HSS10x2x3/a
4.70
4.70
0.787
5.76
85/l6
—
15.9
11.0
5.06
5
8 /s
—
14.2
9.56
1
5
4.24
4.24
X1/4
3.67
3.67
0.838
4.26
12.2
7.99
1.93
2.97
2.97
0.864
3.34
8%
93/l6
—
X3 /l6
—
9.74
6.22
1.95
X1/8
2.14
2.14
0.890
2.33
97/l6
—
6.90
4.31
1.97
2.68
40.5
63/l6
43/l6
235
62.0
2.50
100
33.5
28.7
2.73
6 /4
43/4
197
51.5
2.53
80.4
23.0
2.78
34.0
26.7
3
75/l6
5 5/l6
5
X /16
HSS9x7x 5/ 8
1
X /2
X3 /8
117
0.812
154
40.0
2.57
5
X /16
69.2
19.8
2.81
22.8
7 /s
5 5/8
131
33.9
2.58
X 1/4
57.2
16.3
2.84
18.7
107
27.6
2.60
44.1
12.6
2.87
14.3
7%
83/l6
57/8
3
63/l6
81.7
20.9
2.62
X /16
—Flat depth or width is too small to establish a workable flat.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-80
<
Table 1—11 (continued)
Rectangular HSS
x
X
Dimensions and Properties
Shape
Design
Wall
Thickness, t
Nominal
Wt.
Area,
in.
Ib/ft
in. 2
Axis X-X
A
b/t
h/t
/
S
r
Z
in.4
in.3
in.
in.3
HSS9x5x5/ 8
0.581
50.60
14.0
5.61
29.6
3.08
38.5
0.465
41.91
11.6
7.75
12.5
16.4
133
X1/2
115
25.5
3.14
X 3/8
0.349
32.51
8.97
11.3
22.8
92.5
20.5
3.21
32.5
25.7
X 5 /16
0.291
27.58
7.59
14.2
27.9
79.8
17.7
3.24
22.0
X 1/4
22.39
6.17
3.27
18.1
4.67
35.6
48.7
14.7
17.10
18.5
25.7
66.1
X 3/l6
0.233
0.174
51.1
11.4
3.31
13.8
HSS9x3x1/2
0.465
35.11
9.74
3.45
16.4
80.8
24.6
0.349
27.41
7.58
5.60
22.8
66.3
18.0
14.7
2.88
X 3/8
2.96
19.7
X5 /16
0.291
23.32
6.43
7.31
27.9
57.7
12.8
3.00
16.9
X1/4
0.233
18.99
5.24
9.88
35.6
48.2
10.7
3.04
14.0
X 3 /16
0.174
14.54
3.98
14.2
48.7
37.6
8.35
3.07
10.8
HSS8x6x 5/8
0.581
50.60
14.0
7.33
10.8
114
28.5
2.85
36.1
X1/2
0.465
41.91
11.6
9.90
14.2
98.2
24.6
2.91
30.5
X 3/8
0.349
32.51
8.97
14.2
19.9
79.1
19.8
2.97
24.1
X 5 /16
0.291
27.58
7.59
17.6
24.5
68.3
17.1
3.00
20.6
X1/4
0.233
22.39
6.17
22.8
31.3
56.6
14.2
3.03
16.9
X 3/l6
0.174
17.10
4.67
31.5
43.0
43.7
10.9
3.06
13.0
HSS8x4x5/s
0.581
42.10
11.7
3.88
10.8
82.0
20.5
2.64
27.4
X1/2
0.465
35.11
9.74
5.60
14.2
71.8
17.9
2.71
23.5
x%
27.41
7.58
8.46
19.9
58.7
14.7
2.78
18.8
X 5 /16
0.349
0.291
23.32
6.43
10.7
24.5
2.82
0.233
18.99
5.24
14.2
31.3
51.0
42.5
12.8
X 1/4
10.6
2.85
16.1
13.3
X 3/l6
0.174
14.54
3.98
20.0
43.0
33.1
8.27
2.88
10.2
X 1/8
0.116
9.85
2.70
31.5
66.0
22.9
5.73
2.92
7.02
HSS8x3x1/2
0.465
31.71
8.81
3.45
14.2
58.6
14.6
2.58
20.0
X 3 /8
0.349
24.85
6.88
5.60
19.9
48.5
12.1
2.65
16.1
X 5/l6
0.291
21.19
5.85
7.31
24.5
42.4
10.6
2.69
13.9
X 1/4
0.233
17.28
4.77
9.88
31.3
35.5
8.88
2.73
11.5
X 3/16
0.174
13.26
3.63
14.2
43.0
27.8
6.94
2.77
8.87
X 1/8
0.116
9.00
2.46
22.9
66.0
19.3
4.83
2.80
6.11
Note: For compactness criteria, refer to the end of Table 1-12.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-81
Table 1-11 (continued)
Rectangular HSS
Dimensions and Properties
HSS9-HSS8
Shape
HSS9x5x5/s
1
X /2
x 3/a
X 5/16
X 1/4
X 3 /16
HSS9x3x 1/2
3
X /8
X 5 /16
X 1/4
X 3 /16
HSS8x6x5/8
1
X /2
X 3 /8
X 5/16
X 1/4
X 3 /16
HSS8x4x5/8
1
X /2
X3/8
5
X /16
X 1/4
X 3 /16
X 1/8
HSS8x3x 1/2
3
X /8
X 5 /16
X 1/4
X 3 /16
1
X /8
Torsion
Workable Flat
Axis Y-Y
/
S
r
Z
in. 4
in.3
in.
in.3
in.
52.0
45.2
36.8
32.0
26.6
20.7
20.8
18.1
14.7
12.8
10.6
8.28
1.92
1.97
2.03
2.05
2.08
2.10
25.3
21.5
17.1
14.6
12.0
9.25
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
72.3
62.5
50.6
43.8
36.4
28.2
24.1
20.8
16.9
14.6
12.1
9.39
26.6
23.6
19.6
17.2
14.4
11.3
7.90
Surface
Area
J
C
in.
in. 4
in.3
ft 2 /ft
63/ie
63/4
75/l6
75/8
77/8
83/l6
23/l6
23/4
35/l6
35/8
37/8
43/l6
128
109
86.9
74.4
61.2
46.9
42.5
35.6
27.9
23.8
19.4
14.8
2.17
2.20
2.23
2.25
2.27
2.28
10.8
8.80
7.63
6.35
4.92
63/4
75/l6
75/8
77/8
83/l6
—
—
23/!6
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
2.27
2.32
2.38
2.40
2.43
2.46
29.5
24.9
19.8
16.9
13.9
10.7
53/ie
53/4
65/l6
65/s
67/8
73/l6
33/l6
33/4
45/l6
45/8
47/8
53/l6
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
13.3
11.8
9.80
8.58
7.21
5.65
3.95
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/l6
53/4
65/l6
65/8
67/s
73/l6
77/l6
—
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
11.7
9.95
8.81
7.81
6.63
5.87
1.15
1.20
1.23
9.64
7.88
6.84
53/4
65/l6
65/8
—
34.3
28.5
24.9
17.4
14.0
12.1
7.49
5.94
4.20
4.99
3.96
2.80
1.25
1.28
1.31
5.70
4.43
3.07
6%
73/l6
77/l6
20.8
16.2
11.3
10.0
7.68
5.27
1.70
1.73
1.75
1.77
Depth Width
—
—
—
25/l6
2%
27/8
33/l6
37/l6
—
—
—
23/l6
27/l6
— Flat depth or width is too small to establish a workable flat.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1.78
1.80
1-82
DIMENSIONS A N D PROPERTIES
Table 1-11 (continued)
Rectangular HSS
x
X
Dimensions and Properties
Shape
Design
Wall
Thickness, t
Nominal
Wt.
Area,
in.
Ib/ft
in.2
Axis X-X
A
b/t
h/t
/
S
r
Z
in. 4
in. 3
in.
in.3
HSS8x2x3/s
0.349
22.30
6.18
2.73
19.9
38.2
9.56
0.291
19.06
5.26
3.87
24.5
33.7
8.43
2.49
2.53
13.4
X 5 /16
X 1 /4
0.233
15.58
4.30
5.58
31.3
28.5
7.12
2.57
9.68
X 3 /16
0.174
11.98
3.28
43.0
22.4
5.61
2.61
7.51
X 1/8
0.116
8.15
2.23
8.49
14.2
66.0
15.7
3.93
2.65
5.19
HSS7x5x1/2
0.465
35.11
9.74
7.75
12.1
60.6
17.3
2.50
21.9
X 3 /8
0.349
27.41
7.58
11.3
17.1
49.5
14.1
2.56
17.5
X 5 /16
0.291
23.32
6.43
14.2
21.1
43.0
12.3
2.59
X 1/4
0.233
18.99
5.24
18.5
27.0
35.9
10.2
2.62
15.0
12.4
X 3 /16
0.174
14.54
3.98
25.7
37.2
27.9
9.52
0.116
9.85
2.70
40.1
57.3
19.3
7.96
5.52
2.65
x 1/e
2.68
6.53
HSS7x4x1/2
0.465
31.71
8.81
5.60
12.1
50.7
14.5
2.40
18.8
x 3/a
0.349
24.85
6.88
17.1
41.8
15.1
0.291
21.19
5.85
21.1
36.5
11.9
10.4
2.46
X 5 /16
8.46
10.7
2.50
13.1
X 1/4
0.233
17.28
4.77
14.2
27.0
30.5
8.72
2.53
10.8
X 3 /16
0.174
13.26
3.63
20.0
37.2
23.8
6.81
2.56
8.33
X 1/8
0.116
9.00
2.46
31.5
57.3
16.6
4.73
2.59
5.73
HSS7x3x1/2
0.465
28.30
7.88
3.45
12.1
40.7
11.6
2.27
15.8
X 3 /8
0.349
22.30
6.18
5.60
17.1
34.1
9.73
2.35
12.8
X 5 /16
0.291
19.06
5.26
7.31
21.1
29.9
8.54
2.38
11.1
X 1 /4
0.233
15.58
4.30
9.88
27.0
25.2
7.19
2.42
9.22
X 3 /16
0.174
11.98
3.28
14.2
37.2
19.8
5.65
2.45
7.14
X 1/8
0.116
8.15
2.23
22.9
57.3
13.8
3.95
2.49
4.93
HSS7x2x1/4
0.233
13.88
3.84
5.58
27.0
19.8
5.67
2.27
7.64
X 3 /16
0.174
10.70
2.93
8.49
37.2
15.7
4.49
2.31
5.95
X 1 /8
0.116
7.30
2.00
14.2
57.3
11.1
3.16
2.35
4.13
HSS6x5x1/2
11.6
0.465
31.71
8.81
7.75
9.90
41.1
13.7
2.16
17.2
3
X /8
0.349
24.85
6.88
11.3
14.2
33.9
11.3
2.22
13.8
X 5 /16
0.291
21.19
5.85
14.2
17.6
29.6
9.85
2.25
11.9
X 1 /4
0.233
17.28
4.77
18.5
22.8
24.7
8.25
2.28
9.87
X 3 /16
0.174
13.26
3.63
25.7
31.5
6.44
2.31
7.62
X 1/8
0.116
9.00
2.46
40.1
48.7
19.3
13.4
4.48
2.34
5.24
Note: For compactness criteria, refer to the end of Table 1-12.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-83
Table 1-11 (continued)
Rectangular HSS
Dimensions and Properties
HSS8-HSS6
Axis Y-Y
Shape
3
HSS8x2x /s
X5/16
X1/4
X3/16
xVa
1
1
S
r
Z
in.4
in.3
in.
in. 3
in.
4.61
4.06
3.43
2.70
1.90
5
6 /l6
65/s
67/s
73/l6
77/l6
3
3.73
3.38
2.94
2.39
1.72
3.73
3.38
2.94
2.39
1.72
Torsion
Workable Flat
0.777
0.802
0.827
0.853
0.879
Surface
Area
J
C
in.
in. 4
in.3
ft 2 /ft
—
—
—
—
—
12.1
10.9
9.36
7.48
5.30
8.65
7.57
6.35
4.95
3.44
1.57
1.58
1.60
1.62
1.63
Depth Width
HSS7x5x / 2
X3/8
X5/16
X1/4
X3/16
X1/8
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
4 /4
55/l6
55/8
57/s
63/ie
6716
23/4
35/l6
35/8
378
43/l6
47ie
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
HSS7x4x 1/2
X3/8
X5/16
X1/4
X3/16
X1/8
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/l6
55/s
57/8
61/8
67/l6
—
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
3
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
5.52
4.32
3.00
1.43
1.45
1.47
23.0
18.2
15.6
12.8
9.76
6.66
1.70
1.73
1.75
1.77
1.78
1.80
1
25/l6
25/8
278
31/s
37i6
HSS7x3x /2
X3/8
X5/16
X1/4
X3/16
X1/8
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
4 /4
55/l6
55/8
578
63/l6
6716
"-----
HSS7x2x 1/ 4
X3/16
X1/8
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/s
63/ie
6716
—
—
7.95
6.35
4.51
HSS6x5x1/ 2
X3/8
X5/16
X1/4
X3/16
X1/8
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/l6
45/8
47/8
53/l6
5716
23/4
35/l6
35/8
37s
43/l6
47i6
59.8
48.1
41.4
34.2
26.3
18.0
—
—
—
23/l6
2716
—
—Flat depth or width is too small to establish a workable flat.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-84
Table 1-11 (continued)
X-
-
Rectangular HSS
x
Dimensions and Properties
Y
Design
Wall
Thickness, t
Nominal
Wt.
Area,
in.
Ib/ft
in. 2
HSS6x4x1/2
0.465
28.30
7.88
5.60
X 3 /8
0.349
22.30
6.18
8.46
X 5 /16
0.291
19.06
5.26
10.7
17.6
X 1/4
0.233
15.58
4.30
14.2
X 3 /16
0.174
11.98
3.28
X 1/8
0.116
8.15
HSS6x3x1/ 2
0.465
X 3 /8
0.349
X 5 /16
0.291
X 1 /4
Shape
Axis X-X
A
b/t
h/t
/
S
r
Z
in.4
in.3
in.
in.3
9.90
34.0
11.3
2.08
14.6
14.2
28.3
2.14
11.9
24.8
9.43
8.27
2.17
10.3
22.8
20.9
6.96
2.20
8.53
20.0
31.5
16.4
5.46
2.23
6.60
2.23
31.5
48.7
11.4
3.81
2.26
4.56
24.90
6.95
3.45
9.90
1.97
12.1
5.48
5.60
14.2
26.8
22.7
8.95
19.75
7.57
2.04
9.90
16.93
4.68
7.31
17.6
20.1
6.69
2.07
8.61
0.233
13.88
3.84
9.88
22.8
17.0
5.66
2.10
7.19
X 3 /16
0.174
10.70
2.93
14.2
31.5
13.4
4.47
2.14
5.59
X 1/8
0.116
7.30
2.00
22.9
48.7
9.43
3.14
2.17
3.87
HSS6x2x3 /8
0.349
17.20
4.78
2.73
14.2
17.1
5.71
1.89
7.93
X 5 /16
0.291
14.80
4.10
3.87
17.6
15.3
5.11
1.93
6.95
X 1/4
12.18
3.37
5.58
22.8
13.1
4.37
1.97
5.84
X 3 /16
0.233
0.174
9.43
2.58
8.49
31.5
10.5
3.49
2.01
4.58
X 1/8
0.116
6.45
1.77
14.2
48.7
7.42
2.47
2.05
3.19
HSS5x4x1/2
0.465
24.90
6.95
5.60
7.75
21.2
8.49
1.75
10.9
X 3 /8
0.349
19.75
5.48
8.46
11.3
17.9
7.17
1.81
8.96
X 5/16
0.291
16.93
4.68
10.7
14.2
6.32
1.84
7.79
X 1/4
0.233
13.88
3.84
14.2
18.5
15.8
13.4
5.35
1.87
6.49
X 3 /l6
0.174
10.70
2.93
20.0
25.7
10.6
4.22
1.90
5.05
x 1/s
0.116
7.30
2.00
31.5
40.1
7.42
2.97
1.93
3.50
HSS5x3x1/ 2
0.465
21.50
6.02
3.45
7.75
16.4
6.57
1.65
8.83
X 3 /8
0.349
17.20
4.78
5.60
11.3
14.1
5.65
1.72
7.34
X 5 /l6
0.291
14.80
4.10
7.31
14.2
12.6
5.03
1.75
6.42
X 1 /4
0.233
12.18
3.37
9.88
18.5
10.7
4.29
1.78
5.38
X 3 /16
0.174
9.43
2.58
14.2
25.7
8.53
3.41
1.82
4.21
x 1 /s
0.116
6.45
1.77
22.9
40.1
6.03
2.41
1.85
2.93
Note: For compactness criteria, refer to the end of Table 1 -12.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-85
Table 1-11 (continued)
Rectangular HSS
|_
Dimensions and Properties
HSS6-HSS5
Workable Flat
Axis Y-Y
Shape
Torsion
/
S
r
Z
Depth
Width
J
C
in. 4
in. 3
in.
in. 3
in.
in.
in. 4
in. 3
3
Surface
Area
ft 2 /ft
1
HSS6x4x /2
17.8
8.89
1.50
11.0
3 /4
—
40.3
17.8
1.53
X 3/8
14.9
7.47
1.55
8.94
45/l6
25/l6
32.8
14.2
1.57
X 5 /16
13.2
6.58
1.58
7.75
45/s
25/8
7
28.4
12.2
1.58
X /4
11.1
5.56
1.61
6.45
4 /s
27/8
23.6
10.1
1.60
X 3/16
8.76
4.38
1.63
5.00
53/l6
3 3/l6
18.2
7.74
1.62
X 1/8
6.15
3.08
1.66
3.46
5 7/l6
7
12.6
5.30
1.63
3
1
3 /l6
1
HSS6x3x / 2
8.69
5.79
1.12
7.28
3 /4
—
23.1
12.7
1.37
X 3 /8
7.48
6.67
4.99
1.17
6.03
45/l6
—
19.3
10.3
1.40
4.45
1.19
5.27
45/8
—
16.9
8.91
1.42
1
X /4
5.70
3.80
1.22
4.41
4%
—
14.2
7.39
1.43
X 3/16
4.55
3.03
1.25
3.45
53/l6
23/l6
11.1
5.71
1.45
x 1/a
3.23
2.15
1.27
2.40
7
5 /l6
27/l6
3.93
1.47
5
1.23
X 5/16
7.73
3
HSS6x2x /8
2.77
2.77
0.760
3.46
4 /l6
—
8.42
6.35
X 5 /l6
2.52
2.52
0.785
3.07
45/8
—
7.60
5.58
1.25
X 1/4
2.21
2.21
0.810
2.61
47/8
—
6.55
4.70
1.27
X 3 /16
1.80
1.80
0.836
2.07
53/l6
3.68
1.28
1.31
1.31
0.861
1.46
57/l6
—
—
5.24
X 1/8
3.72
2.57
1.30
HSS5x4x1/2
14.9
7.43
1.46
9.35
23/4
—
30.3
14.5
1.37
3
x /s
12.6
1.52
7.67
35/l6
25/l6
1.40
11.1
1.54
6.67
3%
25/8
24.9
21.7
11.7
X 5/16
6.30
5.57
10.1
1.42
X 1/4
9.46
4.73
1.57
5.57
37/8
27/8
18.0
8.32
1.43
X 3/l6
7.48
3.74
1.60
4.34
43/l6
33/l6
14.0
6.41
1.45
X 1/8
5.27
2.64
1.62
3.01
47/l6
37/l6
9.66
4.39
1.47
HSS5x3x1/2
7.18
4.78
1.09
6.10
23/4
—
1.20
X /8
6.25
4.16
1.14
5.10
3 5/l6
—
17.6
14.9
10.3
3
8.44
1.23
X 5/l6
5.60
3.73
1.17
35/8
—
13.1
7.33
1.25
X 1/4
4.81
3.21
1.19
4.48
3.77
37/a
—
11.0
6.10
1.27
X 3/16
3.85
2.57
1.22
2.96
43/l6
23/l6
8.64
4.73
1.28
2.07
7
27/l6
6.02
3.26
1.30
X1/8
2.75
1.83
1.25
4 /l6
—Flat depth or width is too small to establish a workable flat.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-86
Y
Table 1-11 (continued)
Rectangular HSS
■X
X-
Dimensions and Properties
Y
Design
Wall
Axis X-X
Nominal
Wt.
Area,
in.
Ib/ft
in. 2
HSS5x2 1/2X 1/4
0.233
11.33
3.14
7.73
18.5
9.40
3.76
1.73
4.83
X 3 /16
0.174
8.79
2.41
11.4
25.7
7.51
3.01
1.77
3.79
x 1 /s
2.65
Thickness, t
Shape
A
b/t
h/t
/
S
r
Z
in. 4
in. 3
in.
in. 3
0.116
6.02
1.65
18.6
40.1
5.34
2.14
1.80
3
HSS5x2x /s
0.349
11.3
14.2
4.14
1.59
5.71
3.52
2.73
3.87
10.4
0.291
14.65
12.67
4.09
X 5 /16
9.35
3.74
1.63
5.05
X1 /4
0.233
10.48
2.91
5.58
18.5
8.08
3.23
1.67
4.27
X 3 /16
0.174
8.15
2.24
8.49
25.7
6.50
2.60
1.70
3.37
x 1 /s
1.74
2.37
5.12
0.116
5.60
1.54
14.2
40.1
4.65
1.86
3
HSS4x3x / 8
0.349
4.09
3.52
7.93
7.14
1.39
7.31
8.46
10.7
3.97
0.291
14.65
12.67
5.60
X 5 /16
3.57
1.42
4.51
X1/4
0.233
10.48
2.91
9.88
14.2
6.15
3.07
1.45
3.81
2.47
1.49
3.00
1.76
1.52
2.11
X3 /l6
0.174
8.15
2.24
14.2
20.0
4.93
X 1/8
0.116
5.60
1.54
22.9
31.5
3.52
HSS4x2 1/2X 3/8
0.349
13.37
3.74
4.16
8.46
6.77
3.38
1.35
4.48
X 5 /16
0.291
11.60
3.23
5.59
10.7
6.13
3.07
1.38
3.97
3.38
X1/4
0.233
9.63
2.67
7.73
14.2
5.32
2.66
1.41
X 3 /16
0.174
7.51
2.06
11.4
20.0
4.30
1.44
2.67
X1/8
0.116
5.17
1.42
18.6
31.5
3.09
2.15
1.54
1.47
1.88
HSS4x2x3/8
0.349
12.09
3.39
2.73
8.46
5.60
2.80
1.29
3.84
X 5 /16
0.291
10.54
2.94
3.87
10.7
5.13
2.56
1.32
3.43
X1/4
0.233
8.78
2.44
5.58
14.2
4.49
2.25
1.36
2.94
X 3 /16
0.174
6.87
1.89
8.49
20.0
3.66
1.83
1.39
2.34
X1/g
0.116
4.75
1.30
14.2
31.5
2.65
1.32
1.43
1.66
HSS3 1/2x2 1/2X 3 /8
0.349
12.09
3.39
4.16
7.03
4.75
2.72
1.18
3.59
X 5 /16
0.291
10.54
2.94
5.59
9.03
4.34
1.22
3.20
X1/4
0.233
8.78
2.44
12.0
3.79
1.25
2.74
X 3/16
0.174
6.87
1.89
7.73
11.4
2.48
2.17
17.1
3.09
1.76
1.28
2.18
X1/8
0.116
4.75
1.30
18.6
27.2
2.23
1.28
1.31
1.54
HSS3 1/2x2x 1/ 4
0.233
0.174
7.93
2.21
5.58
12.0
3.17
1.81
1.20
2.36
X 3/16
6.23
1.71
8.49
17.1
2.61
1.49
1.89
X 1/8
0.116
4.32
1.19
14.2
27.2
1.90
1.09
1.23
1.27
Note: For compactness criteria, refer to the end of Table 1-1 2.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1.34
DIMENSIONS AND PROPERTIES
1-87
Table 1-11 (continued)
Rectangular HSS
l_
Dimensions and Properties
HSS5-HSS3V2
Axis Y-Y
Shape
Workable Flat
Torsion
/
S
r
Z
Depth
Width
J
C
in.
in.4
in.3
Surface
Area
in.4
in.3
in.
in.3
in.
1
HSS5x2 / 2x /4
3.13
2.50
3 7/s
—
7.93
4.99
1.18
2.53
2.03
0.999
1.02
2.95
X 3 /l6
2.33
3
4 /l6
—
6.26
3.89
1.20
X1/8
1.82
1.46
1.05
1.64
47/l6
—
4.40
2.70
1.22
5
1
ft 2/ft
3
2.28
2.28
0.748
2.88
3 /ie
—
6.61
5.20
1.07
X5/16
2.10
2.10
0.772
2.57
35/8
—
5.99
4.59
1.08
X 1/4
1.84
1.84
0.797
2.20
37/s
—
5.17
3.88
X 3/16
1.51
1.51
0.823
1.75
43/l6
—
4.15
3.05
1.10
1.12
X 1/8
1.10
1.10
0.848
1.24
47/l6
—
2.95
2.13
1.13
5
HSS5x2x / 8
3
HSS4x3x /s
5.01
3.34
1.11
4.18
2 /l6
—
10.6
6.59
1.07
X 5/16
4.52
3.02
1.13
3.69
2%
—
9.41
5.75
1.08
X 1/4
3.91
2.61
1.16
3.12
27/8
—
7.96
4.81
1.10
3
X /16
3.16
2.10
1.19
2.46
33/l6
—
6.26
3.74
1.12
X 1/8
2.27
1.51
1.21
1.73
37/l6
—
4.38
2.59
1.13
HSS4x21/2X3/8
3.17
2.54
0.922
3.20
25/l6
—
7.57
5.32
0.983
5
X /16
2.89
2.32
0.947
2.85
25/8
—
6.77
4.67
1.00
X1/4
2.53
2.02
0.973
2.43
27/8
—
5.78
3.93
1.02
3
X /16
2.06
1.65
0.999
J . 93
31/8
—
4.59
3.08
1.03
X1/8
1.49
1.19
1.03
1.36
37/l6
—
3.23
2.14
1.05
HSS4x2x3/s
0.900
0.917
1.80
1.80
0.729
2.31
25/l6
—
4.83
4.04
5
X /16
1.67
1.67
0.754
2.08
25/8
—
4.40
3.59
X 1/4
1.48
1.48
0.779
1.79
27/8
—
3.82
3.05
0.933
3
x /w
1.22
1.22
0.804
1.43
33/l6
—
3.08
2.41
0.950
X 1/8
0.898
0.898
0.830
1.02
37/l6
—
2.20
1.69
0.967
HSS31/2x21/2x 3/8
2.77
2.21
0.904
2.82
0.900
0.917
—
6.16
4.57
2.52
1
2 /s
—
5.53
4.03
0.956
2.16
23/8
—
4.75
3.40
0.933
1.46
0.983
1.72
211/l6
3.78
2.67
0.950
1.33
1.06
1.01
1.22
215/16
—
—
2.67
1.87
0.967
1.30
1.30
0.766
1.58
23/8
—
3.16
2.64
11
—
2.55
2.09
0.850
0.867
1.83
1.47
0.883
5
X /16
2.54
2.03
0.930
X 1/4
2.23
1.78
3
X /16
1.82
X1/8
HSS31/2x2xV4
3
X /16
1.08
1.08
0.792
1.27
2 /16
X 1/8
0.795
0.795
0.818
0.912
215/16
—Flat depth or width is too small to establish a workable flat.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-88
<
Table 1-11 (continued)
Rectangular HSS
■x
X-
Dimensions and Properties
Y
Design
Wall
Thickness, t
Nominal
Wt.
Area,
in.
Ib/ft
in. 2
HSS31/2Xl 1/2X 1/4
0.233
7.08
1.97
3.44
X3/16
0.174
5.59
1.54
5.62
X 1/8
0.116
3.90
1.07
HSS3x21/2X5/i6
0.291
9.47
X 1/4
7.93
X3/16
0.233
0.174
X1/8
0.116
HSS3x2x5/i6
0.291
X1/4
0.233
X3/l6
0.174
5.59
X1/8
0.116
3.90
HSS3x1 1/ 2 x 1/4
Shape
Axis X-X
A
b/t
h/t
/
S
r
Z
in. 4
in. 3
in.
in. 3
12.0
2.55
1.98
2.12
1.46
1.21
1.14
17.1
1.17
1.60
9.93
27.2
1.57
0.896
1.21
1.15
2.64
5.59
7.31
2.92
1.94
1.05
2.51
2.21
7.73
9.88
2.57
1.72
1.08
2.16
6.23
1.71
11.4
14.2
2.11
1.41
1.11
1.73
4.32
1.19
18.6
22.9
1.54
1.03
1.14
1.23
8.41
2.35
3.87
7.31
2.38
1.59
7.08
1.97
5.58
9.88
2.13
1.42
1.01
1.04
1.83
1.54
8.49
14.2
1.77
1.48
14.2
22.9
1.30
1.18
0.867
1.07
1.07
1.10
1.06
1.68
1.12
0.982
1.51
2.11
0.233
6.23
1.74
3.44
9.88
3
X /16
0.174
5.62
14.2
1.42
0.945
1.02
1.24
0.116
4.95
3.47
1.37
X1/8
0.956
9.93
22.9
1.06
0.706
1.05
0.895
3
HSS3x1x /i6
0.174
4.31
1.19
2.75
14.2
1.07
0.713
0.947
0.989
X1/8
0.116
3.04
0.840
5.62
22.9
0.817
0.545
0.987
0.728
HSS2 1/2x2x 1/4
0.233
6.23
1.74
5.58
1.06
0.874
1.37
0.174
4.95
1.37
8.49
7.73
11.4
1.33
X3/l6
1.12
0.894
0.904
1.12
X 1/8
0.116
3.47
0.956
14.2
18.6
0.833
0.667
0.934
0.809
HSS21/2Xl 1/2X 1/4
0.233
5.38
1.51
3.44
7.73
1.03
0.822
0.826
1.11
X3/16
0.174
1.19
5.62
11.4
0.882
0.705
0.860
0.915
X1/fl
0.116
4.31
3.04
0.840
9.93
18.6
0.668
0.535
0.892
0.671
HSS2 1/2X1X 3/16
0.174
3.67
1.02
2.75
11.4
0.646
0.517
0.796
0.713
2.62
0.724
5.62
0.403
0.834
0.532
1
X /8
0.116
3
HSS2 /4x2x /i6
0.174
4.63
1.28
8.49
9.93
0.859
0.764
0.819
0.952
X1/8
0.116
3.26
0.898
14.2
16.4
0.646
0.574
0.848
0.693
HSS2x1 1/2X3/i6
0.174
3.67
1.02
5.62
8.49
0.495
0.495
0.697
0.639
X1/8
0.116
2.62
0.724
9.93
14.2
0.383
0.383
0.728
0.475
HSS2x1x3/i6
0.174
3.03
0.845
2.75
8.49
0.350
0.350
0.643
0.480
X 1/8
0.116
2.19
0.608
5.62
14.2
0.280
0.280
0.679
0.366
1
18.6
0.503
Note: For compactness criteria, refer to the end of Table 1-12.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-89
Table 1-11 (continued)
Rectangular HSS
Dimensions and Properties
l_
HSS3 1/2-HSS2
Axis Y-Y
Shape
HSS31/2Xl 1/2X 1/4
3
X /16
X 1/8
HSS3x21/ 2 x 5/i6
1
X /4
X3/16
1
X /8
HSS3x2x 5/i6
X1/4
X 3/l6
1
X /8
1
1
HSS3x1 / 2 x /4
X3/l6
x 1/s
HSS3x1x 3/i6
1
X /8
HSS21/2x2x 1/4
3
X /16
XV8
1
1
1
HSS2 /2Xl /2X /4
3
X /16
X 1/8
HSS21/2X1X 3/16
X1/8
HSS21/4X2X 3/16
1
X /8
HSS2x1 1/2X3/i6
1
x /s
HSS2x1x 3/i6
X1/8
Workable Flat
Torsion
Surface
Area
/
S
r
Z
Depth
Width
J
C
in. 4
in.3
in.
in.3
in.
in.
in. 4
in.3
0.638
0.544
0.411
0.851
0.725
0.548
0.569
0.594
0.619
1.06
0.867
0.630
23/8
211/16
215/16
—
—
—
1.79
1.49
1.09
1.88
1.51
1.08
0.767
0.784
0.800
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
—
—
4.34
3.74
3.00
2.13
3.39
2.87
2.27
1.59
0.833
0.850
0.867
0.883
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
2.87
2.52
2.05
1.47
2.60
2.23
1.78
1.25
0.750
0.767
0.784
0.800
1.44 1.58
1.21 1.28
0.886 0.920
0.683
0.700
0.717
0.526 0.792
0.408 0.585
0.633
1.90
1.55
1.12
1.82
1.46
1.04
0.683
0.700
0.717
0.600
0.617
0.633
—
—
23/l6
27/l6
—
—
—
—
23/l6
27/l6
7
—
—
—
—
ft 2 /ft
0.543
0.467
0.355
0.725
0.622
0.474
0.559
0.584
0.610
0.911
0.752
0.550
1 /8
23/16
27/ie
0.173
0.138
0.345
0.276
0.380
0.405
0.432
0.325
23/l6
27/l6
—
0.930
0.786
0.589
0.930
0.786
0.589
0.731
0.758
0.785
1.17
0.956
0.694
—
—
—
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 1.29
0.929 1.05
0.687 0.759
0.143
0.115
0.285
0.230
0.374
0.399
0.360
0.274
—
—
—
—
0.412 0.648
0.322 0.483
0.534
0.550
0.713
0.538
0.713
0.538
0.747
0.774
0.877
0.639
—
—
—
—
1.32 1.30
0.957 0.927
0.659
0.675
0.313
0.244
0.417
0.325
0.554
0.581
0.521
0.389
—
—
0.664 0.822
0.496 0.599
0.534
0.550
0.112
0.0922
0.225
0.184
0.365
0.390
0.288
0.223
—
—
0.301 0.505
0.238 0.380
0.450
0.467
—
—
—
—
—
—
—
—
—
—Flat depth or width is too small to establish a workable flat.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
0.617
DIMENSIONS AND PROPERTIES
1-90
i
Table 1- 1 2
Square HSS
-
-
Dimensions ano rrooerties
HSS16-HSS8
1
Design
Wall N o m Thick- inal
ness, Wt.
t
Shape
in.
Ib/ft
A
b/t
/
h/t
24.5
24.5
s
r
z
Torsion
Surface
able
Flat
J
c
Area
in. 4
in. 3
in.
in. 3
in.
in. 4
in. 3
ft 2/ft
1370
171
6.25
200
13 3/16
2170
276
5.17
3
in. 2
HSS16x16x5/s 0.581 127.00 35.0
1
Work-
Area,
X /2
0.465 103.00
28.3
31.4
31.4
1130
141
6.31
164
13 /4
1770
224
5.20
X 3 /8
0.349
78.45
21.5
42.8
42.8
873
109
6.37
126
1 4 5/l6
1350
171
5.23
X 5/16 0.291
65.82
18.1
52.0
52.0
739
92.3
6.39
106
14 5/s
1140
144
5.25
HSS14x1 4x%
0.581 110.00
30.3
21.1
21.1
897
128
5.44
151
11 3/16
1430
208
4.50
X 1/2
0.465
89.55
24.6
27.1
27.1
743
106
5.49
124
11 3 /4
1170
170
4.53
X3 /8
0.349
68.24
18.7
37.1
37.1
577
82.5
5.55
95.4
12 5 /16
900
130
4.57
80.5
5
12 /8
759
109
4.58
3
5
X /16 0.291
5
HSS12x12x /8 0.581
57.31
15.7
45.1
45.1
490
69.9
5.58
93.14
25.7
17.7
17.7
548
91.4
4.62
109
9 /l6
885
151
3.83
X 1/2
0.465
75.94
20.9
22.8
22.8
457
76.2
4.68
89.6
9 3 /4
728
123
3.87
X3 /8
0.349
58.03
16.0
31.4
31.4
357
59.5
4.73
69.2
1 0 5/l6
561
94.6
3.90
X /16 0.291
48.81
13.4
38.2
38.2
304
50.7
4.76
58.6
10 5 /8
474
79.7
3.92
X1/4
39.40
10.8
48.5
48.5
248
41.4
4.79
47.6
10 7/8
384
64.5
3.93
36.0
3
11 /16
290
48.6
3.95
3
5
0.233
3
X /16 0.174
5
HSS10x10x /8 0.581
29.82
8.15
66.0
66.0
189
31.5
4.82
76.13
21.0
14.2
14.2
304
60.8
3.80
73.2
7 /l6
498
102
3.17
X 1/2
0.465
62.33
17.2
18.5
18.5
256
51.2
3.86
60.7
7 3 /4
412
84.2
3.20
x%
0.349
47.82
13.2
25.7
25.7
202
40.4
3.92
47.2
8 5/l6
320
64.8
3.23
X 5 /16 0.291
40.30
11.1
31.4
31.4
172
34.5
3.94
40.1
8 5/8
271
54.8
3.25
X 1/4
32.60
8.96
39.9
39.9
141
28.3
3.97
32.7
8%
220
44.4
3.27
24.8
3
9 /l6
167
33.6
3.28
3
0.233
3
X /l6 0.174
5
24.72
6.76
54.5
54.5
108
21.6
4.00
HSS9x9x /8
0.581
67.62
18.7
12.5
12.5
216
47.9
3.40
58.1
6 /l6
356
81.6
2.83
X 1/2
0.465
55.53
15.3
16.4
16.4
183
40.6
3.45
48.4
6 3/4
296
67.4
2.87
X 3/8
0.349
42.72
11.8
22.8
22.8
145
32.2
3.51
37.8
7 5 /l6
231
52.1
2.90
X 5/16 0.291
36.05
9.92
27.9
27.9
124
27.6
3.54
32.1
7 5/8
196
44.0
2.92
X1/4
29.19
8.03
35.6
35.6
102
22.7
3.56
26.2
7 7/8
159
35.8
2.93
48.7
48.7
78.2
17.4
20.0
8 3 /l6
121
27.1
2.95
13.6
7
8 /l6
82.0
18.3
2.97
3
0.233
3
X /16 0.174
1
X /8
0.116
5
22.16
14.95
6.06
4.09
74.6
74.6
53.5
11.9
3.59
3.62
HSS8x8x /s 0.581
59.11
16.4
10.8
10.8
146
36.5
2.99
44.7
5 /l6
244
63.2
2.50
X 1/2
48.72
13.5
14.2
14.2
125
31.2
3.04
37.5
5 3 /4
204
52.4
2.53
37.61
10.4
19.9
19.9
100
24.9
3.10
29.4
6 5/l8
160
40.7
2.57
21.4
3.13
25.1
6 5/s
136
34.5
2.58
17.7
3.15
20.5
6%
111
28.1
2.60
3
0.465
x 3/s 0.349
5
X /16 0.291
31.79
8.76
24.5
24.5
85.6
X1/4
25.79
7.10
31.3
31.3
70.7
0.233
3
X /16 0.174
19.61
5.37
43.0
43.0
54.4
13.6
3.18
15.7
7 /l6
84.5
21.3
2.62
X1/8
13.25
3.62
66.0
66.0
37.4
9.34
3.21
10.7
7 7/l6
57.3
14.4
2.63
0.116
Note: For compactness criteria, refer to the end of Table 1-12.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-91
Table 1-12 (continued)
Square HSS
Dimensions and Properties
Design
NomWall
Thickinal
ness,
Wt.
Shape
Work-
Area,
A
HSS7-HSS41/ 2
bit
hit
/
S
r
Z
Ib/ft
in. 2
in. 4
in. 3
in.
Surface
Flat
J
C
Area
in. 3
in.
in. 4
in. 3
ft 2/ft
3
t
in.
Torsion
able
5
HSS7x7x /s
0.581
50.60
14.0
9.05
9.05
93.4
26.7
2.58
33.1
4 /l6
158
47.1
2.17
X1/2
0.465
41.91
11.6
12.1
12.1
80.5
23.0
2.63
27.9
4 3 /4
133
39.3
2.20
X 3/8
0.349
32.51
8.97
17.1
17.1
65.0
18.6
2.69
22.1
5 5 /l6
105
30.7
2.23
X 5/16 0.291
27.54
7.59
21.1
21.1
56.1
16.0
2.72
18.9
5
5 /s
89.7
26.1
2.25
X 1/4
0.233
22.39
6.17
27.0
27.0
46.5
13.3
2.75
15.5
5 7/8
73.5
21.3
2.27
X 3/l6 0.174
17.06
4.67
37.2
37.2
36.0
10.3
2.77
11.9
6 3/ie
56.1
16.2
2.28
X 1/8
0.116
11.55
3.16
57.3
57.3
24.8
7.09
2.80
8.13
6 7/l6
38.2
11.0
2.30
HSS6x6x /8 0.581
42.10
11.7
7.33
7.33
55.2
18.4
2.17
23.2
3 3 /l6
94.9
33.4
1.83
X 1/2
0.465
35.11
9.74
9.90
9.90
48.3
16.1
2.23
19.8
3 3/4
81.1
28.1
1.87
X 3/8
0.349
27.41
7.58
14.2
14.2
39.5
13.2
2.28
15.8
5
4 /l6
64.6
22.1
1.90
X5 /16 0.291
23.29
6.43
17.6
17.6
34.3
11.4
2.31
13.6
4 5/8
55.4
18.9
1.92
X1/4
0.233
18.99
5.24
22.8
22.8
28.6
9.54
2.34
11.2
4 7/8
45.6
15.4
1.93
X 3/16 0.174
14.51
3.98
31.5
31.5
22.3
7.42
2.37
8.63
5 3/l6
35.0
11.8
1.95
9.85
2.70
48.7
48.7
15.5
5.15
2.39
5.92
5 7/l6
23.9
8.03
1.97
5
1
X /8
1
1
0.116
3
HSS5 /2X5 /2X /8 0.349
24.85
6.88
12.8
12.8
29.7
10.8
2.08
13.1
3 13 /16
49.0
18.4
1.73
X 5/16 0.291
21.16
5.85
15.9
15.9
25.9
9.43
2.11
11.3
4 1/8
42.2
15.7
1.75
X1/4
0.233
17.28
4.77
20.6
20.6
21.7
7.90
2.13
9.32
3
4 /8
34.8
12.9
1.77
X 3/l6 0.174
13.23
3.63
28.6
28.6
17.0
6.17
2.16
7.19
4 11 /16
26.7
9.85
1.78
X1/8
9.00
2.46
44.4
44.4
11.8
4.30
2.19
4.95
4 15 /16
18.3
6.72
1.80
3
1.53
0.116
1
HSS5x5x /2
0.465
28.30
7.88
7.75
7.75
26.0
10.4
1.82
13.1
2 /4
44.6
18.7
X 3 /8
0.349
22.30
6.18
11.3
11.3
21.7
8.68
1.87
10.6
3 5 /l6
36.1
14.9
1.57
X 5 /16 0.291
19.03
5.26
14.2
14.2
19.0
7.62
1.90
9.16
3 5/8
31.2
12.8
1.58
X1/4
15.58
4.30
18.5
18.5
16.0
6.41
1.93
7.61
3 7/8
25.8
10.5
1.60
25.7
12.6
5.03
1.96
5.89
3
4 /l6
19.9
8.08
1.62
40.1
8.80
3.52
1.99
4.07
4 7/l6
13.7
5.53
1.63
1
0.233
3
1
1
X /16 0.174
11.96
3.28
25.7
X 1/8
8.15
2.23
40.1
0.116
1
HSS4 /2x4 /2x /2
0.465
24.90
6.95
6.68
6.68
18.1
8.03
1.61
10.2
2 /4
31.3
14.8
1.37
X%
0.349
19.75
5.48
9.89
9.89
15.3
6.79
1.67
8.36
2 13 /16
25.7
11.9
1.40
X 5 /16 0.291
16.91
4.68
12.5
12.5
13.5
6.00
1.70
7.27
3 1/8
22.3
10.2
1.42
X 1/4
0.233
13.88
3.84
16.3
16.3
11.4
5.08
1.73
6.06
3
3 /8
18.5
8.44
1.43
X 3/16 0.174
10.68
2.93
22.9
22.9
9.02
4.01
1.75
4.71
3 11 /16
14.4
6.49
1.45
x 1/s
7.30
2.00
35.8
35.8
6.35
2.82
1.78
3.27
3 15 /16
9.92
4.45
1.47
0.116
Note: For compactness criteria, refer to the end of Table 1-12.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-92
Table 1-12 (continued)
Square HSS
Dimensions and Properties
HSS4-HSS2
Design
Wall
Thickness,
Shape
t
in.
HSS4x4x1/ 2
NomArea,
inal
A
Wt.
Ib/ft
in. 2
b/t
/
h/t
S
r
Z
in. 4
in. 3
in.
in. 3
Torsion
Workable
Flat
J
C
Surface
Area
in.
in. 4
in. 3
ft 2/ft
1.20
0.465
21.50
6.02
5.60
5.60
11.9
5.97
—
21.0
11.2
17.20
4.78
8.46
8.46
10.3
5.13
1.41
1.47
7.70
X3/8 0.349
6.39
25/l6
17.5
9.14
1.23
X5/16 0.291
14.78
4.10
10.7
10.7
9.14
4.57
1.49
5.59
25/s
15.3
7.91
1.25
0.233 12.18
3.37
14.2
14.2
7.80
3.90
1.52
4.69
27/8
12.8
6.56
1.27
20.0
20.0
6.21
3.10
1.55
3.67
3 3/l6
10.0
5.07
1.28
31.5
31.5
4.40
2.20
1.58
2.56
37/l6
6.91
3.49
1.30
X1/4
3
X /l6 0.174
9.40
X1/8
0.116
6.45
2.58
1.77
HSS3 1/2x3 1/2x 3/8 0.349
14.65
4.09
7.03
7.03
6.49
3.71
1.26
4.69
—
11.2
6.77
1.07
12.65
3.52
9.03
9.03
5.84
3.34
1.29
4.14
21/8
9.89
1.08
0.233 10.48
2.91
12.0
12.0
5.04
2.88
1.32
3.50
23/8
8.35
5.90
4.92
5
X /16 0.291
X1/4
1.10
X3/16 0.174
8.13
2.24
17.1
17.1
4.05
2.31
1.35
2.76
211 /16
6.56
3.83
1.12
X1/8
0.116
5.60
1.54
27.2
27.2
2.90
1.66
1.37
1.93
215 /16
4.58
2.65
1.13
HSS3x3x3/8 0.349
12.09
3.39
5.60
5.60
3.78
2.52
1.06
3.25
—
6.64
4.74
5
X /16 0.291
10.53
2.94
7.31
7.31
3.45
2.30
1.08
2.90
—
5.94
0.900
0.917
X1/4
0.233
8.78
2.44
9.88
3.02
2.01
1.11
2.48
—
5.08
X3/l6 0.174
6.85
1.89
9.88
14.2
4.18
3.52
14.2
2.46
1.64
1.14
1.97
23/l6
4.03
2.76
0.950
X1/8
0.116
4.75
1.30
22.9
22.9
1.78
1.19
1.17
1.40
27/l6
2.84
1.92
0.967
HSS2 1/2X21/2X5/16 0.291
8.40
2.35
5.59
5.59
1.82
1.46
0.880
1.88
—
3.20
2.74
2.79
2.35
0.750
0.767
1
X /4
0.233
7.08
1.97
7.73
7.73
1.63
1.35
1.30
0.908
1.63
—
1.08
0.937
0.933
X3/16 0.174
5.57
1.54
11.4
11.4
1.32
—
2.25
1.86
0.784
X1/8
0.116
3.90
1.07
18.6
18.6 0.998
0.799 0.965 0.947
—
1.61
1.31
0.800
HSS2 1/4x2 1/4X1/4 0.233
6.23
1.74
6.66
6.66
1.01
1.28
—
1.96
1.85
0.683
1.60
1.48
0.700
1.15
1.05
0.717
0.600
1.13
0.806
X /16 0.174
4.94
1.37
1.04
—
X1/8
0.116
3.47
0.956 16.4
16.4 0.712 0.633 0.863 0.755
—
HSS2x2x1/4
0.233
5.38
1.51
5.58
1.31
1.41
4.30
1.19
8.49
5.58 0.747 0.747 0.704 0.964
8.49 0.641 0.641 0.733 0.797
—
X3/16 0.174
—
1.09
1.14
0.617
3.04
0.840 14.2
14.2 0.486 0.486 0.761 0.584
0.796
0.817
0.633
3
1
X /8
0.116
9.93
9.93 0.953 0.847 0.835
— Flat depth or width is too small to establish a workable flat.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-93
Rectangular and
Square HSS
Compactness Criteria
Compactness Criteria for Rectangular and Square HSS
Nominal
Compression
Wall
non-slender
compact
compact
C„=1.0
Thickness
upto
upto
up to
up to
Flange Width
Flange Width
Web Width
Web Depth
20
16
12
10
8
6
4
18
14
10
20
20
20
18
14
10
7
20
20
20
18
14
10
7
5
/8
1
/2
3
/8
5
/l6
1
/4
3
/l6
1
/8
Shear
Flexure
9
7
5
31/2
Note: Compactness criteria given for Fy = 46 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1-94
DIMENSIONS AND PROPERTIES
Table 1-13
Round HSS
Dimensions and Properties
HSS20.000HSS10.000
Shape
Design
Wall
Thickness, t
Nominal
Wt.
Torsion
Area,
A
Dlt
2
S
/
r
Z
in.
in.
3
6.91
6.95
177
2720
272
135
2080
208
J
4
in.
Ib/ft
in.
HSS20.000x0.500
0.465
104.00
28.5
43.0
1360
136
xO.375*
0.349
78.67
21.5
57.3
1040
104
in.
in.
3
in.
C
4
in. 3
HSS18.000x0.500
0.465
93.54
25.6
38.7
985
109
6.20
143
1970
219
xO.375*
0.349
70.66
19.4
51.6
754
83.8
6.24
109
1510
168
HSS16.000x0.625
0.581
103.00
28.1
27.5
838
105
5.46
138
1680
209
x0.500
0.465
82.85
22.7
34.4
685
85.7
5.49
112
1370
171
x0.438
0.407
72.87
19.9
39.3
606
75.8
5.51
99.0
1210
152
xO.375
0.349
62.64
17.2
45.8
526
65.7
5.53
85.5
1050
131
xO.312*
0.291
52.32
14.4
55.0
443
55.4
5.55
71.8
886
111
x0.250f
0.233
42.09
11.5
68.7
359
44.8
5.58
57.9
717
89.7
HSS14.000x0.625
0.581
89.36
24.5
24.1
552
78.9
4.75
105
1100
x0.500
0.465
72.16
19.8
30.1
453
64.8
4.79
85.2
907
158
130
40.1
349
49.8
4.83
65.1
698
100
xO.375
0.349
54.62
15.0
xO.312
0.291
45.65
12.5
48.1
295
42.1
589
84.2
0.233
36.75
10.1
60.1
239
34.1
4.85
4.87
54.7
x0.250f
44.2
478
68.2
HSS12.750x0.500
0.465
65.48
17.9
27.4
339
53.2
4.35
70.2
678
106
xO.375
0.349
49.61
13.6
36.5
262
4.39
53.7
523
82.1
x0.250f
0.233
33.41
9.16
54.7 ' 180
41.0
28.2
4.43
36.5
359
56.3
HSS10.750x0.500
0.465
54.79
15.0
23.1
199
37.0
3.64
49.2
398
74.1
xO.375
0.349
41.59
11.4
30.8
154
28.7
3.68
37.8
309
57.4
xO.250
0.233
28.06
7.70
46.1
106
19.8
3.72
25.8
213
39.6
HSS10.000x0.625
0.581
62.64
17.2
17.2
191
38.3
3.34
51.6
383
76.6
x0.500
0.465
50.78
13.9
21.5
159
31.7
3.38
42.3
317
63.5
xO.375
0.349
38.58
10.6
28.7
123
24.7
3.41
32.5
247
49.3
xO.312
0.291
32.31
8.88
34.4
105
20.9
3.43
27.4
209
41.9
xO.250
0.233
26.06
7.15
42.9
85.3
17.1
3.45
22.2
171
34.1
x0.188f
0.174
19.72
5.37
57.5
64.8
13.0
3.47
16.8
130
25.9
f
Shape exceeds compact limit for flexure with Fy - 42 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-95
Table 1-13 (continued)
Round HSS
Dimensions and Properties
HSS6.875
Shape
Design
Wall
Thickness, t
inal
Wt.
Area,
A
D/t
/
S
in. 4
in. 3
r
Z
J
C
in. 3
in. 4
in. 3
HSS9.625x0.500
0.465
48.77
in. 2
13.4
20.7
141
29.2
3.24
39.0
281
58.5
xO.375
0.349
37.08
10.2
27.6
110
22.8
3.28
30.0
219
45.5
xO.312
0.291
31.06
8.53
33.1
93.0
19.3
3.30
25.4
186
38.7
x0.250
0.233
25.06
6.87
41.3
15.8
3.32
20.6
152
31.5
x0.188f
0.174
18.97
5.17
55.3
75.9
57.7
12.0
3.34
15.5
115
24.0
HSS8.625x0.625
0.581
53.45
14.7
14.8
119
27.7
2.85
37.7
239
55.4
x0.500
0.465
43.43
11.9
18.5
100
23.1
2.89
31.0
199
46.2
xO.375
0.349
33.07
9.07
24.7
77.8
18.0
2.93
23.9
156
36.1
31.6
in.
f
Torsion
Nom-
Ib/ft
in.
x0.322
0.300
28.58
7.85
28.8
68.1
15.8
2.95
20.8
136
xO.250
0.233
22.38
6.14
37.0
54.1
12.5
2.97
16.4
108
25.1
x0.188f
0.174
16.96
4.62
49.6
41.3
9.57
2.99
12.4
82.5
19.1
HSS7.625x0.375
0.349
29.06
7.98
21.8
52.9
13.9
2.58
18.5
106
27.8
xO.328
0.305
25.59
7.01
25.0
47.1
12.3
2.59
16.4
94.1
24.7
HSS7.50x0.500
0.465
37.42
10.3
16.1
63.9
17.0
2.49
23.0
128
34.1
xO.375
0.349
28.56
7.84
21.5
50.2
13.4
2.53
17.9
100
26.8
xO.312
0.291
23.97
6.59
25.8
42.9
11.4
2.55
15.1
85.8
22.9
xO.250
0.233
19.38
5.32
32.2
35.2
9.37
2.57
12.3
70.3
18.7
xO.188
0.174
14.70
4.00
43.1
26.9
7.17
2.59
9.34
53.8
14.3
HSS7.000x0.500
0.465
34.74
9.55
15.1
51.2
14.6
2.32
19.9
102
29.3
xO.375
26.56
7.29
11.6
2.35
15.5
80.9
23.1
22.31
6.13
20.1
24.1
40.4
xO.312
0.349
0.291
34.6
9.88
2.37
13.1
69.1
19.8
x0.250
0.233
18.04
4.95
30.0
28.4
8.11
10.7
56.8
16.2
xO.188
0.174
13.69
3.73
40.2
21.7
6.21
2.39
2.41
8.11
43.5
12.4
x0.125f
0.116
9.19
2.51
60.3
14.9
4.25
2.43
5.50
29.7
8.49
HSS6.875x0.500
0.465
34.07
9.36
14.1
2.27
19.1
96.7
28.1
0.349
26.06
7.16
14.8
19.7
48.3
xO.375
38.2
11.1
2.31
14.9
76.4
22.2
xO.312
0.291
21.89
6.02
23.6
32.7
9.51
2.33
12.6
65.4
19.0
xO.250
0.233
17.71
4.86
29.5
26.8
7.81
2.35
10.3
53.7
15.6
xO.188
0.174
13.44
3.66
39.5
20.6
5.99
2.37
7.81
41.1
12.0
Shape exceeds compact limit for flexure with Fy = 42 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-96
Table 1-13 (continued)
Round HSS
Dimensions and Properties
HSS5.000
Shape
HSS6.625x0.500
Nom-
in.
Ib/ft
in. 2
0.465
32.74
9.00
inal
Wt.
Torsion
Area,
A
/
D/t
14.2
S
r
Z
J
C
in. 4
in. 3
in. 4
in. 3
in.
in. 3
42.9
13.0
2.18
17.7
85.9
25.9
23.1
x0.432
0.402
28.60
7.86
16.5
38.2
11.5
2.20
15.6
76.4
xO.375
0.349
25.06
6.88
19.0
34.0
10.3
2.22
13.8
68.0
20.5
x0.312
0.291
21.06
5.79
22.8
29.1
8.79
2.24
11.7
58.2
17.6
x0.280
0.260
7.96
2.25
10.5
52.7
15.9
4.68
25.5
28.4
26.4
0.233
18.99
17.04
5.20
xO.250
23.9
7.22
2.26
9.52
47.9
14.4
x0.188
0.174
12.94
3.53
38.1
18.4
5.54
2.28
7.24
36.7
11.1
x0.125f
0.116
8.69
2.37
57.1
12.6
3.79
2.30
4.92
25.1
7.59
HSS6.000x0.500
0.465
29.40
8.09
12.9
31.2
10.4
1.96
14.3
62.4
20.8
xO.375
0.349
22.55
6.20
17.2
24.8
8.28
2.00
11.2
49.7
16.6
xO.312
0.291
18.97
5.22
20.6
21.3
7.11
2.02
9.49
42.6
14.2
x0.280
0.260
17.12
4.69
23.1
19.3
6.45
2.03
8.57
38.7
12.9
x0.250
0.233
15.37
4.22
25.8
17.6
5.86
2.04
7.75
35.2
11.7
xO.188
0.174
11.68
4.51
2.06
5.91
27.0
9.02
0.116
7.85
34.5
51.7
13.5
x0.125f
3.18
2.14
9.28
3.09
2.08
4.02
18.6
6.19
HSS5.563x0.500
0.465
27.06
7.45
12.0
24.4
8.77
1.81
12.1
48.8
17.5
xO.375
0.349
20.80
5.72
15.9
19.5
7.02
1.85
9.50
39.0
x0.258
0.240
14.63
4.01
23.2
14.2
5.12
1.88
6.80
28.5
14.0
10.2
xO.188
0.174
10.80
32.0
10.7
3.85
1.91
5.05
21.4
x0.134
0.124
7.78
2.95
2.12
44.9
7.84
2.82
1.92
3.67
15.7
7.70
5.64
HSS5.500x0.500
0.465
26.73
7.36
11.8
23.5
8.55
1.79
11.8
47.0
17.1
-
xO.375
0.349
20.55
5.65
15.8
18.8
6.84
1.83
9.27
37.6
13.7
xO.258
0.240
14.46
3.97
22.9
13.7
5.00
1.86
6.64
27.5
10.0
HSS5.000x0.500
0.465
10.8
17.2
6.88
1.61
9.60
34.4
13.8
xO.375
xO.312
24.05
18.54
6.62
0.349
5.10
14.3
13.9
5.55
1.65
7.56
27.7
11.1
0.291
15.64
4.30
17.2
12.0
4.79
1.67
6.46
24.0
9.58
1.69
5.44
20.4
8.15
0.240
13.08
3.59
20.8
xO.250
0.233
12.69
3.49
21.5
xO.188
0.174
9.67
2.64
28.7
xO.125
0.116
6.51
1.78
43.1
xO.258
f
Design
Wall
Thickness, t
10.2
9.94
4.08
3.97
1.69
5.30
19.9
7.95
7.69
3.08
1.71
4.05
15.4
6.15
5.31
2.12
1.73
2.77
10.6
4.25
Shape exceeds compact limit for flexure with Fy = 42 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-97
Table 1-13 (continued)
Round HSS
Dimensions and Properties
HSS2.500
Shape
Design
Wall
Thickness, t
in.
Nominal
Wt.
Ib/ft
Torsion
Area,
A
in.
D/t
2
S
/
In.
r
4
in. 3
in.
Z
J
C
in. 3
in. 4
in. 3
HSS4.500x0.375
x0.337
0.349
16.54
4.55
12.9
9.87
4.39
1.47
6.03
19.7
8.78
0.313
15.00
4.12
14.4
9.07
4.03
1.48
5.50
18.1
8.06
xO.237
0.220
10.80
2.96
20.5
6.79
3.02
1.52
4.03
13.6
6.04
xO.188
0.174
8.67
2.36
25.9
5.54
1.53
3.26
11.1
4.93
x0.125
0.116
5.85
1.60
38.8
3.84
2.46
1.71
1.55
2.23
7.68
3.41
HSS4.000x0.313
0.291
12.34
3.39
13.7
5.87
2.93
1.32
4.01
11.7
5.87
xO.250
0.233
10.00
2.76
17.2
4.91
2.45
1.33
3.31
9.82
4.91
xO.237
0.220
9.53
2.61
18.2
4.68
2.34
1.34
3.15
9.36
4.68
x0.226
0.210
9.12
2.50
19.0
4.50
2.25
1.34 -
3.02
9.01
4.50
xO.220
0.205
8.89
2.44
19.5
4.41
2.21
1.34
2.96
8.83
4.41
xO.188
0.174
7.66
2.09
23.0
3.83
1.92
1.35
2.55
7.67
3.83
xO.125
0.116
5.18
1.42
34.5
2.67
1.34
1.37
1.75
5.34
2.67
4.35
4.22
HSS3.500x0.313
0.291
10.66
2.93
12.0
3.81
2.18
1.14
3.00
7.61
x0.300
0.279
10.26
2.82
12.5
3.69
2.11
1.14
2.90
7.38
xO.250
0.233
8.69
2.39
15.0
3.21
1.83
1.16
2.49
6.41
3.66
xO.216
0.201
7.58
2.08
17.4
2.84
1.63
1.17
2.19
5.69
3.25
xO.203
0.189
7.15
1.97
18.5
2.70
1.54
1.17
2.07
5.41
3.09
xO.188
0.174
6.66
1.82
20.1
. 2.52
1.44
1.18
1.93
5.04
2.88
xO.125
0.116
4.51
1.23
30.2
1.77
1.01
1.20
1.33
3.53
2.02
HSS3.000x0.250
0.233
7.35
2.03
12.9
1.95
1.30
0.982
1.79
3.90
2.60
xO.216
0.201
6.43
1.77
14.9
1.74
1.16
0.992
1.58
3.48
2.32
x0.203
0.189
6.07
1.67
15.9
1.66
1.10
0.996
1.50
3.31
2.21
xO.188
0.174
5.65
1.54
17.2
1.55
1.03
1.00
1.39
3.10
2.06
xO.152
0.141
4.63
1.27
1.30
0.865
2.59
1.73
0.124
4.11
1.12
1.16
0.774
1.01
1.02
1.15
x0.134
21.3
24.2
1.03
2.32
1.55
xO.125
0.116
3.84
1.05
25.9
1.09
0.730
1.02
0.965
2.19
1.46
HSS2.875x0.250
0.233
7.02
1.93
12.3
1.70
1.18
0.938
1.63
3.40
2.37
x0.203
0.189
5.80
1.59
15.2
1.45
1.01
0.952
1.37
2.89
2.01
xO.188
0.174
5.40
1.48
16.5
1.35
0.941
0.957
1.27
2.70
1.88
xO.125
0.116
3.67
1.01
24.8
0.958
0.667
0.976
0.884
1.92
1.33
HSS2.500x0.250
0.233
6.01
1.08
0.862
0.806
1.20
2.15
1.72
0.174
4.65
1.66
1.27
10.7
xO.188
14.4
0.865
0.692
0.825
0.943
1.73
1.38
xO.125
0.116
3.17
0.869
21.6
0.619
0.495
0.844
0.660
1.24
0.990
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-98
Table 1-13 (continued)
Round HSS
Dimensions and Properties
HSS2.375HSS1.660
Design
Wall
Thickness, t
Nom-
in.
Ib/ft
HSS2.375x0.250
0.233
5.68
1.57
10.2
0.910
0.766
xO.218
0.203
5.03
1.39
11.7
0.824
0.694
x0.188
0.174
4.40
1.20
13.6
0.733
0.617
x0.154
0.143
3.66
1.00
16.6
0.627
x0.125
0.116
3.01
0.823
20.5
0.527
HSS1.900x0.188
0.174
3.44
0.943
10.9
0.355
x0.145
0.135
2.72
0.749
14.1
0.293
xO.120
0.111
2.28
0.624
17.1
0.251
HSS1.660x0.140
0.130
2.27
0.625
12.8
0.184
Shape
inal
Wt.
Torsion
Area,
A
Dlt
/
in. 4
in.2
S
r
Z
J
C
in.3
in.4
in.3
0.762
1.07
1.82
1.53
0.771
0.960
1.65
1.39
0.781
0.845
1.47
1.23
0.528
0.791
0.713
1.25
1.06
0.443
0.800
0.592
1.05
0.887
0.374
0.613
0.520
0.710
0.747
0.309
0.626
0.421
0.586
0.617
0.264
0.634
0.356
0.501
0.527
0.222
0.543
0.305
0.368
0.444
in.3
in.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-99
Table 1-14
j
Pipe
|
Dimensions and Properties
PIPE
NomShape
inal
Wt.
Ib/ft
Dimensions
Outside Inside
DiaDiameter meter
in.
in.
Nominal Design
Wall
Thickness
Wall
Thickness
in.
in.
Area
D/t
in. 2
/
S
r
J
Z
in. 4
in. 3
in.
in. 4
in. 3
Standard Weight (Std.)
Pipe 12 Std.
49.6
12.8
12.0
0.375
0.349
13.6
36.5
262
41.0
4.39
523
53.7
Pipe 10 Std.
40.5
10.8
10.0
0.365
0.340
11.1
31.6
151
28.1
3.68
302
36.9
Pipe 8 Std.
28.6
8.63
7.98
0.322
0.300
7.85
28.8
68.1
15.8
2.95
136
20.8
Pipe 6 Std.
19.0
6.63
6.07
0.280
0.261
5.22
25.4
26.5
7.99
2.25
52.9
10.6
6.83
Pipe 5 Std.
14.6
5.56
5.05
0.258
0.241
4.03
23.1
14.3
5.14
1.88
28.6
Pipe 4 Std.
10.8
4.50
4.03
0.237
0.221
2.97
20.4
6.82
3.03
1.51
13.6
4.05
Pipe 31/2 Std.
9.12
4.00
3.55
0.226
0.211
2.51
19.0
4.52
2.26
1.34
9.04
3.03
Pipe 3 Std.
7.58
3.50
3.07
0.216
0.201
2.08
17.4
2.85
1.63
1.17
5.69
2.19
Pipe 21 /2 Std.
5.80
2.88
2.47
0.203
0.189
1.59
15.2
1.45
1.01
0.952
2.89
1.37
Pipe 2 Std.
3.66
2.38
2.07
0.154
0.143
1.00
16.6
0.627
0.528
0.791
1.25
0.713
Pipe 11/2 Std.
2.72
1.90
1.61
0.145
0.135
0.750 14.1
0.293
0.309
0.626
0.586
0.421
Pipe 1 1/4 Std.
2.27
1.66
1.38
0.140
0.130
0.620 12.8
0.184
0.222
0.543
0.368
0.305
Pipe 1 Std.
1.68
1.32
1.05
0.133
0.124
0.460 10.6
0.0830
0.126
0.423
0.166
0.177
Pipe 3 /4 Std.
1.13
1.05
0.824
0.113
0.105
0.310 10.0
0.0350
0.0671 0.336
0.0700
0.0942
Pipe 1/2 Std.
0.850
0.840
0.622
0.109
0.101
0.230
0.0160
0.0388 0.264
0.0320
0.0555
8.32
Extra Strong (x-Strong)
Pipe 12 x-Strong
65.5
12.8
11.8
0.500
0.465
17.9
27.4
339
53.2
4.35
678
Pipe 10 x-Strong
54.8
10.8
9.75
0.500
0.465
15.0
23.1
199
37.0
3.64
398
49.2
Pipe 8 x-Strong
43.4
8.63
7.63
0.500
0.465
11.9
18.5
100
23.1
2.89
199
31.0
15.6
70.2
Pipe 6 x-Strong
28.6
6.63
5.76
0.432
0.403
7.88
16.4
38.3
11.6
2.20
76.6
Pipe 5 x-Strong
20.8
5.56
4.81
0.375
0.349
5.72
15.9
19.5
7.02
1.85
39.0
9.50
Pipe 4 x-Strong
15.0
4.50
3.83
0.337
0.315
4.14
14.3
9.12
4.05
1.48
18.2
5.53
Pipe 31/2 x-Strong
12.5
4.00
3.36
0.318
0.296
3.44
13.5
5.94
2.97
1.31
11.9
4.07
Pipe 3 x-Strong
10.3
3.50
2.90
0.300
0.280
2.83
12.5
3.70
2.11
1.14
7.40
2.91
Pipe 21/2 x-Strong
7.67
2.88
2.32
0.276
0.257
2.11
11.2
1.83
1.27
0.930
3.66
1.77
Pipe 2 x-Strong
5.03
2.38
1.94
0.218
0.204
1.39
11.6
0.827
0.696
0.771
1.65
0.964
Pipe 1 1/2 x-Strong
3.63
1.90
1.50
0.200
0.186
1.00
10.2
0.372
0.392
0.610
0.744
0.549
Pipe 11 /4 x-Strong
3.00
1.66
1.28
0.191
0.178
0.830
9.33
0.231
0.278
0.528
0.462
0.393
Pipe 1 x-Strong
2.17
1.32
0.957
0.179
0.166
0.600
7.92
0.101
0.154
0.410
0.202
0.221
Pipe 3 /4 x-Strong
1.48
1.05
0.742
0.154
0.143
0.410
7.34
0.0430
0.0818 0.325
0.0860
0.119
Pipe 1 /2 x-Strong
1.09
0.840
0.546
0.147
0.137
0.300
6.13
0.0190
0.0462 0.253
0.0380
0.0686
Double-Extra Strong (xx-Strong)
Pipe 8 xx-Strong
72.5
8.63
6.88
0.875
0.816
20.0
10.6
154
35.8
2.78
308
Pipe 6 xx-Strong
53.2
6.63
4.90
0.864
0.805
14.7
8.23
63.5
19.2
2.08
127
27.4
Pipe 5 xx-Strong
38.6
5.56
4.06
0.750
0.699
10.7
7.96
32.2
11.6
1.74
64.4
16.7
Pipe 4 xx-Strong
27.6
4.50
3.15
0.674
0.628
7.64
7.17
14.7
6.53
1.39
29.4
9.50
Pipe 3 xx-Strong
18.6
3.50
2.30
0.600
0.559
5.16
6.26
5.79
3.31
1.06
11.6
4.89
Pipe 21 /2 xx-Strong
13.7
2.88
1.77
0.552
0.514
3.81
5.59
2.78
1.94
0.854
5.56
2.91
Pipe 2 xx-Strong
9.04
2.38
1.50
0.436
0.406
2.51
5.85
1.27
1.07
0.711
2.54
1.60
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
49.9
DIMENSIONS AND PROPERTIES
1-100
Y
x—
Table 1-15
— X
-----x
X—
Double Angles
Properties
Y
SLBB
LLBB
Axis Y-Y
LLBB
Radius of Gyration
Qs
Area
Shape
in.
1
SLBB
LLBB
SLBB
Separation, s, in.
Separation, s, in.
2
0
3
/8
3/4
0
3
/8
3
/4
Angles Angles
in
SepaContact rated
Qs
rx
in.
Angles Angles
Sepain
Contact rated
rx
in.
33.6
3.41
3.54
3.68
3.41
3.54
3.68
1.00
1.00
2.41
1.00
1.00
2.41
x1
30.2
3.39
3.52
3.66
3.39
3.52
3.66
1.00
1.00
2.43
1.00
1.00
2.43
X7/8
26.6
3.36
3.50
3.63
3.36
3.50
3.63
1.00
1.00
2.45
1.00
1.00
2.45
X3/4
23.0
3.34
3.47
3.61
3.34
3.47
3.61
1.00
1.00
2.46
1.00
1.00
2.46
X5/8
19.4
3.32
3.45
3.58
3.32
3.45
3.58
1.00
0.997 2.48
1.00
0.997 2.48
X9/16
X1/2
17.5
15.7
3.31
3.44
3.57
3.31
3.44
3.57
1.00
0.959 2.49
1.00
0.959 2.49
3.30
3.43
3.56
3.30
3.43
3.56
0.998 0.912 2.49
2L8x8x1 /s
0.998 0.912 2.49
2L8x6x1
26.1
2.39
2.52
2.66
3.63
3.77
3.91
1.00
1.00
2.49
1.00
1.00
1.72
X7/8
23.1
2.37
2.50
2.63
3.61
3.75
3.89
1.00
1.00
2.50
1.00
1.00
1.74
X3/4
20.0
2.35
2.47
2.61
3.59
3.72
3.86
1.00
1.00
2.52
1.00
x 5/s
16.8
2.33
2.59
3.57
3.70
3.84
1.00
0.997 2.54
1.00
1.00
1.75
0.997 1.77
X9/16
15.2
2.32
2.45
2.44
2.58
3.55
3.69
3.83
1.00
0.959 2.55
1.00
0.959 1.78
X1/2
13.6
2.31
2.43
2.56
3.54
3.68
3.81
1.00
0.912 2.55
0.998 0.912 1.79
X7/l6
12.0
2.30
2.42
2.55
3.53
3.66
3.80
1.00
0.850 2.56
0.938 0.850 1.80
22.1
1.46
1.60
1.75
3.94
4.08
4.23
1.00
1.00
1.00
2L8x4x1
2.51
1.00
1.03
1.00
1.00
1.04
1.00
1.00
1.05
1.00
0.997 1.06
0.959 2.57
1.00
0.959 1.07
0.912 2.58
0.998 0.912 1.08
1.00
0.850 2.59
0.938 0.850 1.09
3.63
1.00
1.00
2.21
1.00
1.00
1.08
1.00
1.00
2.23
1.00
1.00
1.10
3.43
3.60
3.57
1.00
0.965 2.25
1.00
0.965 1.11
3.28
3.42
3.56
1.00
0.912 2.26
0.998 0.912 1.12
3.26
3.40
3.54
1.00
0.840 2.27
0.928 0.840 1.12
7
X /8
19.6
1.44
1.57
1.72
3.91
4.06
4.21
1.00
1.00
2.53
X3/4
17.0
1.42
1.69
3.89 - 4.03
4.18
1.00
X5/8
1.39
1.66
3.86
4.00
4.15
1.00
1.00 2.55
0.997 2.56
X9/16
14.3
13.0
1.55
1.52
1.38
1.51
1.65
3.85
3.99
4.13
1.00
X1/2
11.6
1.38
1.50
1.63
3.83
3.97
4.12
1.00
X7/16
10.2
1.37
1.49
1.62
3.82
3.96
4.10
3
2L7x4x /4
15.4
1.48
1.61
1.75
3.34
3.48
X5/8
13.0
1.58
1.73
10.5
1.56
1.70
3.31
3.29
3.46
X1/2
1.45
1.44
X7/16
9.27
1.43
1.55
1.68
X3/8
8.00
1.42
1.54
1.67
2L6x6x1
22.0
2.58
2.72
2.86
2.58
2.72
2.86
1.00
1.00
1.79
1.00
1.00
1.79
X7/8
19.5
2.56
2.70
2.84
2.56
2.70
2.84
1.00
1.00
1.81
1.00
1.00
1.81
X3/4
16.9
2.54
2.67
2.81
2.54
2.67
2.81
1.00
1.00
1.82
1.00
1.00
1.82
X5/8
14.3
2.52
2.79
2.78
2.52
2.65
2.79
1.00
1.00
1.84
1.00
1.00
1.84
X9/16
12.9
2.51
2.65
2.64
2.51
2.64
2.78
1.00
1.00
1.85
1.00
1.00
1.85
X1/2
11.5
2.50
2.63
2.76
2.50
2.63
2.76
1.00
1.00
1.86
1.00
1.00
1.86
X7/l6
10.2
2.49
2.62
2.62
2.48
2.60
2.48
2.60
2.75
2.74
1.00
8.76
2.75
2.74
2.49
x 3/s
0.973 1.86
0.998 0.912 1.87
1.00 0.973 1.86
0.998 0.912 1.87
X5/16
7.34
2.47
2.59
2.72
2.47
2.59
2.72
0.914 0.826 1.88
0.914 0.826 1.88
Note: For compactness criteria, refer to the end of Table 1-7
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-101
Table 1-15 (continued)
Double Angles
2L8-2L6
Properties
Flexural-Torsional Properties
Shape
Single Angle
Properties
Long Legs Vertical
Short Legs Vertical
Back to Back of Angles, in.
Back to Back of Angles, in.
Area,
3
A
3
3
/8
0
/4
0
3
/8
/4
rz
H
r0
H
r0
H
r0
4.66
0.844
4.77
0.851
4.56
0.837
4.66
0.844 4.77
0.851 16.8
1.56
4.66
0.841
4.77
0.848
4.56
0.834
4.66
0.841
4.77
0.848 15.1
1.56
4.66
0.838
4.76
0.845
4.56
0.831
4.66
0.838
4.76
0.845 13.3
1.57
4.66
0.836
4.76
0.843
4.56
0.829
4.66
0.836
4.76
0.843 11.5
1.57
4.66
0.833
4.76
0.840
4.56
0.826
4.66
0.833
4.76
0.840 9.69
1.58
0.825
4.65
0.832
4.75
0.839
4.56
0.825
4.65
0.832
4.75
0.839 8.77
1.58
4.56
0.824
4.65
0.831
4.75
0.837
4.56
0.824
4.65
0.831
4.75
0.837 7.84
1.59
2L8x6x1
4.06
0.721
4.14
0.732
4.23
0.742 4.18
0.924
4.30
0.929
4.43
0.933 13.1
1.28
X7/8
4.07
0.718 4.14
0.728
4.23
0.739
4.17
0.922
4.29
0.926
4.42
0.930 11.5
1.28
X3 /4
4.07
0.714 4.15
0.725
4.23
0.735
4.17
0.919
4.28
0.924
4.40
0.928 9.99
1.29
X5/8
4.08
0.712
4.16
0.722 4.24
0.732
4.16
0.917
4.27
0.921
4.39
0.926 8.41
1.29
X9/16 4.09
0.710
4.16
0.720 4.24
0.731
4.15
0.916 4.27
0.920 4.39
0.924 7.61
1.30
X1/2
4.09
0.709
4.16
0.719 4.24
0.729
4.15
0.915
4.26
0.919
4.38
0.923 6.80
1.30
X7/16 4.09
0.708
4.16
0.718
4.24
0.728
4.15
0.913
4.26
0.918
4.38
0.922 5.99
1.31
4.39
0.985 11.1
0.844
H
r0
2L8x8x1 /s 4.56
0.837
x1
4.56
0.834
X7/8
4.56
0.831
X3/4
4.56
0.829
x 5/e
4.56
0.826
X9/16 4.56
X1/2
r0
1
H
r0
H
in. 2
in.
2L8x4x1
3.86
0.568 3.91
0.580
3.97
0.594
4.11
0.983
4.25
0.984
7
x /s
3.87
0.566 3.92
0.577
3.98
0.590
4.09
0.981
4.22
0.982 4.37
0.984 9.79
0.846
X3/4
3.88
0.564 3.93
0.575
3.99
0.587 4.07
0.980
4.20
0.981
4.35
0.983 8.49
0.850
X5/8
3.89
0.562 3.94
0.573 3.99
0.585
4.05
0.979
4.18
0.980
4.32
0.981 7.16
0.856
0.859
X9/16 3.90
0.562
3.94
0.572
4.00
0.584
4.04
0.978
4.17
0.980
4.31
0.981 6.49
X1/2
3.90
0.561
3.95
0.571
4.00
0.583
4.03
0.978
4.16
0.979
4.30
0.980 5.80
0.863
X7/"I6 3.91
0.561
3.95
0.571
4.00
0.582
4.02
0.977
4.15
0.978
4.29
0.980 5.11
0.867
3.47
0.624 3.53
0.639 3.57
0.969
2L7x4x 3/ 4
3.41
0.611
3.70
0.971
3.84
0.973 7.70
0.855
X5/8
3.42
0.608 3.47
0.621
3.54
0.635
3.55
0.967 3.68
0.969
3.82
0.971 6.50
0.860
X1/2
3.43
0.606 3.48
0.618
3.55
0.632
3.53
0.965
3.66
0.968
3.80
0.970 5.26
0.866
X7/l6
3.43
0.605
3.49
0.617
3.55
0.630 3.53
0.964
3.66
0.967
3.79
0.969 4.63
0.869
X3/8
3.44
0.605
3.49
0.616 3.55
0.966 3.78
0.968 4.00
0.873
2L6x6x1
3.42
0.843 3.53
0.852
X7/8
3.42
0.839 3.53
0.848
X3/4
3.42
0.835
3.52
0.844
X5/8
3.42
0.831
3.52
0.840 3.62
0.849
X9/l6
3.42
0.829
3.52
0.838 3.62
X1/2
3.42
0.827
3.52
0.836 3.62
X7/16 3.42
0.826
3.52
X3/8
3.42
0.824 3.51
X5/l6
3.42
0.823
3.51
0.629
3.52
3.64
0.861
3.42
0.843
3.53
0.852
3.64
0.861 11.0
1.17
3.63
0.857 3.42
0.839
3.53
0.848
3.63
0.857 9.75
1.17
3.63
0.853 3.42
0.835
3.52
0.844 3.63
0.853 8.46
1.17
3.42
0.831
3.52
0.840 3.62
0.849 7.13
1.17
0.847 3.42
0.829 3.52
0.838 3.62
0.847 6.45
1.18
0.846
3.42
0.827 3.52
0.836 3.62
0.846 5.77
1.18
0.835 3.62
0.844
3.42
0.826 3.52
0.835
3.62
0.844 5.08
1.18
0.833 3.61
0.842
3.42
0.824 3.51
0.833
3.61
0.842 4.38
1.19
0.832
0.841
3.42
0.823
0.832 3.61
0.841 3.67
1.19
3.61
0.963 3.65
3.51
Note: For compactness criteria, refer to the end of Table 1-7
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1-102
DIMENSIONS AND PROPERTIES
Y
X—
r
Table 1-15 (continued)
X
f
I, 8
Double Angles
X— ---- I-------X
Properties
Y
— ■“
_8
1
SLBB
LLBB
Axis Y-Y
LLBB
Radius of Gyration
Qs
Area
Shape
LLBB
SLBB
Separation, s, in.
Separation, s, in.
in. 2
0
3
7
2L6x4x /s
16.0
1.57
X3/4
13.9
1.55
X5/8
11.7
1.53
1.66
X9/16
10.6
1.52
1.65
X1/2
9.50
1.51
1.64
X7/l6
8.36
1.50
1.62
X3/8
7.22
1.49
X5/16
6.05
1.48
2L6x31/2X1/2
9.04
X3/8
6.88
X5/16
5.78
1.25
7
2L5x5x /s
16.0
2.16
X3/4
14.0
2.13
X%
11.8
2.11
2.25
2.39
X1/2
9.58
2.09
2.22
2.36
X7/16
8.44
2.08
2.21
2.35
X3/8
7.30
2.07
2.20
X5/16
6.13
2.06
3
SLBB
Angles Angles
in
SepaContact rated
Qs
rx
Angles Angles
in
SepaContact rated
rx
/4
0
3
/8
3/4
1.71
1.86
2.82
2.96
3.11
1.00
1.00
1.86
1.00
1.00
1.10
1.68
1.83
2.80
2.94
3.08
1.00
1.00
1.88
1.00
1.00
1.12
1.80
2.77
2.91
3.06
1.00
1.00
1.89
1.00
1.00
1.13
1.79
2.76
2.90
3.04
1.00
1.00
1.90
1.00
1.00
1.14
1.77
2.75
2.89
3.03
1.00
1.00
1.00
1.00
1.14
1.76
2.74
2.88
3.02
1.00
1.91
0.973 1.92
1.00
0.973 1.15
1.61
1.75
2.73
2.86
3.00
1.00
0.912 1.93
1.60
1.74
2.72
2.85
2.99
1.00
0.826 1.94
0.998 0.912 1.16
0.914 0.826 1.17
1.27
1.40
1.54
2.82
2.96
3.11
1.00
1.00
1.00
1.26
1.38
1.37
1.52
2.80
2.94
3.08
1.00
1.50
2.78
2.92
3.06
1.00
0.912 1.93
0.826 1.94
2.30
2.44
2.16
1.00
1.00
1.49
1.00
1.00
1.49
2.41
2.13
2.30
2.27
2.44
2.27
2.41
1.00
1.00
1.00
1.00
1.50
2.11
2.25
2.39
1.00
1.00
1.50
1.52
1.00
1.00
1.52
2.09
2.22
2.36
1.00
1.00
1.53
1.00
1.00
1.53
2.08
2.21
2.35
1.00
1.00
1.54
1.00
1.00
1.54
2.34
2.07
2.20
2.34
1.00
0.983 1.55
1.00
2.19
2.32
2.06 ' 2.19
2.32
0.998 0.912 1.56
/8
in.
1.92
1.00
in.
0.968
0.998 0.912 0.984
0.914 0.826 0.991
0.983 1.55
0.998 0.912 1.56
2L5x31/2X3/4
11.6
1.39
1.53
1.68
2.33
2.47
2.62
1.00
1.00
1.55
1.00
1.00
0.974
X5/8
9.85
1.37
1.50
1.65
2.30
2.45
2.59
1.00
1.00
1.56
1.00
1.00
0.987
X1/2
8.01
1.35
1.48
1.62
2.28
2.42
2.57
1.00
1.00
1.58
1.00
1.00
1.00
X3/8
6.10
1.33
1.46
1.59
2.26
2.39
2.54
1.00
0.983 1.59
1.00
0.983 1.02
X5/16
5.12
1.32
1.44
1.58
2.25
2.38
2.52
1.00
0.912 1.60
0.998 0.912 1.02
X1/4
4.13
1.31
1.43
1.57
2.23
2.37
2.51
1.00
0.804 1.61
0.894 0.804 1.03
2L5x3x 1/2
7.51
1.11
1.24
1.39
2.64
1.00
1.00
1.58
1.00
1.00
0.824
6.62
1.10
1.23
1.38
2.35
2.34
2.50
X7/16
2.48
2.63
1.00
1.00
1.59
1.00
1.00
0.831
X3/8
5.73
1.09
1.22
1.36
2.33
2.47
2.62
1.00
0.983 1.60
1.00
0.983 0.838
X5/16
4.81
1.08
1.21
1.35
2.32
2.46
2.60
1.00
0.912 1.61
0.998 0.912 0.846
X1/4
3.88
1.07
1.19
1.33
2.30
2.44
2.58
1.00
0.804 1.62
0.894 0.804 0.853
Note: For compactness criteria, refer to the end of Table 1 - 7
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-103
Table 1-15 (continued)
Double Angles
Properties
2L6-2L5
Flexural-Torsional Properties
Shape
Short Legs Vertical
Back to Back of Angles, in.
Back to Back of Angles, in.
Area,
3
3
A
r2
in. 2
in.
0
<0
Single Angle
Properties
Long Legs Vertical
H
r0
/8
0
3/4
H
r0
H
r0
H
r0
3
/8
H
r0
/4
H
7
2L6x4x / 8
2.96
0.678 3.04
X 3 /4
2.97
X 5 /8
2.98
0.673 3.04 0.688 3.12
0.669 3.05 0.684 3.13
X 9 /l6
2.98
2.99
0.667 3.05
0.665 3.05
0.682 3.13
X 1/2
X 7/16
2.99
0.663 3.06
0.678 3.13
0.956 3.37 0.959 7.98
0.705 3.09 0.949 3.22 0.953 3.35 0.957 6.94
0.700 3.08 0.946 3.21 0.950 3.34 0.954 5.86
0.697 3.07 0.945 3.20 0.949 3.33 0.953 5.31
0.695 3.07 0.943 3.19 0.948 3.32 0.952 4.75
0.693 3.06 0.942 3.19 0.946 3.31 0.950 4.18
X 3 /8
2.99
0.662 3.06
0.676 3.13
0.691 3.06 0.940 3.18
0.945 3.31 0.949 3.61
0.870
X 5/16
3.00
0.661 3.06
0.674 3.13
0.689 3.05
0.944 3.30 0.948 3.03
0.874
2L6x3 1/2X1/2
2.94
2.95
0.615 2.99 0.630 3.06
0.613 3.00 0.627 3.07
0.612 3.00
0.646 3.04 0.964 3.17 0.967 3.31 0.969 4.52
0.642 3.02 0.962 3.15 0.965 3.29 0.967 3.44
0.625 3.07 0.641 3.02 0.960 3.14 0.964 3.28 0.966 2.89
0.756
X 3 /8
0.767
X 5 /16 2.95
0.694 3.12
0.679 3.13
0.710 3.10 0.952 3.23
0.939 3.17
0.854
0.856
0.859
0.861
0.864
0.867
0.763
2L5x5x 7/8
2.85
0.845 2.96 0.856 3.07 0.866 2.85
0.845 2.96 0.856 3.07 0.866 8.02
0.971
X 3 /4
2.85
0.840 2.95
0.851 3.06 0.861 2.85
0.840 2.95 0.851 3.06 0.861 6.98
0.972
X 5/8
2.85
0.835 2.95
0.846 3.06 0.857 2.85
0.835 2.95 0.846 3.06 0.857 5.90
0.975
X1/2
2.85
2.85
2.84
0.830 2.94 0.842 3.05 0.852 4.79
0.828 2.94 0.839 3.05 0.850 4.22
0.826 2.94 0.838 3.04 0.848 3.65
0.980
X7/l6
0.830 2.94 0.842 3.05 0.852 2.85
0.828 2.94 0.839 3.05 0.850 2.85
0.826 2.94 0.838 3.04 0.848 2.84
0.825 2.94 0.836 3.04 0.847 2.84
0.986
0.825 2.94 0.836 3.04 0.847 3.07
0.990
X 3 /8
X 5/16 2.84
1
0.983
3
2L5x3 /2x /4
2.49
0.699 2.57
0.953 5.82
0.744
X 5/8
2.49
0.693 2.57
0.746
X 1/2
2.50
0.950 4.93
0.947 4.00
0.944 3.05
0.755
2.51
X 5/16 2.51
0.717 2.66 0.736 2.60 0.943 2.73 0.949 2.86
0.711 2.66 0.730 2.59 0.940 2.71 0.945 2.85
0.688 2.58 0.705 2.66 0.724 2.58 0.936 2.70 0.942 2.83
0.683 2.58 0.700 2.66 0.718 2.56 0.933 2.69 0.938 2.81
0.682 2.58 0.698 2.66 0.716 2.56 0.931 2.68 0.937 2.81
X1/4
2.52
0.680 2.58
0.696 2.66 0.714 2.55
2L5x3x 1/2
2.44
0.628 2.51
0.646 2.58 0.667 2.54 0.962 2.68
X 7/16
2.45
0.626 2.51
0.644 2.58 0.664 2.54 0.961 2.67
X 3/8
2.45
X 3 /8
0.750
0.942 2.56
0.758
0.929 2.67 0.935 2.80 0.941 2.07
0.761
0.966 2.81 0.969 3.75
0.964 2.80 0.968 3.31
0.642
0.959 2.66 0.963 2.79 0.967 2.86
X 5/16 2.46
0.624 2.51 0.642 2.59 0.661 2.53
0.623 2.52 0.640 2.59 0.659 2.52
0.962 2.78 0.965 2.41
0.646
0.649
X 1/4
0.622 2.52 0.638 2.59 0.657 2.51
0.957 2.64 0.961 2.77 0.964 1.94
0.652
2.46
0.958 2.65
Note: For compactness criteria, refer to the end of Table 1-7
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
0.644
DIMENSIONS AND PROPERTIES
1-104
r
X—
If. __ x
Table 1-15 (continued)
=j
II
Double Angles
*
t
Properties
—
'
|— — x
, s
i
SL BB
LL BB
LLBB
Axis Y-Y
Radius of Gyration
Os
Qs
Angles Angles
in
SepaContact rated
Angles Angles
Sepain
Contact rated
Area
Shape
LLBB
SLBB
Separation, s, in.
Separation, s, in.
in. 2
0
3
3
2L4x4x /4
10.9
1.73
x 5/s
9.21
1.71
X1/2
7.49
X 7/l6
6.61
3
SLBB
rx
/4
0
3
/8
3/4
1.88
2.03
1.73
1.88
2.03
1.00
1.00
1.18
1.00
1.00
1.18
2.00
1.71
1.85
2.00
1.00
1.00
1.20
1.00
1.00
1.69
1.85
1.83
1.97
1.69
1.83
1.97
1.00
1.00
1.21
1.00
1.00
1.20
1.21
1.68
1.81
1.96
1.68
1.81
1.96
1.00
1.00
1.22
1.00
1.00
1.22
1.23
/8
in.
in.
3
X /8
5.71
1.67
1.80
1.94
1.67
1.80
1.94
1.00
1.00
1.23
1.00
1.00
X 5 /16
1.66
1.79
1.93
1.66
1.79
1.93
1.00
0.997 1.24
1.00
0.997 1.24
X1/4
4.80
3.87
1.65
1.78
1.91
1.65
1.78
1.91
0.998 0.912 1.25
2L4x3 1/2X 1/2
7.01
1.44
1.57
1.72
1.75
1.89
2.03
1.00
1.00
1.23
1.00
1.00
x 3/a
5.35
1.42
1.55
1.69
1.73
1.86
2.00
1.00
1.00
X 5 /16
4.50
1.40
1.68
1.72
1.85
1.99
1.00
1.00 1.25
0.997 1.25
1.00
1.05
1.00
0.997 1.06
1.66
1.70
1.83
1.97
1.00
0.912 1.26
0.998 0.912 1.07
0.998 0.912 1.25
1.04
X /4
3.63
1.39
1.53
1.52
2L4x3x 5/ 8
7.98
1.21
1.35
1.50
1.84
1.98
2.13
1.00
1.00
1.23
1.00
1.00
0.845
X 1/2
6.51
1.19
1.32
1.47
1.81
1.95
2.10
1.00
1.00
1.24
1.00
1.00
0.858
X 3/8
4.98
1.17
1.30
1.44
1.79
1.93
2.07
1.00
1.00
1.26
1.00
1.00
0.873
X 5/l6
4.19
1.16
1.91
0.997 0.880
1.76
1.90
1.00
1.00
1.00
1.15
2.06
2.04
0.997 1.27
3.38
1.43
1.41
1.78
X 1/4
1.29
1.27
0.912 1.27
0.998 0.912 0.887
2L3 1/2x3 1/2X1/2
6.53
1.49
1.63
1.77
1.49
1.63
1.77
1.00
1.00
1.05
1.00
1.00
1.05
X 7/16
5.77
1.48
1.61
1.76
1.48
1.61
1.00
1.00
1.06
1.00
1.00
1.06
X 3/8
5.00
1.47
1.60
1.74
1.47
1.60
1.76
1.74
1.00
1.00
1.07
1.00
1.00
1.07
X 5 /16
4.21
1.59
1.00
1.00
1.08
1.00
1.00
1.08
1.57
1.46
1.44
1.73
3.41
1.73
1.72
1.59
X1/4
1.46
1.44
1.57
1.72
1.00
0.965 1.09
1.00
0.965 1.09
2L3 1/2x3x 1/2
6.04
1.23
1.37
1.52
1.55
1.69
1.84
1.00
1.00
1.07
1.00
1.00
0.877
X7/l6
5.34
1.22
1.36
1.51
1.54
1.67
1.82
1.00
1.00
1.08
1.00
1.00
0.885
X 3/8
4.63
1.21
1.35
1.49
1.52
1.66
1.81
1.00
1.00
1.09
1.00
1.00
0.892
X 5/16
3.91
1.20
1.33
1.48
1.51
1.65
1.79
1.00
1.00
1.09
1.00
1.00
0.900
X1/4
3.16
1.19
1.32
1.46
1.50
1.63
1.78
1.00
0.965 1.10
1.00
0.965 0.908
2L3 1/2x2 1/2X 1/2
5.53
0.992 1.13
1.28
1.62
1.76
1.91
1.00
1.00
1.08
1.00
1.00
0.701
X 3/8
4.25
0.970 1.11
1.59
1.58
1.00
1.00
1.00
1.00
1.10
1.11
0.716
0.960 1.09
1.88
1.87
1.00
3.58
1.73
1.72
1.00
X 5/16
1.25
1.24
1.00
1.00
0.723
X1/4
2.90
0.950 1.08
1.22
1.57
1.70
1.85
1.00
0.965 1.12
1.00
0.965 0.731
1
Note: For compactness criteria, refer to the end of Table 1-7
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-105
Table 1-15 (continued)
Double Angles
2L4-2L31/ 2
Properties
Flexural-Torsional Properties
Long Legs Vertical
Back to Back of Angles, in.
Shape
3
0
r0
3
r0
H
6
Back to Back of Angles, in.
Area,
3
A
G
in. 2
in.
0
/4
H
r0
H
r
o
3
/8
H
r0
/4
H
2L4x4x /4
x 5/s
2.28
0.847 2.39 0.861 2.51
2.28
X1/2
2.28
0.841 2.39 0.854 2.50 0.868 2.28
0.834 2.38 0.848 2.49 0.862 2.28
X 7/16
2.28
0.832 2.38 0.846 2.49 0.859 2.28 0.832 2.38
0.846 2.49 0.859 3.30
0.777
x 3/a
2.28
0.829 2.38 0.843 2.49 0.856 2.28 0.829 2.38 0.843 2.49 0.856 2.86
0.826 2.37 0.840 2.48 0.854 2.28 0.826 2.37 0.840 2.48 0.854 2.40
0.824 2.37 0.838 2.48 0.851 2.28 0.824 2.37 0.838 2.48 0.851 1.93
0.781
X 5/16 2.28
X 1/4
2.28
2L4x3 /2xV2
2.14
1
3
X /8
2.14
X 5 /16 2.14
0.874 2.28 0.847 2.39 0.861 2.51 0.874 5.43
0.841 2.39 0.854 2.50 0.868 4.61
0.834 2.38 0.848 2.49 0.862 3.75
0.802 2.33 0.819 2.16 0.882 2.28 0.893 2.40 0.904 3.50
0.795 2.33 0.813 2.16 0.876 2.27 0.888 2.39 0.899 2.68
0.775 2.23 0.792 2.33 0.810 2.16 0.874 2.26 0.885 2.38 0.896 2.25
0.773 2.22 0.790 2.32 0.807 2.15 0.871 2.26 0.883 2.37 0.894 1.82
0.784 2.23
0.778 2.23
X 1/4
2.14
5
2L4x3x /8
2.02
0.728 2.11
0.750 2.21
X1/2
2.02
0.721 2.11
0.743 2.20 0.765 2.09 0.925 2.21
3
2.03
1
0.774
0.774
0.776
0.779
0.783
0.716
0.719
0.721
0.723
0.773 2.10 0.930 2.22 0.938 2.36 0.945 3.99
0.631
0.933 2.34 0.940 3.25
0.633
0.715 2.11
0.736 2.20 0.757 2.08 0.920 2.20 0.928 2.32 0.936 2.49
0.636
X 5/16 2.03
0.712 2.11
0.638
X1/4
2.03
0.710 2.11
0.733 2.20 0.754 2.07 0.918 2.19 0.926 2.32 0.934 2.09
0.730 2.20 0.751 2.06 0.915 2.18 0.924 2.31 0.932 1.69
1
X /8
1
H
3
/8
Single Angle
Properties
Short Legs Vertical
0.639
1.99
0.838 2.10 0.854 2.21
0.869 1.99
0.838 2.10
0.854 2.21 0.869 3.27
0.679
X7/16 1.99
0.835 2.09 0.851 2.21
0.866 1.99
0.835 2.09
0.851 2.21 0.866 2.89
0.681
X 3/8
1.99
0.832 2.09 0.848 2.20 0.863 1.99
0.832 2.09
0.848 2.20 0.863 2.50
0.683
X 5 /16 1.99
0.829 2.09 0.845 2.20 0.860 1.99
0.829 2.09 0.845 2.20 0.860 2.10
0.685
X1/4
0.826 2.08 0.842 2.19 0.857 1.99
0.826 2.08 0.842 2.19 0.857 1.70
0.688
2L3 /2x3 /2X /2
1.99
2L31/2x3x1/2
1.85
0.780 1.94
0.801 2.05 0.822 1.88
0.892 2.00 0.904 2.13 0.915 3.02
0.618
X 7/16
1.85
0.776 1.94
0.889 1.99
0.901 2.12 0.912 2.67
X 3/8
0.620
0.622
1.85
0.773 1.94
0.797 2.05 0.818 1.88
0.794 2.05 0.814 1.88
0.885 1.99
0.898 2.11 0.910 2.32
X 5 /16 1.85
0.770 1.94
0.790 2.04 0.811 1.87
0.883 1.98
0.895 2.11 0.907 1.95
0.624
X 1/4
1.85
0.767 1.94
0.787 2.04 0.807 1.87
0.880 1.98
0.893 2.10 0.905 1.58
0.628
2L3 1/2X2 1/2X 1/2
1.75
0.938 1.95
0.750 1.81
0.933 1.93
X 5/16 1.76
0.746 1.80
0.930 1.92
0.946 2.08 0.953 2.76
0.941 2.07 0.949 2.12
0.939 2.06 0.947 1.79
0.532
1.75
0.706 1.83 0.732 1.93
0.698 1.83 0.724 1.93
0.695 1.83 0.720 1.92
0.759 1.82
X 3 /8
X1/4
0.693 1.83
0.717 1.92
0.742 1.80
0.928 1.92
0.937 2.05 0.944 1.45
0.541
1.76
Note: For compactness criteria, refer to the end of Table 1-7
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
0.535
0.538
DIMENSIONS AND PROPERTIES
1-106
1(
X— | —
ToKIo
//'rtn+ini ladl
(
[
X—
Double Angles
fl
g
—
X
-I
---to- , s
Properties
Y
'l
SLBB
LLBB
Radius of Gyration
in. 2
LLBB
SLBB
Separation, s, in.
Separation, s, in.
3
0
/8
3
/4
0
Qs
Qs
Area
Shape
SLBB
LLBB
Axis Y-Y
3/8
Angles Angles
in
SepaContact rated
3/4
rx
in.
Angles Angles
in
SepaContact rated
rx
in.
1
2L3x3x / 2
5.50
1.29
1.43
1.58
1.29
1.43
1.58
1.00
1.00
0.895 1.00
1.00
0.895
X 7/16
4.86
1.28
1.42
1.57
1.28
1.42
1.57
1.00
1.00
0.903 1.00
1.00
0.903
0.910
X 3 /g
4.22
1.27
1.41
1.55
1.27
1.41
1.55
1.00
1.00
0.910 1.00
1.00
X 5 /16
3.55
1.26
1.39
1.54
1.26
1.39
1.54
1.00
1.00
0.918 1.00
1.00
0.918
X1/4
2.87
1.25
1.38
1.52
1.25
1.38
1.52
1.00
1.00
0.926 1.00
1.00
0.926
X 3 /16
2.18
1.24
1.37
1.51
1.24
1.37
1.51
0.998 0.912 0.933 0.998 0.912 0.933
2L3x21/2X1/2
5.01
1.04
1.18
1.33
1.35
1.49
1.64
1.00
1.00
0.910 1.00
1.00
X 7/16
4.44
1.02
1.16
1.32
1.34
1.48
1.63
1.00
1.00
0.917 1.00
1.00
0.724
X3 /8
3.86
1.01
1.15
1.30
1.32
1.46
1.61
1.00
1.00
0.924 1.00
1.00
0.731
X 5 /16
3.25
1.00
1.14
1.29
1.31
1.45
1.60
1.00
1.00
0.932 1.00
1.00
0.739
X 1/4
2.64
1.27
1.30
1.44
1.58
1.00
1.00
0.940 1.00
1.00
0.746
X 3/16
2.00
0.991 1.12
0.980 1.11
1.25
1.29
1.42
1.57
1.00
0.912 0.947 0.998 0.912 0.753
0.718
2L3x2x 1/ 2
4.53
0.795 0.940 1.10
1.42
1.56
1.72
1.00
1.00
0.922 1.00
1.00
0.543
X 3/8
3.50
0.771 0.911 1.07
1.39
1.54
1.69
1.00
1.00
0.937 1.00
1.00
0.555
X 5 /16
2.96
0.760 0.897 1.05
1.38
1.52
1.67
1.00
1.00
0.945 1.00
1.00
0.562
X 1/4
2.40
1.37
1.51
1.66
1.00
1.00
0.953 1.00
1.00
0.569
X 3 /16
1.83
0.749 0.883 1.03
0.739 0.869 1.02
1.35
1.49
1.64
1.00
0.912 0.961 0.998 0.912 0.577
2L21/2x21/2X1/2
4.50
1.09
1.23
1.39
1.09
1.23
1.39
1.00
1.00
0.735 1.00
1.00
0.735
X 3/8
3.47
1.07
1.21
1.36
1.07
1.21
1.36
1.00
1.00
0.749 1.00
1.00
0.749
X 5/16
2.93
1.05
1.19
1.34
1.05
1.19
1.34
1.00
1.00
0.756 1.00
1.00
0.756
X1/4
2.37
1.04
1.18
1.33
1.04
1.18
1.33
1.00
1.00
0.764 1.00
1.00
0.764
X 3/16
1.80
1.03
1.17
1.31
1.03
1.17
1.31
1.00
0.983 0.771 1.00
0.983 0.771
2L21/2x2x 3/ 8
3.11
0.815 0.957 1.11
1.13
1.27
1.42
1.00
1.00
0.766 1.00
1.00
0.574
X 5/16
2.64
0.804 0.943 1.10
1.12
1.26
1.41
1.00
1.00
0.774 1.00
1.00
0.581
0.782 1.00
1.00
0.589
X 1/4
2.14
0.794 0.930 1.08
1.10
1.24
1.39
1.00
1.00
X 3/16
1.64
0.784 0.916 1.07
1.09
1.23
1.38
1.00
0.983 0.790 1.00
0.983 0.597
2L21/2Xl 1/2X1/4
1.89
0.554 0.694 0.852 1.17
1.32
1.47
1.00
1.00
1.00
X 3/16
1.45
0.543 0.679 0.834 1.16
1.30
1.45
1.00
0.983 0.801 1.00
2L2x2x%
2.73
0.865 1.01
0.865 1.01
1.17
1.00
1.00
0.591 1.00
1.00
0.591
1.00
0.598
1.17
0.792 1.00
0.411
0.983 0.418
5
X /l 6
2.32
0.853 0.996 1.15
0.853 0.996
1.15
1.00
1.00
0.598 1.00
X 1/4
1.89
0.842 0.982 1.14
0.842 0.982
1.14
1.00
1.00
0.605 1.00
1.00
0.605
X 3/16
1.44
0.831 0.967 1.12
0.831 0.967
1.12
1.00
1.00
0.612 1.00
1.00
0.612
X 1/8
0.982 0.818 0.951 1.10
0.818 0.951
1.10
0.998 0.912 0.620 0.998 0.912 0.620
Note: For compactness criteria, refer to the end of Table 1-7
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-107
Table 1-15 (continued)
Double Angles
2L3-2L2
Properties
Flexural-Torsional Properties
Shape
Short Legs Vertical
Back to Back of Angles, in.
Back to Back of Angles, in.
Area,
3
A
rz
in. 2
in.
3
0
r0
H
r0
0
3/4
/8
H
r0
H
r
o
1
2L3x3x /2
1.71
0.842 1.82
X7/16
1.71
0.838 1.82
0.861 1.94 0.878 1.71
0.857 1.94 0.874 1.71
X 3 /8
1
Single Angle
Properties
Long Legs Vertical
H
r0
3
/8
H
r0
/4
H
0.842 1.82
0.861 1.94 0.878 2.75
0.580
0.857 1.94 0.874 2.43
0.580
1.71
0.834 1.81
0.853 1.93
0.870 1.71
0.838 1.82
0.834 1.81
0.853 1.93 0.870 2.11
0.581
X 5 /16 1.71
0.830 1.81
0.849 1.93
0.866 1.71
0.830 1.81
0.849 1.93 0.866 1.78
0.583
X1/4
1.71
0.827 1.81
0.845 1.92
0.863 1.71
0.827 1.81
0.823 1.80
0.842 1.91
0.859 1.71
0.823 1.80
0.845 1.92 0.863 1.44
0.842 1.91 0.859 1.09
0.585
X 3 /16 1.71
0.586
0.516
1
1.57
0.774 1.66
0.800 1.78
0.824 1.61
0.905 1.73
0.918 1.86 0.929 2.51
x 7/ie 1.57
0.769 1.66
0.795 1.77
0.516
0.790 1.77
0.785 1.76 0.810 1.59
0.893 1.71
0.911 1.85 0.923 1.93
0.907 1.84 0.920 1.63
0.517
X 5/16 1.57
0.764 1.66
0.760 1.66
0.901 1.72
0.897 1.72
0.914 1.85 0.926 2.22
x 3/s
0.819 1.60
0.815 1.60
0.518
X 1/4
1.57
0.756 1.66
0.781 1.76
0.890 1.70
0.904 1.83 0.917 1.32
0.520
X 3/16 1.57
0.753 1.65
0.778 1.75
0.806 1.59
0.802 1.58
0.887 1.70
0.901 1.82 0.914 1.00
0.521
2L3x2 /2X / 2
1.57
2L3x2x1/ 2
1.47
0.684 1.55
0.717 1.66
0.751 1.55
0.425
1.48
0.675 1.55
0.707 1.65
0.739 1.54
0.955 1.69
0.949 1.67
0.962 1.83 0.968 2.26
X 3 /8
0.957 1.81 0.963 1.75
0.426
0.954 1.80 0.961 1.48 0.428
0.952 1.79 0.959 1.20 0.431
0.950 1.78 0.957 0.917 0.435
X 5 /16 1.48
0.671 1.56
0.702 1.65
0.734 1.53
0.946 1.66
X1/4
1.48
0.668 1.56
0.698 1.65
0.944 1.65
X 3/l6
1.49
0.666 1.55
0.695 1.64
0.730 1.52
0.726 1.52
0.941 1.64
2L2 1/2x2 1/2X1/2
1.43
0.850 1.54 0.871 1.67
0.890 1.43
0.850 1.54
0.871 1.67 0.890 2.25
X 3/8
1.42
0.839 1.53
0.861 1.65
0.881 1.42
0.839 1.53
0.861 1.65 0.881 1.73
0.481
X 5/16 1.42
0.834 1.53
0.856 1.65
0.876 1.42 0.834 1.53
0.481
0.829 1.52 0.852 1.64 0.872 1.42 0.829 1.52
0.856 1.65 0.876 1.46
0.852 1.64 0.872 1.19
0.825 1.52 0.847 1.63
0.847 1.63 0.868 0.901 0.482
X1/4
1.42
X3 /16 1.42
2L2 1/2x2x 3/8
0.868 1.42 0.825 1.52
0.481
0.482
1.29
0.754 1.38
0.786 1.49
0.817 1.32 0.913 1.45
0.927 1.59 0.939 1.56
0.419
X 5 /16 1.29
0.748 1.38
0.781 1.49
0.812 1.32 0.909 1.44
0.420
1.29
0.744 1.38
0.775 1.49
0.806 1.32
0.904 1.43
0.923 1.58 0.936 1.32
0.920 1.57 0.933 1.07
X 3/16 1.29
0.740 1.38
0.771 1.48
0.801 1.31
0.901 1.43
0.916 1.56 0.929 0.818 0.426
X 1/4
0.423
2L2 1/2Xl 1/2X 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
X 3 /l6
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
2L2x2x 3/8
1.14
X 5/16 1.14
0.847 1.25
0.841 1.25
0.874 1.38 0.897 1.14 0.847 1.25
0.868 1.37 0.891 1.14 0.841 1.25
X 1/4
0.835 1.24 0.862 1.37
0.886 1.13
X 3 /16 1.13
0.830 1.24
0.857 1.36
0.882 1.13
0.830 1.24 0.857 1.36 0.882 0.722 0.389
X1/8
0.826 1.23
0.853 1.35
0.877 1.13
0.826 1.23
1.13
1.13
0.874 1.38 0.897 1.37
0.386
0.868 1.37 0.891 1.16
0.386
0.835 1.24 0.862 1.37 0.886 0.944 0.387
0.853 1.35 0.877 0.491 0.391
Note: For compactness criteria, reter to the end of Table 1-7
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-108
f
I
Table 1-16
X -----
2C Shapes
Properties
_»I „ 3
2C SHAPES
Shape
2C15x50
—X
r
Area,
A
Axis Y-Y
Axis
Separation, s, in.
X-X
3
0
3
/8
/4
G
1
S
r
Z
/
$
r
Z
/
S
r
Z
in.2
in. 4
in. 3
in.
in.3
in.4
in.3
in.
in. 3
in.4
in.3
in.
in.3
29.4
40.7
11.0
1.18
30.7
50.5
12.9
1.31
36.2
62.4
15.3
1.46
41.7
5.24
22.9
40.2
10.9
1.31
27.3
49.6
5.44
35.1
9.78
1.33
22.7
43.1
1.45
1.47
31.7
19.0
12.7
11.4
26.4
5.63
x40
23.5
32.6
9.25
1.18
x33.9
19.9
28.5
8.38
1.20
in.
2012x30
17.6
18.2
5.75
1.02
15.1
23.3
6.94
1.15
18.4
29.6
8.36 1.30
21.7
4.29
x25
14.7
15.6
5.11
1.03
12.1
19.8
6.12
1.16
14.9
25.0
7.32 1.31
17.6
4.43
x20.7
12.2
13.6
4.64
1.06
10.0
17.2
5.51
1.19
12.3
21.7
6.55 1.34
14.6
4.61
2010x30
17.6
15.3
5.04
0.931 15.3
20.2
6.27
1.07
18.6
26.3
7.73 1.22
21.9
3.42
x25
14.7
12.3
4.25
0.914 11.8
16.2
5.27
1.05
14.5
21.1
6.48 1.20
17.3
3.52
x20
11.7
9.91
3.62
0.918
8.84 13.0
4.44
1.05
11.0
16.9
5.43 1.20
13.2
3.66
x15.3
8.96
8.14
3.13
0.953
6.69 10.6
3.80
1.09
8.37 13.7
4.59 1.23
10.0
3.87
209x20
11.7
8.80
3.32
0.866
8.76 11.8
4.15
1.00
11.0
15.6
5.15 1.15
13.2
3.22
x15
8.81
6.86
2.76
0.882
6.25
9.10
3.41
1.02
4.19 1.17
9.55 3.40
x13.4
7.88
6.34
2.61
0.897
5.59
8.39
3.20
1.03
7.90 12.0
7.07 11.0
3.92 1.18
8.55 3.49
208x18.7
7.46
2.95
0.823
8.12 10.2
3.75
0.962 10.2
13.7
4.71 1.11
x13.7
11.0
8.07
5.51
2.35
0.826
5.49
7.47
2.95
0.962
7.00 10.0
3.68 1.11
12.3 2.82
8.52 2.99
>11.5
6.74
4.82
2.13
0.846
4.57
6.50
2.66
0.982
5.83
8.66
3.29 1.13
7.10 3.11
207x14.7
8.66
5.18
2.25
0.773
5.94
7.21
2.90
0.912
7.57
9.85
3.68 1.07
9.19 2.51
x12.2
7.19
4.30
1.96
0.773
4.69
5.97
2.51
0.911
6.04
8.14
3.17 1.06
7.39 2.60
x9.8
5.73
3.59
1.72
0.791
3.69
4.95
2.17
0.929
4.76
6.72
2.73 1.08
5.84 2.72
206x13
7.63
4.11
1.91
0.734
5.13
5.85
2.50
0.876
3.21 1.03
7.99 2.13
6.15
3.26
1.60
0.728
3.86
4.63
2.08
0.867
6.56
5.02
8.13
x10.5
6.43
2.67 1.02
x8.2
4.78
2.63
1.37
0.741
2.93
3.72
1.76
0.881
3.82
5.14
2.24 1.04
6.17 2.22
4.72 2.34
5.28
2.45
1.30
0.682
3.22
3.59
1.73
0.824
4.21
5.09
2.25 0.982
5.20 1.83
x6.7
3.93
1.86
1.06
0.688
2.36
2.71
1.40
0.831
3.09
3.84
1.81 0.989
3.83 1.95
204x7.2
4.26
1.75
1.02
0.641
2.52
2.63
1.38
0.786
3.32
4.12 1.47
0.783
2.45
3.81
2.82
1.82 0.946
1.10
1.44 0.943
3.05 1.56
1.05
0.820
2.47
2.66
1.36 0.981
2.98 1.63
205x9
x5.4
3.16
1.29
0.812 0.637
1.86
1.94
x4.5
2.76
1.25
0.789 0.673
1.95
1.86
203x6
3.52
1.33
0.833 0.614
2.12
2.06
1.15
0.764
2.78
3.03
1.54 0.927
3.44 1.08
>(5
2.94
1.05
0.699 0.597
1.65
1.63
2.20
2.43
1.30 0.909
>c4.1
2.41
0.842 0.597 0.591
1.43
1.32
0.969 0.746
0.827 0.741
1.88
1.97
1.10 0.905
2.75 1.12
2.33 1.17
x3.5
2.18
0.766 0.558 0.593
1.37
1.20
0.772 0.743
1.78
1.80
1.03 0.908
2.19 1.20
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-109
Table 1-17
II
2MC Shapes
11
JL
Properties
2MC18-2MC6
Axis Y-Y
Shape
Axis
Area,
Separation, s, in.
A
3
0
X-X
3
/8
/4
/
$
r
Z
/
S
r
Z
1
S
r
Z
in. 2
in. 4
in. 3
in.
in. 3
in. 4
in. 3
in.
in. 3
in. 4
in. 3
in.
in. 3
rx
in.
34.1
60.6
14.4
1.33
37.5
72.8
16.6
1.46
43.9
87.5 19.1
1.60
50.3
6.29
X51.9 30.5
55.0
13.4
1.34
32.7
65.9
15.4
1.47
1.61
44.1
6.40
x45.8 26.9
x42.7 25.1
50.1
12.5
1.36
28.3
14.3
1.49
6.56
12.1
1.38
26.4
13.8
1.51
31.1
67.9 15.7
1.63
1.64
38.4
47.8
59.8
57.0
38.4 79.0 17.6
33.4 71.4 16.3
35.8
6.65
2MC13x50
29.4
60.7
13.8
1.44
37.0
72.5
15.8
1.57
42.5
86.3 18.0
1.71
48.0
4.62
x40
23.5
49.1
11.7
1.45
28.0
58.4
13.4
1.58
32.4
69.4 15.2
1.72
36.8
4.82
x35
20.6
44.3
10.9
1.47
24.2
52.6
12.3
1.60
28.1
62.3 14.0
1.74
31.9
4.95
x31.8 18.7
41.5
10.4
1.49
22.1
49.2
11.7
1.62
25.6
58.2 13.3
1.76
29.1
5.06
45.4
2MC18x58
2MC12x50
29.4
67.2
16.2
1.51
39.9
79.8
18.5
4.28
59.9
14.9
1.51
34.6
71.1
16.9
39.6
94.5 20.9
84.1 19.2
50.9
26.4
1.65
1.64
1.79
x45
1.79
44.5
4.36
x40
23.5
53.7
13.8
1.51
30.1
63.7
15.6
1.65
34.6
75.3 17.7
1.79
4.46
x35
20.5
48.0
12.7
1.53
26.0
56.8
14.4
1.66
29.9
67.1 16.2
1.81
39.0
33.7
x31
18.2
44.0
12.0
1.55
24.1
52.1
13.5
1.69
27.5 61.4 15.2
1.83 30.9
4.71
x10.6c 6.20
1.21
0.804 0.441
2.07
2.05
1.21
0.575
3.23
3.33 1.78
0.733
4.40
4.23
2MC10x41.1 24.2
60.0
33.6
70.7
15.7
1.71
1.85
42.6
3.60
1.58
26.3
58.2
13.6
1.72
38.1
30.0
83.1 17.7
49.5
13.9
12.1
1.58
x33.6 19.7
68.3 15.3
1.86 33.7
3.75
x28.5 16.7
43.5
11.0
1.61
22.2
51.1
12.3
1.75
25.3
59.8 13.8
1.89
28.5
3.88
2MC10x25
14.7
1.38
16.7
33.6
9.36
1.51
19.5
40.4 10.7
1.66
22.2
3.87
12.9
27.8
25.4
8.18
x22
7.67
1.40
16.6
30.7
8.76
1.54
19.0
36.8 10.0
1.69
21.4
3.98
2MC10x8.4c
4.91
1.05
0.700 0.462
1.03
0.596
2.62
2.79 1.49
0.753
3.54
3.61
3.90
0.414
0.354 0.326
1.70
0.947
1.75
x6.5c
0.835 0.615 0.463
1.68
1.53 0.990 0.626
2.41
3.43
2MC9x25.4 14.9
29.2
8.34
1.40
17.6
35.2
9.53
1.53
20.4
42.2 10.9
1.68
23.2
3.43
X23.9 14.0
27.8
8.05
1.41
16.5
33.4
9.19
1.54
19.1
40.1 10.5
1.69
21.8
3.48
2MC8x22.8 13.4
27.7
7.91
1.44
16.3
33.2
9.01
1.58
18.9
39.7 10.2
1.72
21.4
3.09
x21.4 12.6
26.3
7.63
1.45
16.0
31.6
8.68
1.59
18.4
37.7
9.86
1.73
20.7
3.13
11.8
17.1
5.66
1.21
12.0
21.2
14.2
26.2
7.70
1.49 16.4
3.05
16.2
5.45
1.21
11.2
20.1
6.61
6.35
1.34
X18.7 11.0
1.35
13.3
24.8
7.39
1.50 15.4
3.09
5.00
2.16
1.15
0.658
2.53
3.14
1.52
0.793
3.47
4.47 1.99
0.946
4.40
3.05
2MC7x22.7 13.3
29.0
8.06
1.47
17.1
34.7
9.16
1.61
19.6
41.3 10.4
1.76
22.1
2.67
1.50
16.2
30.0
8.25
1.64
18.3
35.7
9.34
1.78
20.4
2.77
1.68
1.62
18.2
35.3
9.11
1.83
20.1
2.37
14.0
28.1
7.24
1.77 15.6
2.38
2MC8x20
2MC8x8.5
X19.1 11.2
2MC6x18
X15.3
c
4.59
25.1
7.27
10.6 25.0
8.97 19.7
7.13
1.54
16.2
29.8
8.07
5.63
1.48
12.3
23.6
6.39
Shape is slender for compression with Fy = 36 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-110
11
Table 1-17 (continued)
11
2MC Shapes
JL
Properties
2MC6-2MC3
Axis Y-Y
Shape
Area,
A
in. 2
Axis
X-X
Separation, s, in.
3
0
3
/8
/4
/
S
r
Z
/
S
r
Z
/
S
r
Z
in. 4
in. 3
in.
in. 3
in. 4
in. 3
in.
in. 3
in. 4
in. 3
in.
in. 3
G
in.
2MC6x16.3
9.58 15.8
5.26
1.28
11.4
19.4
6.10
1.42
13.2
23.8
7.05
1.58 15.0
2.33
x15.1
8.88 14.8
5.02
1.29
11.4
18.2
5.82
1.43
13.1
22.3
6.71
1.58 14.7
2.37
7.21
2.89
1.01
6.01
9.32
3.47
1.15
7.34 11.9
4.15
1.30
8.66
2.30
2MC6x12
7.06
4.18
2.25
1.20
0.734
2.46
3.19
1.55
0.873
3.24
4.41 1.96
1.03
4.03
2.34
3.89
2.15
1.16
0.744
2.42
3.04
1.49
0.883
3.15
4.20 1.89
1.04
3.88
2.38
2MC4x13.8
8.06 10.1
4.03
1.12
8.90
12.9
4.81
1.27
10.4
1&3
1.42 11.9
1.48
2MC3x7.1
4.22
1.62
0.862
3.74
4.31
2.03
1.01
4.53
5.79 2.50
1.17
1.14
2MC6x7
x6.5
3.13
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
5.68
5.32
DIMENSIONS AND PROPERTIES
1-111
Table 1-18
Weights of Raised- Pattern
Floor Plates
Gauge No.
Wt.,
Ib/ft 2
Nominal
Thickness,
in.
Wt.,
Ib/ft 2
Nominal
Thickness,
in.
Note: Thickness is measured near the edge of the plate, exclusive of raised pattern.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-112
Y
—
x-j
Table 1-19
W Shapes with
Cap Channels
'L mA
k>
Properties
Y
Axis X-X
Wt.
Area
/
n
Channel
Total
ii
W-Shape
Total
r
Ib/ft
in.2
in. 4
in.3
in.3
in.
MC18x42.7
193
56.8
12000
553
831
14.6
C15x33.9
184
54.2
11500
546
764
14.6
MC18x42.7
184
54.1
10000
13.6
175
51.5
9580
490
484
750
C15x33.9
689
13.6
MC18x42.7
161
47.2
8280
400
656
13.2
015x33.9
152
44.6
7900
395
596
13.3
MC18x42.7
159
46.8
6900
365
150
44.1
6590
360
598
544
12.1
015x33.9
MC1 8x42.7
142
304
533
133
41.6
39.0
5830
015x33.9
5550
300
481
11.8
11.9
W27x94
015x33.9
128
37.6
4530
268
435
11.0
W27x84
015x33.9
118
34.7
4050
237
403
10.8
W24x84
015x33.9
118
34.7
3340
217
367
9.82
012x20.7
105
30.8
3030
211
302
9.92
015x33.9
102
30.0
2710
9.51
88.7
26.1
2440
173
168
321
012x20.7
258
9.67
W36x150
W33x141
W33x118
W30x116
W30x99
W24x68
W21x68
W21x62
W18x50
W16x36
W14x30
W12x26
.
12.2
015x33.9
102
30.0
2180
156
287
8.52
012x20.7
88.7
26.1
1970
152
232
8.67
015x33.9
95.9
28.2
2000
142
272
8.41
012x20.7
82.7
24.3
1800
138
218
8.59
015x33.9
83.9
24.6
1250
100
211
7.12
012x20.7
70.7
20.7
1120
97.3
166
7.35
015x33.9
012x20.7
69.9
20.5
748
64.5
160
6.04
56.7
16.6
670
62.8
123
6.34
012x20.7
50.7
14.9
447
46.7
98.1
5.47
010x15.3
45.3
13.3
420
46.0
84.5
5.61
012x20.7
46.7
13.7
318
36.8
82.1
4.81
010x15.3
41.3
12.1
299
36.3
70.5
4.96
Note: Compactness criteria not addressed in this table.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-113
Table 1-19 (continued)
W Shapes with
Cap Channels
*1
Properties
Axis X-X
Axis Y-Y
y>
y2
Z
yP
/
S
r
z
in.
in.
in. 3
in.
in.4
in.3
in.
in. 3
21.8
21.1
14.5
738
28.0
824
91.5
3.81
146
15.1
716
25.9
584
77.9
3.28
122
MC18x42.7
20.4
13.3
652
27.0
800
88.9
3.85
142
C15x33.9
19.8
13.9
635
24.9
561
74.8
3.30
118
MC18x42.7
20.7
12.6
544
27.8
741
126
20.0
13.3
529
25.5
502
82.3
66.9
3.96
C15x33.9
3.35
102
MC18x42.7
18.9
11.5
492
26.1
718
79.8
3.92
124
015x33.9
18.3
12.1
480
23.8
479
63.8
3.29
100
MC18x42.7
19.2
10.9
412
26.4
682
75.8
4.05
114
015x33.9
18.5
11.5
408
24.4
442
59.0
3.37
89.4
W27x94
015x33.9
16.9
10.4
357
23.6
439
58.5
3.41
89.6
W27x84
015x33.9
17.1
10.0
316
23.9
420
56.0
3.48
83.9
W24x84
015x33.9
15.4
9.10
286
21.6
409
54.5
3.43
83.4
012x20.7
14.3
10.0
275
18.5
223
37.2
2.69
58.2
015x33.9
15.7
8.46
232
21.7
385
75.3
14.5
9.49
224
19.2
199
51.3
33.2
3.58
012x20.7
2.76
50.1
015x33.9
13.9
7.59
207
19.3
379
50.6
3.56
75.1
012x20.7
12.9
8.49
200
17.6
194
32.3
2.72
50.0
015x33.9
012x20.7
14.1
7.33
189
19.4
372
49.6
3.63
72.5
13.0
8.26
183
18.1
186
31.1
2.77
47.3
015x33.9
12.5
5.92
133
16.9
354
47.3
3.79
67.3
012x20.7
11.5
6.76
127
16.1
169
28.2
2.85
42.2
W-Shape
W36x150
W33x141
W33x118
W30x116
W30x99
W24x68
W21x68
W21x62
W18x50
W16x36
W14x30
W12x26
Channel
MC18x42.7
C1 5x33.9
015x33.9
11.6
4.67
86.8
15.2
339
45.2
4.06
61.6
012x20.7
10.7
5.47
83.2
14.6
153
25.6
3.04
36.4
012x20.7
9.57
4.55
62.0
12.9
149
24.8
3.16
34.6
010x15.3
9.11
4.97
60.3
12.6
86.8
17.4
2.55
24.9
012x20.7
8.63
3.87
48.2
11.6
146
24.4
3.27
33.7
010x15.3
8.22
4.24
47.0
11.3
84.5
16.9
2.64
24.1
Note: Compactness criteria not addressed in this table.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DIMENSIONS AND PROPERTIES
1-114
I
//
i
1
Table 1-20
s Shapes with
Cap Channels
k
Properties
Axis X-X
Channel
Total
Area
ii
S-Shape
Total
Wt.
r
Ib/ft
in.2
in.4
in.3
in.3
in.
/
*4
S24x80
C12x20.7
C10x1 5.3
101
95.3
29.5
27.9
2750
2610
191
188
278
252
9.66
9.67
S20x66
C12x20.7
C10x15.3
86.7
81.3
25.5
23.9
1620
1530
132
129
202
181
7.97
8.00
S15x42.9
C10x15.3
08x11.5
58.2
54.4
17.1
16.0
615
583
65.7
64.7
105
93.9
6.00
6.04
S12x31.8
010x15.3
08x11.5
47.1
43.3
13.8
12.7
314
297
40.2
39.6
71.2
63.0
4.77
4.84
S10x25.4
010x15.3
08x11.5
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, INC.
DIMENSIONS AND PROPERTIES
1-115
Table 1-20 (continued)
___
S Shapes with
Cap Channels
™
Properties
Axis X-X
S-Shape
Channel
Axis Y-Y
n
y2
Z
yP
/
S
r
Z
in.
in.
in. 3
in.
in.4
in. 3
in.
in.3
S24x80
C12x20.7
C10x15.3
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
S20x66
012x20.7
010x15.3
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
S15x42.9
010x15.3
08x11.5
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
S12x31.8
010x15.3
08x11.5
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
S10x25.4
010x15.3
08x11.5
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, INC.
DIMENSIONS AND PROPERTIES
1-116
Table 1-21
Crane Rails
Dimensions and Properties
T13'/< Rad.
*
of g*
¥« Rad.
* ------J 1 3 *
m
n
ASCE CRANE RAILS
3 (approx.)
Bars can be
sheared off
13*
¥2 Rad.
---------113*
% Rad. *
m
¥4 Rad. v
ASTM PROFILE 104
-
___ /13‘
m
ASTM PROFILE 135
4 */» (approx.)
1 12*
'/« Rad.
12*
2 Rad.
% Rad.
-----------
m
12*
<
"O
4-*
CO
O>
m
o
s
1—
<
s
o
Axis X-X
Web
Head
n
c
r
t
h
R
in.
in.
in.
in.
in.
in.
in.
in.
in.
in.
30
3 1/a
1 2 5 /64
3 1/s
17
1 11/l6
12
21
/64 1
23
40
1
3 /2
1
71
/128
1
3 /2
5
25
/64 1 5 5 /64
50
3 7/8
1 2 3 /32
378
11
2 1/16
60
1
4 /4
115
1
70
5
4 /e
2 3 /64
80
5
2 3/ l 6
Ib/yd
3
1
/64
732
17s
/16
1
2 1/8
4 /4
49
/64
9
/32
5
4 /8
13
/16
9
/32
5
7s
19
3
/64
19
/32
5
/8
y
in.2
in.4
in. 3
in.3
in.
3.00
4.10 2.55
—
—
12
3.94
6.54 3.59
12
4.90
10.1
3.89 1.68
—
1.88
5.93
14.6 6.64
/32 12
12
716
3
2 /8
12
31
/64 2
2716
12
33
/64 2 1 5 /32
12
6.81
2 1/2
12
35
/64 2 %
12
7.86
/64
9
2 /l6
12
9
/l6
2 3 /4
12
9
1 1/16
1
2 1 /2
12
5 /l6
1
1 /l6
15
/32
37i6
14
1 /4
2
85
5 /l6
2
/64
5 /l6
100
5 3 /4
2 6 5 /l28
5 3 /4
31
104
5
2 7/ l 6
5
15
11
12
57
3
17
/128
/32
3
/4
/64
/2
17
/64
S
/
Base
m
Head
b
Area
LU
o
Base
Gage, g
CD
Lj
ASTM PROFILE 175
Depth, d
Classification
TYPE
ASTM PROFILE 171
wt.
2«/«
Rad.
I 12*
12
5.10
7.12
2.05
19.7 8.19
8.87
2.22
26.4 10.1
11.1
2.38
/l6
3
2 /4
12
8.33
30.1 11.1
12.2
2.47
/l6
2 5 /64
12
9.84
44.0 14.6
16.1
2.73
3 1/2 10.3
29.8 10.7
13.5
2.21
12
13.3
50.8 17.3
18.1
2.81
1
2716
1
13
135
5 /4
2
171
6
2 5 /8
6
1 1 /4
5
/a
4.3
Flat
1 1/4
2 3 /4
Vert. 16.8
73.4 24.5
24.4
3.01
175
6
2 2 1 /32
6
1 9 /64
1
/2
4 1/4
18
1 1/2
3764
Vert. 17.1
70.5 23.4
23.6
2.98
/32
/16
A M E R I C A N INSTITUTE OF STEEL CONSTRUCTION, I N C .
DIMENSIONS AND PROPERTIES
1-117
Table 1-22
ASTM A6 Tolerances for W Shapes
and HP Shapes
T'
T'
T
Permissible Cross-Sectional Variations
A
Nominal
B
Depth at Web Centerline, in.
Flange Width, in.
Depth, in.
Over
Under
Over
Vs
1
/B
1
/4
3
1
1
1
3
To 12, incl.
Over 12
/8
/8
/4
Ea
Flanges Out
of Square,
Max. in.
Under
Web Off
Center, in.
V4
/l6
3
5
/l6
/l6
3
C, Max.
Depth at any
Cross-Section
over Theoretical
Depth, in.
v4
/l6
1
/4
/l6
Permissible Variations in Length
Variations from Specified Length for Lengths Given, in.
b
Nominal Depth , in.
30 ft and Under
Over
Over 30 ft
Over
Under
3
Beams 24 in. and under
Beams over 24 in.
/8 plus /ie for each additional
3
%
/8
1
1
%
5 ft or fraction thereof
1
/ 2 plus
for each additional 5 ft or
/2
/2
All columns
Under
1
1
/2
fraction thereof
0
Mill Straightness Tolerances
Sizes
Length
Permissible Variation from Straight, in.
Camber
Flange width equal to
1/8
All
or greater than 6 in.
Flange width less
All
than 6 in.
Sweep
i/ 8 in. x
jn
x
(total W M )
(totall n9 t M )
;0
1/ 8 j n
x
(total length, ft)
5
Certain sections with a
flange width approx,
45 ft and under
Vsin.x
with 3/8 in. max.
equal to depth &
specified on order
as columnsd
Over 45 ft
3
/8 in. + [ 1/8 in. x
(l?
s
5)]
Other Permissible Rolling Variations
Area and Weight
Ends Out of Square
± 2.5 percent theoretical or specified amount.
1
/64 in., per in. of depth, or of flange width if it is greater than the depth.
a
Variation of 5/t6 in. max. for sections over 426 Ib/ft.
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. For tolerance on induced camber and sweep, see Code of Standard Practice Section 6.4.4.
d
Applies only to W8x31and heavier, W10x49 and heavier, W12x65 and heavier, W14x90 and heavier, HP8x36, HP10x57, HP12x74
and heavier, and HP14x102 and heavier. If other sections are specified on the order as columns, the tolerance will be subject to
negotiation with the manufacturer.
b
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1-118
DIMENSIONS AND PROPERTIES
Camber
Sweep
Camber
Sweep
—b-
Horizontal surface
I
S SHAPES and M SHAPES
W SHAPES
Camber
Sweep
Camber
Horizontal surface
/
CHANNELS
V
ANGLES
Figure 1-1. Positions for Measuring Straightness.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
TEES
1-119
DIMENSIONS AND PROPERTIES
Table 1-23
ASTM A6 Tolerances for S Shapes
M Shapes, and Channels
y2 B
T'
*Back of square and centerline of web to be parallel when measuring “out-of-square”
Permissible Cross-Sectional Variations
Nominal
Shape
A*
B
Depth, in.
Flange Width, in.
Depth, in.
Over
Under
/32
1
/16
1
/8
1
1
/8
%2
%2
%2
%6
V8
3
/32
1
/16
1
/u
1
1
/8
%2
V8
%2
3
/l6
1
v8
3
Under
Over
3 to 7, incl.
Over 7 to 1 4,
S shapes and
3
incl.
M shapes
Flanges Out
of Square,
per in. of B, in.
E
Web Off
Center, in.
/8
V32
3
/l6
Over 14 to 24,
incl.
3 to 7, incl.
Over 7 to 14,
Channels
incl.
Over 14
/s
/8
V32
—
/l6
Permissible Variations in Length
Variations from Specified Length for Lengths Given0 , in.
Shape
All
5 to 10 ft,
10 to 20 ft,
20 to 30 ft,
Over 30 to
Over 40 to
exci.
excl.
incl.
40 ft, incl.
65 ft, incl.
2V 4
3
i
3
1 /4
Over 65 ft
2 /4
1
Mill Straightness Tolerances'
1
/8 in. x
Camber
Due to the extreme variations in flexibility of these shapes, permitted variations for sweep are
Sweep
subject to negotiation between the manufacturer and purchaser for the individual sections
involved.
Other Permissible Rolling Variations
Area and Weight
± 2.5 percent theoretical or specified amount.
Ends Out of Square
S Shapes, M Shapes and Channels Ve4 in., per in. of depth.
— Indicates that there is no requirement.
a
A is measured at center line of web for beams 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 . For tolerance on induced camber and sweep, see Code of Standard Practice Section 6.4.4.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1-120
DIMENSIONS AND PROPERTIES
Table 1-24
ASTM A6 Tolerances for WT,
MT, and ST Shapes
____________________________________
P ermissible 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.
Depth of Shape from which
Variations in Depth A, Over and Under
Tee is Split, in.
To 6, excl.
1
6 to 16, excl.
3
/8
/l6
16 to 20, excl.
1
20 to 24, excl.
5
24 and over
3
/4
/l6
/8
The above variations in depths of tees include the permissible variations in depth for the beams before splitting
Mill Straightness Tolerances3
Camber and Sweep
y 8 in x
(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 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 Code of Standard Practice Section 6.4.4.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1-121
DIMENSIONS AND PROPERTIES
Tatile 1-25
ASTM A6 T(>ler ances for Angles,
Str u d tural S ize
B
B►
Permissible Cross-Sectional Variations
Shape
Out of Square
Leg Size, in.
Size*, in.
per in. of B, in.
Under
Over
1
/8
3
Over 4 to 6, incl.
1
/8
1
/8
Over 6
3
/l6
1
/8
3 to 4, incl.
Angles
T
B
Nominal Leg
/32
3
/l28 b
Permissible Variations in Length
Variations Over Specified Length for Lengths Given0, in.
5 to 10 ft, excl.
10 to 20 ft, excl.
20 to 30 ft, incl.
1
1
3
Over 30 to 40 ft, incl. Over 40 to 65 ft, incl.
1 /4
1 /2
2 1/4
2 3 /4
Mill Straightness Tolerances11
/8 in. x (total te5n9th,ft) , applied to either leg
1
Camber
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.
Other Permissible Rolling Variations
± 2.5 percent theoretical or specified amount.
Area and Weight
3
Ends Out of Square
/i28 in. per in. of leg length, or 11/2 degrees. Variations based
on the longer leg of unequal angle.
a
For unequal leg angles, longer leg determines classification.
/i 28 in. per in. = 1 1/2 degrees.
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. For tolerance on induced camber and sweep, see Code of Standard Practice Section 6.4.4.
b 3
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1-122
DIMENSIONS AND PROPERTIES
Table 1-26
ASTM A6 Tolerances for Angles,
Bar Sizea
Permissible Cross-Sectional Variations
Variations in Thickness for Thicknesses Given,
Specified Leg
Over and Under, in.
Size1*, in.
B
T
Leg Size,
Out of Square
Over and Under,
per Inch of B,
in.
in.
/w and Under
Over 3/ 16 to 3/e incl.
Over 3 / B
1 and Under
0.008
0.010
—
Over 1 to 2, incl.
0.010
0.010
0.012
3
Over 2 to 3, excl.
0.012
0.015
0.015
1
3
V32
/«
w
/16
Permissible Variations in Length
Variations Over Specified Length for Lengths Given*1, in.
Section
All bar-size angles
5 to 10 ft,
10 to 20 ft,
20 to 30 ft,
Over 30 to 40 ft,
40 to 65 ft,
excl.
excl.
incl.
incl.
incl.
1
1
2
21/ 2
%
1 /2
Mill Straightness Tolerancese
Camber
Sweep
V4 in. in any 5 ft, or 1/ 4 in. x
9
5
’ } , applied to either leg
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.
Other Permissible Rolling Variations
Ends Out of
Square
3
/i28 in. per in. of leg length, or 1 1/ 2 degrees. Variations based on
the longer leg of unequal angle.
— Indicates that there is no requirement.
a
A member is “bar size” when its greatest cross-sectional dimension is less than 3 inches.
b
For unequal angles, longer leg determines classification.
c 3
/i28 in. per in. = V/2 degrees.
d
The permitted variation under the specified length is 0 in. for all lengths. There are no requirements for lengths over 65 ft.
e
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 Code of Standard Practice
Section 6.4.4.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1-123
DIMENSIONS AND PROPERTIES
Y
—I—
Table 1-27
Tolerances for Rectangular
and Square HSS
x. -j_.x
Y
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:
Largest Outside Dimension
Permissible Variation Over and
Across Flats, in.
Under Specified Dimensions315, in.
2V2 and under
0.020
Outside Dimensions
Over 2V2 to 31/2, incl.
0.025
Over 3V2 to 51/2, incl.
0.030
Over 51/2
1 percent3
HSS are commonly produced in random lengths, in multiple lengths, and in definite cut lengths. When
cut lengths are specified for HSS, the length tolerances shall be in accordance with the following table:
Length tolerance for specified cut lengths, in.
Length
Over 22 to 44 ft, incl.
22 ft and under
Under
Over
1
1
/4
/2
Under
Over .
3
1
/4
/4
ASTM A500 and ASTM A847 only: The tolerance for wall thickness exclusive of the weld area shall be
Wall Thickness
plus and minus 10 percent of the nominal wall thickness specified. The wall thickness is to be
measured at the center of the flat.
Weight
Mass
Straightness
ASTM A501 only: The weight of HSS, as specified in ASTM A501 Tables 4, 5, and 6, shall not be less
than the specified value by more than 3.5 percent.
ASTM A618 only: The mass shall not be less than the specified value by more than 3.5 percent.
The permissible variation for straightness shall be Vs in. times the number of ft of total length
divided by 5.
Squareness of Sides
Adjacent sides may deviate from 90 degrees by a tolerance of plus or minus 2 degrees 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
Maximum Twist per 3 ft and in
Longest Side, in.
Each Additional 3 ft, in.
1V2 and under
0.050
Over 1 V2 to 21/2, incl.
0.062
Over 2V2 to 4, incl.
0.075
Over 4 to 6, incl.
0.087
Over 6 to 8, incl.
0.100
Over 8
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 ends of the HSS, and calculating the difference in the measured heights of such corners.
a
The respective outside dimension tolerances include the allowances for convexity and concavity.
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
ASTM A500 HSS only: This value is 0.1 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.
b
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1-124
DIMENSIONS AND PROPERTIES
Table 1-28
Tolerances for Round HSS
and Pipe
ASTM A53
The weight as specified in ASTM A53 Table X2.2 and Table X2.3 or as calculated from the relevant
equation in ANSI/ASME B36.10M shall not vary by more than ±10 percent. Note that the weight
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
Thickness
For pipe 2 in. and over in nominal diameter, the outside diameter shall not vary more than ± 1 percent
from the standard specified.
The minimum wall thickness at any point shall not be more than 12.5 percent under the nominal wall
thickness specified.
ASTM A500 and ASTM A847
For HSS 1.900 in. and under in nominal diameter, the outside diameter shall not vary more than ± 0.5
percent, rounded to the nearest 0.005 in., from the nominal diameter specified.
Diameter*
For HSS 2.000 in. and over in nominal diameter, the outside diameter shall not vary more than
± 0.75 percent, rounded to the nearest 0.005 in., from the nominal diameter specified.
Thickness
The wall thickness at any point, excluding the weld seam of welded tubing, shall not be more than
10 percent under or over the nominal wall thickness specified.
ASTM A501 and ASTM A618
For HSS 1 1/2 inches 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.
Outside Dimensions
For round hot-formed HSS 2 in. and over in nominal size, the outside diameter shall not vary more than
± 1 percent from the specified diameter.
Weight
(A501 only)
Mass
(A618 only)
The weight of HSS, as specified in ASTM A501 Tables 4, 5, and 6, shall not be less than the specifie
value by more than 3.5 percent.
The mass of HSS shall not be less than the specified value by more than 3.5 percent. The mass
tolerance shall be determined from individual lengths or, for HSS 4 V2 in. and under in nominal size,
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 definite cut lengths.
When cut lengths are specified for HSS, the length tolerances shall be in accordance with the following
table:
Length tolerance for specified cut lengths, in.
Length
22 ft and under
Over 22 to 44 ft, incl.
Over
Under
Over
Under
1
1
3
1
/2
/4
/4
1
Straightness
a
/4
The permissible variation for straightness of HSS shall be /s in. times the number of ft of total length
divided by 5.
The outside diameter measurements shall be taken at least 2 in. from the end of the HSS.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1-125
DIMENSIONS AND PROPERTIES
Table 1-29
Rectangular Sheared Plates
Permissible Variations from Flatness
(Carbon Steel Only)
Variations from Flatness for Specified Widths, in.
Specified
Thickness,
To 36,
36 to 48,
48 to 60,
60 to 72,
72 to 84,
84 to 96,
96 to 108,
108 to 120,
in.
excl.
excl.
excl.
excl.
excl.
excl.
excl.
excl.
To 1/4, excl.
/l6
3
/4
15
/16
1 1/4
1 3/8
1 1 /2
1 5/8
1 3 /4
1
/2
5
/8
3
/4
15
/l6
1 1/8
1 1 /4
1 3/8
1 1/2
1
/2
9
/l6
5
/8
5
/8
3/4
7
/8
1
1 1 /8
7
/l6
1
/2
9
/l6
5
/e
5
/8
3
/4
1
1
7
/l6
1
/2
9
/l6
5
/8
5
/8
5
/8
3
/4
7
/8
3
/8
1
/2
1
/2
9
/l6
9
/l6
5
/8.
5
/8
5
/8
/l6
3
/8
7
/l6
1
/2
1
/2
1
/2
?2
9
3
/8
7
/l6
1
/2
1
/2
9
/l6
9
/l6
5
/8
3/4
/l6
1
1
/2
5
/8
11
3
7
7
9
3
1
/4 to /8,
excl.
/8 tO 1/2,
3
excl.
/2 tO 3/4,
1
excl.
3
/4 to 1,
excl.
1 to 2,
excl.
2 to 4,
5
excl.
4 to 6,
excl.
6 to 8,
7
excl.
/2
/l6
/4
/l6
/8
/8
Notes:
1. The longer dimension specified is considered the length, and permissible variations in flatness along the length should not exceed the
tabular amount for the specified width in plates up to 12 ft in length, or in any 12 ft for longer plates.
2. The flatness variations across the width should not exceed the tabular amount for the specified width.
3. When the longer dimension is under 36 in., the permissible variation should not exceed 1/4 in. When the longer dimension is from 36 to
72 in., inclusive, the permissible variation should not exceed 75 percent 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 percent 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.
Permissible Variations in Camber3 for Carbon Steel Sheared and Gas Cut Rectangular Plates
Maximum permissible camber, in. (all thicknesses) = Vs in. x
(total le n
5
2L
Permissible Variations in in Camber3 for High-Strength Low-Alloy and Alloy Steel Sheared,
Special-Cut, or Gas-Cut Rectangular Plates
Dimension, in.
Camber for Thicknesses and
Widths Given
Thickness
Width
To 2, incl.
All
y 8 in. x
To 30, incl.
3/1 6 in. x
Over 30 to 60, incl.
1/4 in x
( t o t a l l ength ftl
'
5
5
Over 2 to 15, incl.
a
(total lengtt1
5
’
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, INC.
1-126
DIMENSIONS AND PROPERTIES
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
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
USING THE 2005 AISC SPECIFICATION ...................................................................... 2-6
Load and Resistance Factor Design (LRFD) ............................................................... 2-6
Allowable Strength Design (ASD) ................................................................................. 2-7
DESIGN FUNDAMENTALS .............................................................................................. 2-7
Loads, Load Factors, and Load Combinations ............................................................. 2-8
Load and Resistance Factor Design
........................................................................ 2-8
Allowable Strength Design ........................................................................................ 2-9
Superposition of Loads in Load Combinations ...................................................... 2-9
Nominal Strengths, Resistance Factors, Safety Factors, and Available Strengths
Serviceability
. . 2-9
................................................................................................................ 2-10
Required Strength, Stability, Effective Length, and Second-Order Effects ............ 2-10
Simplified Determination of Required Strength ........................................................ 2-12
STABILITY BRACING ..................................................................................................... 2-13
Simple-Span Beams
..................................................................................................... 2-13
Beam Ends Supported on Bearing Plates .................................................................... 2-13
Beams and Girders Framing Continuously Over Columns ....................................... 2-15
PROPERLY SPECIFYING MATERIALS ...................................................................... 2-20
Availability ..................................................................................................................... 2-20
Material Specifications ................................................................................................. 2-20
Other Products
.............................................................................................................. 2-20
Raised-Pattern Floor Plates ..................................................................................... 2-20
Sheet and Strip .......................................................................................................... 2-20
Filler Metal ................................................................................................................ 2-20
Shear-Stud Connectors ............................................................................................ 2-20
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
2-2
GENERAL DESIGN CONSIDERATIONS
Open-Web Steel Joists
Castellated Beams
............................................................................................ 2-21
................................................................................................... 2-21
Steel Castings and Forgings ................................................................................... 2-21
Forged Steel Structural Hardware .......................................................................... 2-21
Crane Rails ................................................................................................................ 2-21
CONTRACT DOCUMENT INFORMATION ............................................................... 2-22
Design Drawings, Specifications and Other Contract Documents ........................... 2-22
Required Information .............................................................................................. 2-22
Information Required Only When Specified ........................................................ 2-22
Approvals Required ................................................................................................. 2-23
Establishing Criteria for Connections
Simple Shear Connections
........................................................................ 2-24
..................................................................................... 2-24
Moment Connections .............................................................................................. 2-25
Truss Connections ................................................................................................... 2-25
Horizontal and Vertical Bracing Connections ...................................................... 2-26
Strut and Tie Connections ........................................................................................ 2-26
Column Splices
....................................................................................................... 2-26
TOLERANCES ................................................................................................................... 2-26
Mill Tolerances .............................................................................................................. 2-26
Fabrication Tolerances ................................................................................................... 2-27
Erection Tolerances ....................................................................................................... 2-27
Building Facade Tolerances .......................................................................................... 2-27
CAMBER, SWEEP, AND STRAIGHTENING ............................................................. 2-28
Beam Camber and Sweep ............................................................................................ 2-28
Cold Bending ............................................................................................................ 2-29
Hot Bending .............................................................................................................. 2-29
Truss Camber
................................................................................................................ 2-30
Straightening
................................................................................................................. 2-30
FIRE PROTECTION AND ENGINEERING ................................................................. 2-30
CORROSION PROTECTION .......................................................................................... 2-31
RENOVATION AND RETROFIT OF EXISTING STRUCTURES .............................. 2-31
THERMAL EFFECTS ....................................................................................................... 2-31
Expansion and Contraction .......................................................................................... 2-3 1
Elevated-Temperature Service ..................................................................................... 2-33
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
2-3
GENERAL DESIGN CONSIDERATIONS
FATIGUE AND FRACTURE CONTROL ...................................................................... 2-33
Avoiding Brittle Fracture ............................................................................................... 2-33
Avoiding Lamellar Tearing .......................................................................................... 2-34
WIND AND SEISMIC DESIGN ...................................................................................... 2-35
Wind and Low-Seismic Applications .......................................................................... 2-35
High-Seismic Applications
.......................................................................................... 2-35
TABLES FOR THE GENERAL DESIGN AND SPECIFICATION
OF MATERIALS ................................................................................................................ 2-37
Table 2-1. Summary Comparison of Methods for Stability Analysis and Design
Table 2-2. AISI Standard Nomenclature for Flat-Rolled Carbon Steel
. 2-37
.................. 2-38
Table 2-3. Applicable ASTM Specifications for Various Structural Shapes ............ 2-39
Table 2-4. Applicable ASTM Specifications for Plate and Bars .............................. 2-40
Table 2-5. Applicable ASTM Specifications for Various Types of
Structural Fasteners ....................................................................................................... 2-41
Table 2-6. Metal Fastener Compatibility to Resist Corrosion .................................. 2-42
Table 2-7. Summary of Surface Preparation Specifications
. ................................ 2-43
PART 2 REFERENCES ..................................................................................................... 2-14
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
2 4
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. For seismic force resisting systems in which the seismic response modification factor, R, is taken greater than 3, the
requirements in the AISC Seismic Provisions for Structural Steel Buildings also apply. The
AISC Seismic Provisions for Structural Steel Buildings is available in Part 6 of the AISC
Seismic Design Manual from the American Institute of Steel Construction, Inc. at www.aisc.org.
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 Al and B2 as follows:
1. ASCE 7: Minimum Design Loads for Buildings and Other Structures, SEI/ASCE 7-02.
Available from the American Society of Civil Engineers, ASCE 7 provides the general
requirements for loads, load factors, and load combinations.
2. AISC Specification: The 2005 AISC Specification for Structural Steel Buildings,
included in Part 16 of this Manual and available at www.aisc.org, provides the general
requirements for design and construction.
3. Code of Standard Practice: The 2005 AISC Code of Standard Practice for Steel
Buildings and Bridges, 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 2004 RCSC Specification for Structural Joints Using ASTM
A325 or A490 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.
2. AWS D l . l : Structural Welding Code—Steel, AWS DI. 1:2004. Available from the
American Welding Society, AWS Dl.l 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.
3. ACI 318: Building Code Requirements for Structural Concrete. Available from the
American Concrete Institute, ACI 318 provides additional requirements for reinforced
concrete, including in composite design and the design of steeLto-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 2005 AISC Seismic Provisions for Structural Steel Buildings apply when the seismic
response modification factor, R, is taken greater than 3, or when required by the applicable
building code. This specification is available in Part 6 of the AISC Seismic Design Manual
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
APPLICABLE SPECIFICATIONS, CODES, AND STANDARDS
2-5
and at www.aisc.org. When R is taken equal to or less than 3, these additional requirements
do not apply.
Other AISC Reference Documents
The following other AISC publications may be of use in the design and construction of
structural steel buildings:
1. AISC Design Examples is a CD-based companion to this Manual and includes design
examples outlining the application of design aids and Specification provisions developed in coordination with this Manual.
2. AISC’s Detailing for Steel Construction, Second Edition, covers the standard practices
and recommendations for steel detailing, including preparation of shop and erection
drawings.
3. The AISC Seismic Design Manual provides guidance on steel design in seismic applications, in accordance with the AISC Seismic Provisions.
Additionally, the following AISC Design Guides are available at www.aisc.org for in-depth
coverage of specific topics in steel design:
1. Column Base Plates, AISC Design Guide No. 1 (DeWolf, 1990).
2. Design of Steel and Composite Buildings with Web Openings, AISC Design Guide
No. 2 (Darwin, 1990).
3. Serviceability Design Considerations for Low-Rise Buildings, AISC Design Guide
No. 3 (West and Fisher, 2003).
4. Extended End-Plate Moment Connections, AISC Design Guide No. 4 (Murray, 2004).
5. Design of Low- and Medium-Rise Steel Buildings, AISC Design Guide No. 5
(Allison, 1991).
6. Load and Resistance Factor Design ofW-Shapes Encased in Concrete, AISC Design
Guide No. 6 (Griffis, 1992).
7. Industrial Buildings: Roofs to Column Anchorage, AISC Design Guide No. 7 (Fisher,
2005).
8. Partially Restrained Composite Connections, AISC Design Guide No. 8 (Leon,
Hoffman, and Staeger, 1996).
9. Torsional Analysis of Structural Steel Members, AISC Design Guide No. 9 (Seaburg
and Carter, 1997).
10. Erection Bracing of Low -Rise Structural Steel Frames, AISC Design Guide No. 10
(Fisher and West, 1997).
11. Floor Vibrations Due to Human Activity, AISC Design Guide No. 11 (Murray, Allen
and Ungar, 1997).
12. Modification of Existing Welded Steel Moment Frames for Seismic Resistance, AISC
Design Guide No. 12 (Gross, Engelhardt, Uang, Kasai, and Iwankiw, 1999).
13. Wide-Flange Column Stiffening at Moment Connections: Wind and Seismic
Applications, AISC Design Guide No. 13 (Carter, 1999).
14. Staggered Truss Framing Systems, AISC Design Guide No. 14 (Wexler and Lin, 2001).
15. AISC Rehabilitation and Retrofit Guide: A Reference for Historic Shapes and
Specifications, AISC Design Guide No. 15 (Brockenbrough, 2002).
16. Flush and Extended Multiple-Row Moment End-Plate Connections, AISC Design
Guide No. 16 (Murray and Shoemaker, 2002).
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
GENERAL DESIGN CONSIDERATIONS
2-6
17. High-Strength Bolts—A Primer for Structural Engineers, AISC Design Guide No. 17
(Kulak, 2002).
18. Steel-Framed Open-Deck Parking Structures, AISC Design Guide No. 18 (Churches,
Troup, and Angeloff, 2003).
19. Fire Resistance of Structural Steel Framing, AISC Design Guide No. 19 (Ruddy,
Mario, loannides, and Alfawakhiri, 2003).
OSHA REQUIREMENTS
OSHA Safety and Health Standards for the Construction Industry, 29 CFR 1926 Part R
Safety Standards for Steel Erection, must be addressed in the design, detailing, fabrication,
and erection of steel structures. These regulations became effective on July 18, 2001, except
for requirements for slip-resistance certification of painted surfaces (see “Walking/Working
Surfaces” below), which are expected to become effective on July 18, 2006. A brief summary of selected provisions is available (Barger and West, 2001). The full text of the
regulations should be consulted and can be found at www.osha.gov.
USING THE 2005 AISC SPECIFICATION
The 2005 AISC Specification for Structural Steel Buildings (AISC 360-05) unifies 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. It also integrates 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. This new unified specification, in combination with the
2005 Seismic Provisions for Structural Steel Buildings (AISC 341-05), brings together all of
the provisions needed for the design of structural steel in buildings and other structures.
The 2005 AISC Specification presents 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.
The required strength of structural members and connections may be determined by elastic, inelastic, or plastic analysis for the load combinations associated with either LRFD or
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)
Load and Resistance Factor Design according to the 2005 AISC Specification is essentially
the same as LRFD according to the previous three LRFD specifications. Although some of
the provisions have changed from previous specifications, the overall approach has
remained constant. 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.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DESIGN FUNDAMENTALS
2-7
The load combinations appropriate for LRFD are given in the applicable building code
or, in its absence, ASCE 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 Section B3.3 as
Ru <(bR
' n
In this equation, R u is the required strength determined by analysis for the LRFD load combinations, Rn is the nominal strength determined according to the specification provisions,
and 0 is the resistance factor given by the specification for a particular limit-state.
Throughout this Manual, tabulated values of §R n , the design strength, are given for LRFD.
These values are tabulated as blue numbers in columns with the heading LRFD.
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.
The load combinations appropriate for ASD are given by the applicable building code or,
in its absence, ASCE 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 Section B3.4 as
Ra <R n // «
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 specification provisions, and
Q is the safety factor given by the specification for a particular limit-state. Throughout this
Manual, tabulated values of Rn /Q, the allowable strength, are given for ASD. These values
are tabulated as black numbers on a green background in columns with the heading ASD.
DESIGN FUNDAMENTALS
It is commonly believed that ASD was an elastic design method based entirely in a stress
format without limit-states and LRFD was an inelastic design method based entirely in a
strength format with limit-states. Traditional ASD was based in 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 2005 AISC Specification
highlights how similar LRFD and ASD are in its formulation, with identical provisions
throughout for LRFD and ASD.
Design according to the 2005 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
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
2-8
GENERAL DESIGN CONSIDERATIONS
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, or
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 Specification Sections B3.3 and B3.4, the required strength (either P , M u , V , etc.
for LRFD or Pa , M a , 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-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 combinations1 ,
which are based on ASCE-7 Section 2.3:
1.4D
1.2D + 1.6L + 0.5(Lr or 5 or R)
1.2D + 1.6(L r or S or R) + (0.5L or 0.8W)
12D + 1.6W + 0.5L + 0.5(L r or 5 or R)
1.2D± 1.0E + 0.5L + 0.2S
0.9D ± (1.61V or LOE)
(1)
(2)
(3)
(4)
(5)
(6)
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 combination 6, where
it is reduced for calculation of the overturning or uplift effect. The 1.2 load factor accounts
1
Exception: Per ASCE 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.
2
Usually based upon a 50-year recurrence, except for seismic loads.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DESIGN FUNDAMENTALS
2-9
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-7 Section 2.4:
D
D+ L
D 4- (L r or S or R)
D + 0.75L + 0.75(Lr or 5 or R)
D + (W or 0.7E)
D + 0.75(W or 0.7E) + 0.75L + 0.75(L r or S or 7?)
0.6D±(VVor 0.7E)
(D
(2)
(3)
(4)
(5)
(6)
(7)
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 + (L r 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.
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 2005 AISC Specification requires that the available strength must be greater than 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 prodetc.) The available
uct of the resistance factor 0 and the nominal strength ($Pn ,
strength for ASD is the allowable strength, which is calculated as the quotient of the nominal strength and the corresponding safety factor Q (Pn /£l, M n /£1, V; /Q, etc.)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
2-10
GENERAL DESIGN CONSIDERATIONS
In LRFD, the margin of safety for the loads is contained in the load factors, and resistance factors, 0, 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, Q.
The resistance factors, 0, and safety factors, Q, in the AISC Specification are based upon
research (Galambos et al., 1978), and the experience and judgment of the AISC Committee
on Specifications. In general, 0 is less than unity and Q is greater than unity. The higher the
variability in the test data for a given nominal strength, the lower its 0 factor and the higher
its Q factor will be. Some examples of 0 and Q factors for steel members are as follows:
0 = 0.90 for limit-states involving yielding
0 = 0 . 7 5 for limit-states involving rupture
Q = 1.67 for limit-states involving yielding
Q = 2.00 for limit-states involving rupture
The general relationship between the safety factor, Q, and the resistance factor, 0, is
Serviceability
Serviceability requirements of the 2005 AISC Specification are found in Section B3.7 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 limitstates and the appropriate load combinations for checking their conformance to serviceability
requirements can be found in ASCE 7 Appendix B and its Commentary. It should be noted
that the load combinations in ASCE 7 Sections 2.3 for LRFD and 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 on the 2005 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 No. 3 Serviceability
Design Considerations for Steel Buildings (Fisher and West, 2004), and AISC Design Guide
No. 1 1 Floor Vibrations Due to Human Activity (Murray et al., 1997).
Required Strength, Stability, Effective Length, and
Second-Order Effects
As previously discussed, the 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 or Appendix 7. Note that
Specification Section C2.1 and Appendix 7 permit an amplified first-order analysis as one
method of second-order analysis.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DESIGN FUNDAMENTALS
2-11
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 Appendix 7
provides some guidance on methods of second-order analysis and suggests several benchmark problems for checking the adequacy of analysis methods.
Since the mid-1960s, there have been provisions in the AISC Specifications to account
for second-order effects. Initially, these provisions were embedded in the interaction equations. In past ASD Specifications, second-order effects were accounted for by the term
1
1
F'e
found in the interaction equation. In the previous three LRFD Specifications, the factors B }
and B2 from Chapter C of those specifications were used to amplify moments to account for
second-order effects. B { 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.
The 2005 AISC Specification fully integrates the provisions for stability design with
specified methods of second-order analysis. Section Cl. 3a provides that in braced frames,
the effective length factor, K, may be taken as 1.0 and Section C1.3c provides that for gravity-only framing systems, K may also be taken as 1.0. For moment frames, Section Cl. 3b
requires that a critical buckling analysis be performed according to Section C2. The determination of effective length is directly linked to the approach taken for second-order
analysis. This is discussed in more detail in Commentary Section C2. Section C2 of the
Specification details the requirements for determination of required strengths and, along
with Appendix 7, provides three approaches that may be followed.
• The Direct Analysis Method is provided in Appendix 7. 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 second-order 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.
• The Effective Length Method is given in Section C2.2a. In this method, all gravity-only
load cases have a minimum lateral load equal to 0.2 percent of the story gravity load
applied. A second-order analysis is carried out and, depending on the ratio of the second-order drift to the first-order drift, the effective length may be taken as the member
length, K - 1.0, or may have to be determined from analysis.
• The First-Order Analysis Method is given in Section C2.2b. With this approach, second-order effects are captured through the application of an additional lateral load
equal to at least 0.42 percent 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, Section C2.1a allows any
method that properly considers P-delta effects. This may be a true second-order analysis or
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
2-12
GENERAL DESIGN CONSIDERATIONS
a simplified approach. One such method is the Amplified First-Order Elastic Analysis provided in Section C2.1b. This is a modified carry over of the B {!B 2 approach used in the
previous LRFD Specification, which was an extension of the simple approach taken in past
ASD Specifications.
Simplified Determination of Required Strength
The features of each of the foregoing methods are summarized and compared in Table 2-1.
When a fast, conservative solution is desired, the following simplification of the Effective
Length Method can be used.
The Effective Length Method and the Amplified First-Order Elastic Analysis approach of
Section C2.1b can be used to accomplish the second-order analysis. The User Note in
Section C2.1b indicates that for members where the member amplification (P-6) factor is
Thus,
small, that is, B } < 1.05, it is conservative to amplify the total moment and force by
equations C2-la and C2-lb become
LRFD
ASD
Mrr = B,1 U nt. + B2M Itt = BJW
2 a
Pf ~
Prr = P.ntf + B2PIt, = B ?2Pa
2 lt =
nt +
To use this Simplified Method, B { should not exceed B2 . For members not subject to transverse loading between their ends, it is very unlikely that B { would be greater than 1.0. In
addition, the simplified approach is not valid if the amplification factor P 2 >1.5. 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 secondorder 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 the
Table below.
Design
Story
Drift
Limit
H/100
H/200
H/300
Load Ratio from Step 3 (times 1.6 for ASD, 1.0 for LRFD)
1 ■ ;
:1!
- IJ.IJ J; I. .. ,
OP
fW
1
'Bi 1
I 1
Lt;
t th
20
30
40
50
60
80
100
120
1.3
1.5
-
-
-
-
-
-
1.1
1.2
1.3
1.2
1.1
1.1
1.4
1.5
-
-
-
1.2
1.3
1.5
-
-
1.2
1.2
1.3
1.4
1.5
1.2
1.2
1.3
1.4
10
WB
: fr-L ■ ■ !
H/400
H/500
5
0
l
1.1
1 ..
1
1
- hi-.
1.1
1.1
1.1 u
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
STABILITY BRACING
2-13
Step 4: Multiply all of the forces and moments from the first-order analysis by the value
obtained from the Table below. Use the resulting forces and moments as the required
strengths for the designs of all members and connections.
Step 5: For all cases where the multiplier is 1.1 or less, shown shaded in the table above,
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 Commentary. For cases where
no value is shown for the multiplier, the structure must be stiffened in order to use this
simplified approach.
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 preamble of Specification Chapter F).
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 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.
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 -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 JI 1.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
2-14
GENERAL DESIGN CONSIDERATIONS
/"TYP.
STIFFENER PL.
STIFFENER PL
(a) Stability provided with transverse stiffeners.
TYP
TYP.
END PL.
(b) Stability provided with an end-plate.
ANCHOR BEAM AND/OR
BEARING PL. AS REQUIRED
Figure 2-1. Beam end supported on bearing plate.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
STABILITY BRACING
2-15
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):
—
GIRDER CONT.
OVER COL.
(0.75 T)
r— INFILL BEAM
CAP PL.
CLIP OR STAGGER
ANGLES
COLUMN
INFILL BEAM
r— GIRDER CONT.
OVER COL.
BOLTS
CAP PL.
COLUMN
Figure 2-2a. Beam framing continuously over column top,
stability provided with connections of infill beams.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
2-16
GENERAL DESIGN CONSIDERATIONS
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.
TYP.
GUY CABLE HOLE
COLUMN
BOLTS
n
H
n
H
X
H
H
i|
H
H
h
H
ii
h
3" MIN.
STIFFENER/
STABIUZER PL’s.
CAP PL.
COLUMN
Figure 2-2b. Beam framing continuously over column top, stability
provided with welded joist-chord extensions at column top.
3
This requirement applies only at the location of the column, not at locations away from the column.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
STABILITY BRACING
2-17
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 JI 1.
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.
TYP.
3" MIN.
Q
GUY CABLE HOLE - 1
O
STABILIZER PL.
COLUMN -----------------CAP PL.
BOLTS
CAP PL.
COLUMN--------—
Figure 2-2c. Beam framing continuously over column top, stability
provided with welded joist-chord extensions above column top.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
2-18
GENERAL DESIGN CONSIDERATIONS
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.
STIFFENER
WELDING \
NOT
>
REQ'D
/
GUY CABLE HOLE
COLUMN
BOLTS
n
ii
H
n
JL
H
H
H
H
l|
H
H
H
II
3" MIN.
STIFFENER/
STABILIZER PL's.
CAP PL.
COLUMN
Figure 2-2d. Beam framing continuously over column top, stability provided with
transverse stiffeners, joist-chord extensions located at column top not welded.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
PROPERLY SPECIFYING MATERIALS
2-19
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
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 JI 1.
WELDING
NOT REQ'D
3" MIN.
o
GUY CABLE HOLE -J
COLUMN
■
STIFFENER/
STABILIZER PL.
CAP PL.
BOLTS
CAP PL
COLUMN
Figure 2-2e. Beam framing continuously over column top, stability provided with
stiffener plates, joist-chord extensions located above column top not welded.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
2-20
GENERAL DESIGN CONSIDERATIONS
PROPERLY SPECIFYING MATERIALS
Availability
The general availability of structural shapes, HSS, and pipe is determined by an annual
AISC survey of producers and summarized in AISC’s Modern Steel Construction magazine.
The availability summary for W-, M-, S-, and HP-shapes, channels, and angles is published
in the January issue. The availability summary for HSS and pipe is published in the July
issue. This information is also available at www.aisc.org.
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
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 Section 5.1.2, “the product will be supplied 0.33
percent maximum carbon 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
5.1.2, Section 8, and Appendix Table XI. 1.
Sheet and Strip
Sheet and strip products, which are generally thinner than structural plate and bar products
(see Table 2-2), are produced to such ASTM specifications as A570, A606, or A607.
Filler Metal
The appropriate filler metal for structural steel is as summarized in ANSI/AWS DI. 1-2004
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.
Shear-Stud Connectors
As specified in ANSI/AWS DI. 1 Chapter 7 (Section 7.2.6 and Table 7.1), Type B shear stud
connectors made from ASTM A108 material are used for the interconnection of steel and
concrete elements in composite construction (F - 65 ksi).
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
CONTRACT DOCUMENT INFORMATION
2-21
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 A 148 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
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, R n , is determined as:
Rn = (safe working load) x (manufacturer's safety factor)
and the available strength, §R n or
/Q, is determined using
0 = 0.50 (LRFD)
O = 3.00 (ASD)
Crane Rails
Crane rails are furnished to ASTM A759, ASTM Al 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
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
2r-12
GENERAL DESIGN CONSIDERATIONS
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 3O-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, (Council of American Structural Engineers, American
Council of Engineering Companies, 2003) provides comprehensive guidance on the preparation of structural design drawings.
Most provisions in the AISC Specification, RCSC Specification, AWS D l . l , and the 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 Code of Standard Practice:
Required Information
The following communication of information is required in the contract documents:
1. Required drawing information, per 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 Code of Standard Practice Section 3.5.
3. Structural system description, per Code of Standard Practice Section 7.10.1.
4. Installation schedule for non-structural steel elements in the structural system, per
Code of Standard Practice Section 7.10.2.
5. Project schedule, per 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. Id.
2. Special connections requiring pretension, per AISC Specification Section J1.10.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
CONTRACT DOCUMENT INFORMATION
2-23
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 Sections M3.1,
M3.2, and M3.5, and 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 Code of Standard Practice Section 6.5.4.
8. Special quality assurance and inspection requirements, per AISC Specification
Sections M5 and M5.3, and 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. Modifications, if any, to the Code of Standard Practice, per Code of Standard
Practice Section 1.1.
12. Submittal schedule for shop and erection drawings, per Code of Standard Practice
Section 4.2.
13. Mill order timing, special mill testing, and special mill tolerances, per Code of
Standard Practice Sections 5.1, 5.2, and 5.2, respectively.
14. Removal of backing bars and run-off-tabs, per Code of Standard Practice Section 6.3.2
15. Special erection mark requirements, per Code of Standard Practice Section 6.6.1.
16. Special delivery and erection sequences, per Code of Standard Practice Sections
6.7.1 and 7.1, respectively.
17. Special field splice requirements, per Code of Standard Practice Section 6.7.4.
18. Specials loads to be considered during erection, per Code of Standard Practice
Section 7.10.3.
19. Special safety protection treatments, per Code of Standard Practice Section 7.11.1.
20. Identification of adjustable items, per Code of Standard Practice Section 7.13.1.3.
21. Cuts, alterations, and holes for other trades, per Code of Standard Practice Section 7.15.
22. Revisions to the contract, per Code of Standard Practice Section 9.3
23. Special terms of payment, per Code of Standard Practice Section 9.6.
24. Identification of architecturally exposed structural steel, per 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 Commentary Section 1.4.
2. Use of electronic or other copies of the design drawings by the fabricator, per Code
of Standard Practice Section 4.3.
3. Use of stock materials not conforming to specified ASTM specification, per Code of
Standard Practice Section 5.2.3.
4. Correction of errors, per Code of Standard Practice Section 7.14.
5. Inspector-recommended deviations from contract documents, per Code of Standard
Practice Section 8.5.6.
6. Contract price adjustment, per Code of Standard Practice Section 9.4.2.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
2-24
GENERAL DESIGN CONSIDERATIONS
Establishing Criteria for Connections
Code of Standard Practice Section 3.1.2 provides two methods for the establishment of connection criteria.
In the first, the complete design of all connections is shown in the structural design drawings. In this case, 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, 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 Code of Standard Practice Section 3.1.2. In this
case, 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.
This method has 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 either method, the resulting shop and erection drawings must be submitted to the
owner’s designated representative for design for review and approval. 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, 1992), 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 four examples:
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.
3. When beams support other framing beams or other concentrated loads occur on girders
supporting beams, the end reactions can be higher than 50 percent of the total uniform load.
4. For composite beams, the end reactions can be higher than 50 percent 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.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
CONTRACT DOCUMENT INFORMATION
2-25
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 can be 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.
Truss Connections
The full force envelope should be given for each truss-member end connection. If the
owner’s designated representative for design can select the governing load combination for
the entire truss, 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 truss 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 truss member end and load combination.
Although not recommended, truss 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.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
2-26
GENERAL DESIGN CONSIDERATIONS
In either case, this approach will often result in heavier connections than would be required
by the actual design loads.
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.
Horizontal and Vertical Bracing Connections
The recommendations for truss connections above also apply in general to bracing connections with the following additional comments.
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.
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.
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
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.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
TOLERANCES
2-27
Fabrication Tolerances
Fabrication tolerances are generally provided in AISC Specification Section M2 and 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 Code of Standard Practice Section 6.2.2.
3. Straightness of projecting elements of connection materials, per Code of Standard
Practice Section 6.3.1.
4. Finishing requirements at locations of removal of run-off tabs and similar devices, per
Code of Standard Practice Section 6.3.2.
Erection Tolerances
Erection tolerances are generally provided in AISC Specification Section M4 and Code of
Standard Practice Section 7.13. Note that the tolerances specified therein are predicated
upon the proper installation of the following items by the owner’s designated representative
for construction:
1. Building lines and benchmarks, per Code of Standard Practice Section 7.4.
2. Anchorage devices, per Code of Standard Practice Section 7.5.
3. Bearing devices, per Code of Standard Practice Section 7.6.
4. Grout, per Code of Standard Practice Section 7.7.
Building Facade 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 facade must be accounted for in the design so that the two systems can be
properly mated in the field. This is normally accomplished by specifying adjustable connections in the contract documents, per Code of Standard Practice Section 7.13.1.3.
The required adjustability normally can be determined from the building fagade tolerances and the accumulation of mill, fabrication, and erection tolerances at the mid-span
point of the spandrel beam. The actual locations of the anchor-rod group and column base,
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. Even if each of
these is properly within the permitted envelope, significant variations will normally occur.
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 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/s in., per Code of Standard Practice Section 7.13.1.3. However, if the item
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
GENERAL DESIGN CONSIDERATIONS
2-28
were 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.
With adjustable connections specified in design and provided in fabrication, the actions
taken on the job site will allow for a successful facade installation. Per the Code of Standard
Practice definition of established column line (see Code of Standard Practice Glossary),
proper placement of this line by the owner’s designated representative for construction
based upon the actual anchor-rod/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 facade 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 facade
accordingly. In this case, the adjustable connections can serve to ensure that no abrupt
changes occur in the fagade.
CAMBER, SWEEP, 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 are provided in beams, when required, by the fabricator per Code of
Standard Practice Section 6.4.4, either by cold bending or by hot bending.
Cambering and sweeping 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.
In general, these residual stresses do not affect the design strength of structural members,
since the effect of residual stresses is considered in the provisions of the AISC Specification.
CLEARANCE FOR
ADJUSTMENT
COLD FORMED STUD
GA CLIP
ANGLE
SLAB
r
l
SLAB
EDGE
PLATE
SLAB
SLAB
EDGE
PLATE
BEAM
BEAM
(a) WITHOUT ADJUSTMENT
[NOT RECOMMENDED]
(b) WITH ADJUSTMENT
[RECOMMENDED]
Figure 2-3. Attaching cold-formed steel facade systems to structural steel framing.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
CAMBER, SWEEP, AND STRAIGHTENING
2-29
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. 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 sweep in members to practically any radius desired.
3. A length limit of 40 to 50 ft is practical.
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
sweep. 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
CURTAIN WALL
SHOP WELDED ANGLE
CURTAIN WALL
ANGLE BOLTED OR HELD
WELDED FOR ADJUSTMENT
SLOT IN ANGLE
HOLE IN BEAM
BEAM
BEAM
(a) WITHOUT ADJUSTMENT
[NOT RECOMMENDED]
(b) WITH ADJUSTMENT
[RECOMMENDED]
Figure 2- 4. Attaching curtain-wall facade systems to structural steel framing.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
GENERAL DESIGN CONSIDERATIONS
2-30
not cool at the same rate. The residual stresses from heating operations generally do not
affect the design strength of structural members, since the effect of residual stresses is considered in the provisions of the AISC Specification.
Truss Camber
Camber is provided in trusses, when required, by the fabricator per 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 sweep, as described above.
FIRE PROTECTION AND ENGINEERING
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).
CLEARANCE FOR
ADJUSTMENT
r
i— SLAB
t—SLAB
U
SLAB EDGE
PLATE
V
SLAB
EDGE
PLATE
BEAM
BEAM
V
ANGLE
ANGLE
ERECTION BOLTS
HORIZ. SLOTS IN OUTLOOKER
VERT. SLOTS IN FRAME.
FRAME
FRAME
(a) WITHOUT ADJUSTMENT
[NOT RECOMMENDED]
(b) WITH ADJUSTMENT
[RECOMMENDED]
Figure 2-5. Attaching masonry facade systems to structural steel framing.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
THERMAL EFFECTS
1=31
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 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 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 2-6.
When surface preparation other than the cleaning described above is required, an appropriate SSPC grade of cleaning should be specified in the contract documents. A summary of
the SSPC surface preparation specifications (SSPC, 2000) is provided in Table 2-7. SSPC
SP 2 is the normal grade of cleaning when cleaning is required.
For further information, refer to the publications of SSPC: The Society for Protective
Coatings, 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
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, titled AISC Search Utility for Structural Steel Shapes (AISC, 2003). See
also Ricker (1988) and Tide (1990).
THERMAL EFFECTS
Expansion and Contraction
The average coefficient of expansion e for structural steel between 70 and 100 degrees F is
0.0000065 for each degree F. This value is a reasonable approximation of the coefficient of
thermal expansion for temperatures less than 70 degrees F. For temperatures from 100 to
1,200 degrees F, the change in length per unit length per degree F, E, is:
E = (6.1 + 0.0019/)10“6
where t is the initial temperature in degrees 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,
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
GENERAL DESIGN CONSIDERATIONS
2-32
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-and-columnframed 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:
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 percent, provided the environmental control system will run continuously;
3. If the building will be unheated, decrease the maximum spacing by 33 percent;
4. If the building will have fixed column bases, decrease the maximum spacing by 15 percent;
5. If the building will have substantially greater stiffness against lateral displacement in
one of the plan dimensions, decrease the maximum spacing by 25 percent.
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.
MAXIMUM SPACING OF EXPANSION JOINTS ft
600
500
400
Rectangular
/x
mulfiframed
\
configuration with
Symmetrical stiffness
Steel
300
200
WO
Any
material
Nonrectangular
configuration
(L, T, U type)
10 20 30
40
50
60
70
80
90
DESIGN TEMPERATURE CHANGE (T)
Figure 2-6. Recommended maximum expansion-joint spacing.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
FATIGUE AND FRACTURE CONTROL
2-33
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 AISC Design Guide 19.
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, la, Section A3.1c, and Section A3. Id 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
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.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
GENERAL DESIGN CONSIDERATIONS
2-34
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. Id 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-lbs at 70 degrees 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
S 1.1, S1.2, and S 1.3) 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
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.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
WIND AND SEISMIC DESIGN
2-35
Research by Melendrez and Dexter (Dexter and Melendrez, 2000) demonstrates 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.
Wind and Low-Seismic Applications
Wind and low-seismic applications are those in which the seismic response modification
factor R may be taken as equal to or less than 3 for design purposes. 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.
The seismic response modification factor, R, essentially represents the ratio of the forces
that would develop under the specified ground motion if the structure had an entirely linearly elastic response to the prescribed design forces (BSSC, 2001).
High-Seismic Applications
High-seismic applications are those in which R is taken greater than 3, and the building is
designed to meet the provisions in both the Seismic Provisions and AISC Specification.
Note that it does not matter if wind or earthquake controls in this case. The use of R greater
than 3 in the calculation of the seismic base shear requires the use of a seismically detailed
system that is compatible with R even if wind effects control. High-seismic design and construction will 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.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
2-36
GENERAL DESIGN CONSIDERATIONS
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 Seismic Provisions and the AISC Specification must be met so
that the resulting frames can then undergo controlled deformations in a ductile, well-distributed 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 Seismic Provisions, which are
available from the American Institute of Steel Construction, Inc. at www.aisc.org.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
2-37
TABLES FOR THE GENERAL DESIGN AND SPECIFICATIONS OF MATERIALS
Table 2-1
Summary Comparison of Methods
for Stability Analysis and Design
Limitations on Use 1
Direct Analysis
Effective Length
First-Order Analysis
Method
Method
Method
None
2nd
Second-order elastic 2
Analysis Type
Geometry of
2nd 1st~ I'®
a P r /Py < 0.5
1st~ I-®
First-order elastic
All three methods use the undeformed geometry in the analysis.
Structure
Minimum or
Additional Lateral
Loads Required
in the Analysis
Member Stiffnesses
Minimum3 ; 0.2%
Minimum; 0.2%
of the story
of the story
0.42% of the
gravity load
gravity load
story gravity load
Reduced EA and El
Additive; at least
Nominal EA and El
Used in the Analysis
K = 1 for braced frames. For
Design of Columns
K = 1 for all frames
moment frames, determine K
K = 1 for all frames 5
from sidesway buckling analysis4
Specification
Reference for
Appendix 7
Section C2.2a
Section C2.2b
Method
1 & 2nd /b 1s( is the ratio of second-order drift to first-order drift, which can be taken to be equal to B2 calculated per Section 02.1b. \ 2 n d / \ 1st
is determined using LRFD load combinations or a multiple of 1.6 times ASD load combinations.
2 Either a general second-order analysis method or second-order analysis by amplified first-order analysis (the
Section C2.1b) can be used.
3 This notional load is additive if A 2nd /A 1st >1.5.
4 /fc1 is permitted for moment frames when A 2n£/ /A Jsf <1.1.
5 An additional amplification for member curvature effects is required for columns in moment frames.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
method” described in
GENERAL DESIGN CONSIDERATIONS
2-38
Table 2-2
AISI Standard Nomenclature
for Flat-Rolled Carbon Steel
Width, in.
To
Over 3 1/ 2
Over 6
OverS
Over 12
3 / 2 incl.
To 6
To8
To 12
To 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
Thickness, in.
1
0.0254 & thinner
Hot-rolled sheet and strip not generally produced
in these widths and thicknesses
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
Over 48
TABLES FOR THE GENERAL DESIGN AND SPECIFICATIONS OF MATERIALS
2-39
Table 2-3
Applicable ASTM Specifications
for Various Structural Shapes
Applicable Shape Series
Fy Min. F u
Tensile
ASTM
Stress
Stress3
Type
Designation
(ksi)
(ksi)
A36
36
58-80
A53 Gr. B
35
60
42
58
46
58
46
62
50
62
HSS
W
M
c
HP
MC
L
Rect.
Pipe
Eiii
—
Gr.B
Carbon
s
b
Round
Yield
Steel
—
A500
lilt
Gr.C
A501
A529
c
A572
58
Gr. 50
50
65-100
Gr.55
55
70-100
Gr. 42
42
60
Gr. 50
50
65 d
Gr.55
55
70
Gr. 60 e
60
75
Gr. 65
HighStrength
Low-
36
A618
f
e
65
80
509
709
Gr. Ill
50
65
50
50 h
60 h
Gr. I & II
Alloy
60
60
75
65
65
80
-J. : i:,
.. . . . . . .
Xi
HMM
■
MiiW ____
stly g L Hffi
, .....
'■ ■■■i: f
pit!
IS
Hl|,j
jj
flip
.:
msi
HIM
HfW
mw.
Hr*
mi*
I1.
:■
<-■ .... .
■ ....... 1......
■
ft®
A913
70
90
50-65'
65*
42i
63'
46 k
67 k
1
70'
A588
50
70
A847
50
70
70
A992
Corrosion
Resistant
A242
HighStrength
Low-Alloy
50
iffi’i
HU
’’ifll
Hi
mrr
.
.........
lift,.!
? ■<
J
&
|
= 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.
b
For shapes over 426 Ib/ft, only the minimum of 58 ksi applies.
c
For shapes with a flange thickness less than or equal to 1 14 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 S91).
For shapes with a flange thickness less than or equal to 2 in. only.
e
’ ASTM A618 can also be specified as corrosion-resistant; see ASTM A618.
9 Minimum applies for walls nominally %-in. thick and under. For wall thicknesses over % 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).
' A maximum yield-to-tensile strength ratio of 0.85 and carbon equivalent formula are included as mandatory in ASTM A992.
I For shapes with a flange thickness greater than 2 in. only.
k
1
For shapes with a flange thickness greater than 11/ 2 in. and less than or equal to 2 in. only.
For shapes with a flange thickness less than or equal to 1 14 in. only.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
2-40
GENERAL DESIGN CONSIDERATIONS
Table 2-4
Applicable ASTM Specifications
for Plates and Bars
Plates and Bars
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
Steel
ASTM
Stress
Stress3 0.75
to
to
to 2
2.5
to 4
5
6
8
over
Type
Designation
(ksi)
(ksi)
incl.
1.25
1.5
incl.
incl.
incl.
incl.
incl.
incl.
8
32
58-80
36
58-80
Gr. 50
50
70-100
p- ; p
b
b ' iII in ip
Gr.55
55
70-100
b
b
■MS
SIS
A36
Carbon
A529
High-
Gr. 42
42
60
Gr. 50
50
65
Gr.55
55
70
Gr. 60
60
75
Gr. 65
65
80
42
63
•
L
Klol® ■
"1
Strength
LowAlloy
Corrosion
A572
A242
Resistant
HighStrength
Low-Alloy
A588
46
67
50
70
42
63
46
67
50
70
90
100-130
100
110-130
H
6
I: .
SO®
jHaaia 5
■= : S ,
- g| gjj
Quenched
and
Tempered
A514c
Alloy
Quenched
and
Tempered
| g| |
A852
c
70
-
90-110
Low-Alloy
|
= Preferred material specification.
[ g = 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.
b Applicable to bars only above 1-in. thickness.
c Available as plates only.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
TABLES FOR THE GENERAL DESIGN AND SPECIFICATIONS OF MATERIALS
2-41
Table 2-5
120
0.5 to 1 , incl.
—
150
0.5 to 1.5
—
105
1.125
—
120
0.5 to 1, incl.
A194 Gr.2H
—
—
0.25 to 4
A563
—
—
0.25 to 4
F436 b
—
—
0.25 to 4
F959
—
—
0.5 to 1.5
A36
36
58-80
to 10
—
100
over 4 to 7
A490
F1852
e
if ¥1
Life
rs-f.r-
115
over 2.5 to 4
125
2.5 and under
Gr.A
—
60
0.25 to 4
Gr.C
—
58-80
0.25 to 4
—
140
2.5 to 4 incl.
—
150
0.25 to 2.5, incl.
—
90
1 .75 to 3 incl.
c
—
105
1.125 to 1.5, incl.
c
—
120
0.25 to 1, incl.
c
42
60
to 6
to 4
A354 Gr. BD
A449
Gr. 42
■
Gr. 50
50
65
Gr. 55
55
70
to 2
Gr. 60
60
75
to 1.25
Gr. 65
65
80
to 1.25
42
63
Over 5 to 8, incl.
46
67
Over 4 to 5, incl.
50
70
4 and under
105
1 50 max.
0.625 to 3
Gr. 36
36
58-80
0.25 to 4
Gr. 55
55
75-95
0.25 to 4
Gr. 105
105
125-150
0.25 to 3
A588
A687
F1554
1
—
A307
A572
1■
—
A193 Gr. B7
Threaded
& Nutted
over 1 to 1.5 incl.
Headed
105
—
Hooked
—
A325 d
(in.)
Shear Stud Connectors
0.375 to 0.75, incl.
Anchor Rods
■
65
Threaded Rods
—
Washers
A108
Nuts
Diameter Range
Common Bolts
Tensile
Stress3
(ksi)
Twist-Off-Type
Tension-Control
ASTM
Designation
Min.
Yield
Stress
(ksi)
Conventional
His|hStre igth
Bo ts
Direct-Tension-Indicator
Washers
Applicable ASTM Specifications for
Various Types of Structural Fasteners
1
W
HM
-
■i
'T.‘
1
■■ L
...:..
4
S »M M
4
-
W
..
1
if-®
■ = Preferred material specification.
1 3 = 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 A3.3 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, INC.
2-42
GENERAL DESIGN CONSIDERATIONS
Table 2-6
Metal Fastener Compatibility
to Resist Corrosion
Fastener Metal
Base Metal
Zinc and Galvanized Steel
Austenitic
Aluminum
Brasses,
Martensitic
Stainless
Zinc and
and
Copper,
Stainless
Steel (Type
Galvanized
Aluminum
Steel and
Bronzes,
Steel
302/304,
Steel
Alloys
Cast Iron
Monel
(Type 410)
303, 305)
A
B
B
c
c
c
C
Not
Recommended
B
C
B
A.E
c
c
C
B
A,E
A, E
A
A
B
A, D,E
A,E
A,E
A
A
A
A, D,E
A.E
A, E
A,E
A
A
Aluminum and Aluminum
Alloys
A
A
B
Steel and Cast Iron
A, 0
A
A
Terne (Lead-Tin) Plated
Steel Sheets
A, D, E
A,E
Brasses, Copper, Bronzes,
Monel
A,D,E
Ferritic Stainless Steel
(Type 430)
Austenitic Stainless Steel
(Type 302/304)
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, INC.
TABLES FOR THE GENERAL DESIGN AND SPECIFICATIONS OF MATERIALS
2-43
Table 2-7
Summary of Surface
Preparation Specifications
SSPC
Specification
No.
SP1
SP2
SP3
SP5/NACE No.1
SP6/NACE No.3
SP7/NACE No. 4
SP8
SP10/NACE No.2
Title
Solvent
Removal of oil, grease, dirt, soil, salts, and contaminants by cleaning with solvent,
Cleaning
vapor, alkali, emulson, or steam.
Hand-Tool
Removal of all loose rust, loose mill scale, and loose paint to degree specified, by
Cleaning
hand-chipping, scraping, sanding, and wire brushing.
Power-Tool
Removal of all loose rust, loose mill scale, and loose paint to degree specified, by
Cleaning
Metal Blast
Cleaning
Commercial BlastCleaning
power-tool chipping, descaling, sanding, wire brushing, and grinding.
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.)
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.)
Brush-Off Blast-
Blast-cleaning of all except tightly adhering residues of mill scale, rust, and
Cleaning
coatings, exposing numerous evenly distributed flecks of underlying metal.
Pickling
Near-White
Blast-Cleaning
Power-Tool
SP11
Description
Cleaning to
Bare Metal
Complete removal of rust and mill scale by acid-pickling, duplex-pickling, or
electrolytic pickling.
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.)
Complete removal of all rust, scale, and paint by power tools, with resultant
surface profile.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
2 44
GENERAL DESIGN CONSIDERATIONS
PART 2 REFERENCES
Much of the material referenced in the Manual of Steel Construction may be found at
www.aisc.org or on the CD companion to this manual titled AISC Design Examples.
ACI International, 2002, Building Code Requirements for Masonry Structures and
Commentary, ACI 530/ASCE 5/TMS402, ACI International, Farmington Hills, MI.
ACI International, 2002, Building Code Requirements for Structural Concrete and
Commentary, ACI 318, ACI International, Farmington Hills, MI.
Allison, H., 1991, AISC Design Guide No. 5 Design of Low- and Medium-Rise Steel
Buildings, AISC, Chicago, IL.
American Institute of Steel Construction, 2005, Code of Standard Practice for Steel
Buildings and Bridges, AISC, Chicago, IL.
American Institute of Steel Construction, 2005, AISC Design Examples, AISC, Chicago, IL.
American Institute of Steel Construction, 2005, AISC Seismic Design Manual, AISC,
Chicago, IL.
American Institute of Steel Construction, 2005, Seismic Provisions for Structural Steel
Buildings, AISI/AISC 341-05, AISC, Chicago, IL.
American Institute of Steel Construction, 2005, Specification for Structural Steel Buildings,
ANSI/AISC 360-05, AISC, Chicago, IL.
American Institute of Steel Construction, 2004, Specification for the Design, Fabrication,
and Erection of Steel Safety-Related Structures for Nuclear Facilities, ANSI/AISC N69094(R2004), AISC, Chicago, IL.
American Institute of Steel Construction, 2003, Search Utility for Structural Steel Shapes
3.1, AISC, Chicago, IL.
American Institute of Steel Construction, 2002, Detailing for Steel Construction, Second
Edition, AISC, Chicago, IL.
American Institute of Steel Construction, 1973, “Commentary on Highly Restrained Welded
Connections,” Engineering Journal, 3rd Qtr., AISC, Chicago, IL.
American Iron and Steel Institute, 2001, North American Specification for the Design of
Cold-Formed Steel Structural Members, Supplement No. 1, AISI, Washington, DC.
American Society of Civil Engineers, 2002, Minimum Design Loads for Buildings and
Other Structures, SEI/ASCE 7-02, ASCE, Reston, VA.
American Society of Civil Engineers, 1996, Structural Applications of Steel Cables for
Buildings, ANSI/ASCE 19, ASCE, Reston, VA.
American Society of Civil Engineers, 1991, Standard for the Structural Design of
Composite Slabs, ANSI/ASCE 3, ASCE, Reston, VA.
American Society of Civil Engineers, 1991, Standard Practice for Construction and
Inspection of Composite Slabs, ANSI/ASCE 9, ASCE, Reston, VA.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
PART 2 REFERENCES
2-45
American Society of Civil Engineers, 1990, Specification of Cold-Formed Stainless Steel
Structural Members, ANSI/ASCE 8, ASCE, Reston, VA.
American Welding Society, 2004, Structural Welding Code—Steel, AWS DI. 1:2004, AWS,
Miami, FL.
American Welding Society, 1998, AWS A2.4: Standard Symbols for Welding, Brazing, and
Nondestructive Examination, Miami, FL.
Barger, B.L. and M.A. West, 2001, “New OSHA Erection Rules: How They Affect
Engineers, Fabricators, and Contractors,” Modern Steel Construction, May, AISC,
Chicago, IL.
Barsom, J.A. and S.T. Rolfe, 1999, Fracture and Fatigue Control in Structures: Applications
of Fracture Mechanics, Third Edition, ASTM, West Conshohocken, PA.
Bigos, J., G.W. Smith, E.F. Ball and P.J. Foehl, 1954, “Shop Paint and Painting Practice”,
Proceedings of the AISC National Engineering Conference, pp. 67-87, AISC, Chicago,
IL.
Brockenbrough, R.L. and F.S. Merritt, 1999, Structural Steel Designer's Handbook, Third
Edition, McGraw-Hill, New York, NY.
Brockenbrough, R.L, 2002, AISC Design Guide No. 15 AISC Rehabilitation and Retrofit
Guide: A Reference for Historic Shapes and Specifications, AISC, Chicago, IL.
Building Seismic Safety Council, 2001, National Earthquake Hazard Reduction Program
(NEHRP) Recommended Provisions For Seismic Regulations For New Buildings And
Other Structures (FEMA 368) and Commentary (FEMA 369), BSSC, Washington, DC.
Canadian Institute of Steel Construction, 1989, Roof Framing with Cantilever (Gerber)
Girders & Open Web Joists, CISC, Willowdale, Ontario, CANADA
Carter, C.J., 1999, AISC Design Guide No. 13 Wide-Flange Column Stiffening at Moment
Connections: Wind and Seismic Applications, AISC, Chicago, IL.
Churches, C.H., E.W.J. Troup, and C. Angeloff, 2003, AISC Design Guide No. 18 SteelFramed Open-Deck Parking Deck Structures, AISC, Chicago, IL.
Council on Tall Buildings and Urban Habitat, 1983, Developments in Tall Buildings, Van
Nostrand Reinhold, New York, NY.
Crane Manufacturers Association of America, 2000, Specifications for Top-Running Bridge
& Gantry-Type Multiple Girder Electric Overhead Traveling Cranes, CMAA 70, CMAA,
Charlotte, NC.
Darwin, D., 1990, AISC Design Guide No. 2 Design of Steel and Composite Buildings with
Web Openings, AISC, Chicago, IL.
Deiter, G.E., Jr., 1961, Mechanical Metallurgy, McGraw-Hill Book Company, New York,
NY.
DeWolf, J.T. and D.T. Ricker, 1990, AISC Design Guide No. 1 Column Base Plates, AISC,
Chicago, IL.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
2-46
GENERAL DESIGN CONSIDERATIONS
Dexter, R.J. and M.I. Melendrez, 2000, “Through-Thickness Properties of Column Flanges
in Welded Moment Connections,” Journal of Structural Engineering, Vol. 126, No. 1,
pp. 24-31, ASCE, Reston, VA.
Federal Construction Council, 1974, Technical Report No. 65 Expansion Joints in
Buildings, National Research Council, Washington, DC.
Fisher, J.M., 2005, AISC Design Guide No. 7 Industrial Buildings: Roofs to Column
Anchorage, AISC, Chicago, IL.
Fisher, J.M. and M.A. West, 1997, AISC Design Guide No. 10 Erection Bracing of Low-Rise
Structural Steel Frames, AISC, Chicago, IL.
Fisher, J.W, G.L. Kulak, and I.F.C. Smith, 1998, A Fatigue Primer for Structural Engineers,
NSBA/AISC, Chicago, IL.
Fisher, J.W. and A.W. Pense, 1987, “Experience with Use of Heavy W-Shapes in Tension,”
Engineering Journal, Vol. 24, No. 2, (2nd Qtr.), pp. 63-77, AISC, Chicago, IL.
Griffis, L.G., 1992, AISC Design Guide No. 6 Load and Resistance Factor Design of
W-Shapes Encased in Concrete, AISC, Chicago, IL.
Gross, J.L., M.D. Engelhardt, C.M. Uang, K. Kasai, and N.R. Iwankiw, 1999, AISC Design
Guide No. 12 Modification of Existing Welded Steel Moment Frames for Seismic
Resistance, AISC, Chicago, IL.
Kulak, G.L., 2002, AISC Design Guide No. 17 High-Strength Bolts—A Primer For
Structural Engineers, AISC, Chicago, IL.
Leon, R.T., J.J. Hoffman, and T. Staeger, 1996, AISC Design Guide No. 8 Partially
Restrained Composite Connections, AISC, Chicago, IL.
Lightner, M.W and R.W. Vanderbeck, 1956, “Factors Involved in Brittle Fracture,” Regional
Technical Meetings, AISI, Washington, DC.
Murray, T.M., 2004, AISC Design Guide No. 4 Extended End-Plate Moment Connections,
AISC, Chicago, IL.
Murray, T.M., D.E. Allen, and E.E. Ungar, 1997, AISC Design Guide No. 11 Floor
Vibrations Due to Human Activity, AISC, Chicago, IL.
Murray, T.M. and W.L. Shoemaker, 2002, AISC Design Guide No. 16 Flush and Extended
Multiple-Row Moment End-Plate Connections, AISC, Chicago, IL.
Occupational Safety and Health Administration, 2001, Safety and Health Standards for the
Construction Industry, 29 CFR 1926 Part R Safety Standards for Steel Erection, OSHA,
Washington, DC.
Rack Manufacturers Institute, 1997, Specification for the Design, Testing and Utilization of
Industrial Steel Storage Racks, RMI, Charlotte, NC.
Research Council on Structural Connections, 2004, Specification for Structural Joints Using
ASTMA325 or A490 Bolts, AISC, Chicago, IL.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
2—47
PART 2 REFERENCES
Ricker, D.T., 1988, “Field Welding to Existing Structures,” Engineering Journal, Vol. 25,
No. 1, (1st Qtr.), pp. 1-16, AISC, Chicago, IL.
Rolfe, S.T., 1977, “Fracture and Fatigue Control in Steel Structures,” Engineering Journal,
Vol. 14, No. 1, (1st Qtr.), pp. 2-15, AISC, Chicago, IL.
Rongoe, J., 1996, “Design Guidelines for Continuous Beams Supporting Steel Joist Roof
Structures,” Proceedings of the AISC National Steel Construction Conference, pp. 23.123.44, AISC, Chicago, IL.
Ruddy, J.L., 1986, “Ponding of Concrete Deck Floors,” Engineering Journal, Vol. 23, No.
3, (3rd Qtr.), pp. 107-115, AISC, Chicago, IL.
Ruddy, J.L., J.P. Mario, S.A loannides, and F. Alfawakhiri, 2003, AISC Design Guide No.
19 Fire Resistance of Structural Steel Framing, AISC, Chicago, IL.
Salmon, C.G. and J.E. Johnson, 1996 Steel Structures: Design and Behavior, Emphasizing
LRFD, Fourth Edition, Addison-Wesley, Boston, MA.
Seaburg and Carter, 1997, AISC Design Guide No. 9 Torsional Analysis of Structural Steel
Members, AISC, Chicago, IL.
SSPC: The Society for Protective Coatings, 2000, Systems and Specifications: SSPC
Painting Manual, Volume II, Eight Edition, SSPC, Pittsburgh, PA.
Tide, R.H.R., 1990, “Reinforcing Steel Members and the Effects of Welding,” Engineering
Journal, Vol. 27, No. 4, (4th Qtr.), pp. 129-131, AISC, Chicago, IL.
Underwriters Laboratories, 2000, Fire Resistance Directory, UL, Northbrook, IL.
Welding Research Council, 1957, Control of Steel Construction to Avoid Brittle Failure,
WRC, New York, NY.
West, M.A. and J.M. Fisher, 2003, AISC Design Guide No. 3 Serviceability Design
Considerations for Low-Rise Buildings, AISC, Chicago, IL.
Wexler, N. and F.B. Lin, 2001, AISC Design Guide No. 14 Staggered Truss Framing
Systems, AISC, Chicago, IL.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
2-48
GENERAL DESIGN CONSIDERATIONS
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3-1
PART 3
DESIGN OF FLEXURAL MEMBERS
SCOPE ..................................................................................................................................... 3-3
SECTION PROPERTIES AND AREAS ............................................................................... 3-3
For Flexure .........................................................................................................................3-3
For Shear .............................................................................................................................. 3-3
FLEXURAL STRENGTH .....................................................................................................3-3
Braced, Compact Flexural Members ............................................................................... 3-3
Unbraced Flexural Members ............................................................................................3-3
Non-Compact or Slender Cross-Sections ........................................................................3-3
Available Flexural Strength for Weak-Axis Bending ..................
3-5
LOCAL BUCKLING ..........................................................................
3-5
Determining the Width-Thickness Ratios of the Cross-Section ..................................3-5
Classification of Cross-Sections ........................................................................................ 3-5
LATERAL-TORSIONAL BUCKLING ............................................................................... 3-5
Classification of Spans for Flexure .................................................................................3-5
Consideration of the Moment Gradient ..........................................................................3-5
AVAILABLE SHEAR STRENGTH
r ...................................................................... 3-6
STEEL W-SHAPE BEAMS WITH COMPOSITE SLABS .............................................3-6
Concrete Slab Effective Width .......................................................................................... 3-6
Shear Stud Connectors .....................................................................................................3-6
Available Flexural Strength for Positive Moment ........................................................... 3-6
Shored and Unshored Construction .................................................................................3-7
Available Shear Strength ...................................................................................................3-7
OTHER SPECIFICATION REQUIREMENTS AND
DESIGN CONSIDERATIONS ..............................................................................................3-7
Special Requirements for Heavy Shapes and Plates ......................................................3-7
Serviceability ..................................................................................................................... 3-7
FLEXURAL DESIGN TABLES .......................................................................................... 3-8
Table 3-1. Beam Bending Coefficient Cb ........................................................................3-8
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3-2
DESIGN OF FLEXURAL MEMBERS
W-SHAPE SELECTION TABLES ........................................................................................ 3-8
Table 3-2. W-Shapes—Selection by Z* ..........................................................................3-8
Table 3-3. W-Shapes—Selection by I x ..........................................................................3-9
Table 3-4. W-Shapes—Selection by Z y ..........................................................................3-9
Table 3-5. W-Shapes—Selection by I y ..........................................................................3-9
MAXIMUM TOTAL UNIFORM LOAD TABLES ........................................................... 3-27
Table 3-6. W-Shapes—Maximum Total Uniform Load .............................................3-27
Table 3-7. S-Shapes—Maximum Uniform Load ........................................................3-27
Table 3-8. C-Shapes—Maximum Uniform Load ........................................................3-27
Table 3-9. MC-Shapes—Maximum Uniform Load .................................................... 3-27
PLOTS OF AVAILABLE FLEXURAL STRENGTH VS. UNBRACED LENGTH . . .3-27
Table 3-10. W-Shapes—Plots of Available Moment vs. Unbraced Length ..............3-27
Tables 3-11. C- and MC-Shapes—Plots of Available Moment vs.
Unbraced Length ..............................................................................................................3-28
AVAILABLE FLEXURAL STRENGTH OF HSS .......................
3-28
Table 3-12. Rectangular HSS—Available Flexural Strength .................................... 3-28
Table 3-13. Square HSS— Available Flexural Strength .............................................3-28
Table 3-14. Round HSS—Available Flexural Strength ................................................ 3-28
Table 3-15. Pipe—Available Flexural Strength ........................................................... 3-28
STRENGTH OF OTHER FLEXURAL MEMBERS ......................................................3-28
Tables 3-16 and 3-17. Available Shear Stress in Plate Girders ..................................3-28
Table 3-18. Floor Plates ................................................................................................. 3-28
COMPOSITE BEAM SELECTION TABLES .................................................................3-29
Table 3-19. Composite W-Shapes ................................................................................. 3-29
Table 3-20. Lower-Bound Elastic Moments of Inertia ................................................ 3-32
Table 3-21. Nominal Horizontal Shear for One Shear Stud, Q n ................................3-32
BEAM DIAGRAMS AND FORMULAS ..........................................................................3-32
Table 3-22a. Concentrated Load Equivalents ...............................................................3-32
Table 3-22b. Cantilevered Beams ................................................................................. 3-32
Table 3-22c. Continuous Beams ...................................................................................3-32
Table 3-23. Shears, Moments, and Deflections ........................................................... 3-32
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
FLEXURAL STRENGTH
3-3
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. For flexural members that are
part of a seismic force resisting system in which the seismic response modification factor,
R, is taken greater than 3, the requirements in the AISC Seismic Provisions for Structural
Steel Buildings also apply. The AISC Seismic Provisions for Structural Steel Buildings is
available in Part 6 of the AISC Seismic Design Manual from the American Institute of Steel
Construction, Inc. at www.aisc.org.
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 Fl 3.1(a) are satisfied. Otherwise,
the flexural design properties are based upon a flexural rupture check given in AISC
Specification Section Fl 3.1(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,
Lh , in Figure 3-1. The available strength is determined as §M n or M n /£1, which must equal
or exceed the required strength (bending moment), M u or M a , respectively. The available
flexural strength, §M n or M nl£l, is determined per AISC Specification Chapter F. User Note
Fl. 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 (L b < Lp ) and compact (X < X ), 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 (L b > L p ), have flange width-thickness ratios such that
(X > X p ), or have web width-thickness ratios such that (X > Xp ), lateral-torsional and elastic
buckling effects must be considered in the calculation of the nominal moment strength of
the member.
Non-Compact or Slender Cross-Sections
For flexural members that have width-thickness ratios such that (X>Xp, local buckling must
be considered in the calculation of the nominal moment strength of the member.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3-4
DESIGN OF FLEXURAL MEMBERS
Mn
M’
P
non-compact
:
E
Lr = 1 -95Q
0.7Fy
For non-compact cross-sections:
M'
P
= M
P
M
- 0.7 F S
p
y
P
P
Mp-M
L'
P
( A4p - Mf
Figure 3-1. General available flexural strength of beams.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
LATERAL-TORSIONAL BUCKLING
3-5
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 does not apply. See AISC Specification
Section F6.
LOCAL BUCKLING
Determining the Width-Thickness Ratios
of the Cross-Section
Flexural members are classified for flexure on the basis of the width-thickness ratios of the
various elements of the cross-section. The width-thickness ratio X is calculated for each element of the cross-section per AISC Specification Section B4.
Classification of Cross-Sections
Cross-sections are classified as follows:
• Flexural members are compact (the plastic moment can be reached without local buckling) when X is equal to or less than X p and the flange(s) are continuously connected to
the web(s).
• Flexural members are non-compact (local buckling will occur, but only after initial
yielding) when X exceeds X but is equal to or less than Xr .
• Flexural members are slender-element cross-sections (local buckling will occur prior to
yielding) when X exceeds X .
The values of X and Xr are determined per AISC Specification Section B4.
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 6.3. Classifications are
determined as follows:
• If Lb < 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 Lb > Lr , flexural member is subject to elastic lateral-torsional buckling
The values of Lp and L r are determined per AISC Specification Chapter F. These values are
presented in Tables 3-2, 3-6, 3-7, 3-8, and 3-9.
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 > L , the moment gradient between braced points can be considered in the determination of the available strength using the beam bending coefficient C b . In the case of a
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DESIGN OF FLEXURAL MEMBERS
3-6
uniform moment between braced points causing single-curvature of the member, C b = 1.
This represents the worst case and C b can be conservatively taken as unity for use with the
maximum moment between braced points in all designs per AISC Specification Section Fl.
However, when desired, a non-uniform moment gradient between braced points can be considered using C h calculated as given in AISC Specification Equation Fl-1. Exceptions are
provided as follows:
1. As an alternative, when the moment diagram between braced points is a straight line,
C b can be calculated as given in AISC Commentary Equation C - F l . l .
2. For cantilevered members where the free end is unbraced, C b must be taken as unity
per AISC Specification Section Fl.
3. For tees with the stem in compression, C b should be taken as unity as recommended
in AISC Commentary Section F9.
AVAILABLE SHEAR STRENGTH
For flexural members, the available shear strength, (J)V n or V/Q, which must equal or exceed
the required strength, V u or V a , respectively, is determined in accordance with the AISC
Specification Chapter G.
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 13. la.
Shear Stud Connectors
Material, placement and spacing requirements for shear stud connectors are given in AISC
Specification Chapter I. The nominal shear strength, Q n , of one shear stud connector is
determined per AISC Specification Section 13.2d and is tabulated for common design conditions in Table 3-21.
Available Flexural Strength for Positive Moment
The available flexural strength of a composite beam subject to positive moment is determined per AISC Specification Section 13.2a assuming a uniform compressive stress of
0.85// and zero tensile strength in the concrete, and a uniform stress of F 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 13.2d, enough shear stud connectors must be provided
between a point of maximum moment and the nearest point of zero moment to transfer the
horizontal shear force V’ between the steel beam and concrete slab, where V’ is determined
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
OTHER SPECIFICATION REQUIREMENTS AND DESIGN CONSIDERATIONS
3-7
per AISC Specification Section I3.2d-1. For partial-composite design, the shear strength of
the shear stud connectors LQ n 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 13. lb, 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. Id.
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 No. 3 Serviceability Design Considerations for Low-Rise Buildings
(Fisher and West, 2004), AISC Design Guide No. 5 Low- and Medium-Rise Steel Buildings
(Allison, 1991) and AISC Design Guide No. 11 Floor Vibrations Due to Human Activity
(Murray, Allen and Ungar, 1997).
The maximum vertical deflection A, in., 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:
A=ML 2 / (C,/ x )
where
M = maximum service-load moment, kip-ft
L - span length, ft
I = moment of inertia, in. 4
C } = loading constant (see Figure 3-2) which includes the numerical constants appropriate for the given loading pattern, E, which has units of ksi, and a ft-to-in. conversion
factor of 1,728 in. 3 /ft 3 .
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DESIGN OF FLEXURAL MEMBERS
3-8
FLEXURAL DESIGN TABLES
Table 3-1 . Beam Bending Coefficient C b
Values of the beam bending coefficient C h 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 Z x
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 F y = 50 ksi (ASTM
A992). Cb is taken as unity.
For compact W-shapes, when Lb < L , the strong-axis available flexural strength, M px /£l b
or § b M px , can be determined using the tabulated strength values. When L p < L h < Lr , linearly interpolate between the available strength at L p and the available strength at L r as
follows:
LRFD
n = C b W b M px -
BF(L b - L p )\ <«)b M px
p
)
g
M
- - - B F ( L b- L
Qh
*
M
W
IA
ASD
When Lb > Lr , see Table 3-10. For non-compact W-shapes, the tabulated values of M px /£lb ,
an
d Lp have been adjusted to account for the non-compactness.
The strong-axis available shear strength, (j)v V/J or
can be determined using the
tabulated value.
C.= 161
0
0
C<= 170
158
201
Figure 3-2. Loading constants for use in determining simple beam deflections.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
W-SHAPE SELECTION TABLES
3-9
Table 3-3. W-Shapes—Selection by lx
W-shapes are sorted in descending order by strong-axis moment of inertia Zx 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 Z
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 F = 50 ksi (ASTM A992). C b is taken
as unity.
For non-compact W-shapes, the tabulated values of M py !£l b and § b M have been adjusted
to account for the non-compactness.
The weak-axis available shear strength must be checked independently.
Table 3-5. W-Shapes—Selection by I
W-shapes are sorted in descending order by weak-axis moment of inertia I and then
grouped in ascending order by weight with the lightest W-shape in each range in bold.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3-10
DESIGN OF FLEXURAL MEMBERS
Table 3-1
Values for C'b for Simply Supported Beams
Loaa
Lateral Bracing
Along Span
iP
1
None
Load at midpoint
i
1.32
I
1
1
At load point
| F’
i
None
|P
1
Loads at third points
1
At load points
Loads symmetrically placed
None
r
Loads at quarter points
r
r
T
At load points
Loads at quarter points
None
At midpoint
*
—
‘
114
1
|
¥
1 6/
i
i~67 |
1.00
L67
i i r
;I
1.14.......
| 1.67
1.11
1.11
i 67 |
■
|
. I I I I U I I LI
1.30
1.30
w ______
1
I
/At miro points
At quarter
points
At fifth points
1.45 "
1.01 ”
1.45
. I u I 1 1 I..I 1 .
1.52 " 1.06 " 1.06 " 1.52 '
1.56 1 12 1.00 1.12 1.56'
Note: Lateral bracing must always be provided at points of support per AISC Specification Chapter F.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
FLEXURAL DESIGN TABLES
3-11
Table 3-2
F y = so ksi
W Shapes
/
Selection by Zx
BF
fyAx
Shape
X
w,
L
P
l-r
4
ft
ft
71.4
14.9
46.8
70.4
6140
55.5
3480
5220
8660
3460
7990
4890
4770
kip-ft
kip-ft
kip-ft
kip-ft
kips
kips
in.3
ASD
LRFD
ASD
LRFD
ASD
LRFD
W36x800h
3650
9110
13700
5310
7980
47.5
W36x652h
2910
7260
10900
4300
6460
W40x593h
2760
6890
10400
4090
h
W36x529
2330
5810
8740
W40x503h
2310
5760
h
2130
5310
W40x431h
1960
W36x441h
W27x539h
1910
1890
W40x397h
7
Vnr
kips
kips
in. 4
ASD
LRFD
94.8
64700
2030
3040
14.5
77.8
50600
1620
2430
83.5
13.4
63.8
50400
1540
2310
46.5
70.0
14.1
64.4
39600
1280
1920
5200
54.7
82.2
13.1
55.3
41600
1290
1940
3200
4800
46.1
69.3
14.0
60.0
36000
1180
1770
7350
2950
4440
53.6
80.6
12.9
49.0
34800
1110
1660
2880
26.1
68.0
39.2
13.8
12.9
55.5
88.6
32100
25600
1060
2740
4330
4120
45.2
4720
7160
7090
1280
1590
1920
1800
4490
6750
2720
4100
52.3
78.7
12.9
46.6
32000
ooa
1500
h
W40x392
1710
4270
6410
2510
3780
60.4
90.8
9.33
38.3
29900
1180
1760
W36x395h
1710
4270
6410
2600
3910
44.7
67.1
13.7
51.0
28500
937
1410
h
W40x372
1680
4190
6300
2550
3830
51.6
77.6
12.7
44.5
29600
943
1410
W14x730h
1660
4140
6230
2240
3360
7.37
11.1
16.6
275
14300
1380
2060
W40x362h
1640
4090
6150
2480
3730
51.5
77.4
12.7
44.0
28900
908
1360
6080
2460
3700
59.6
89.6
12.3
38.8
31100
902
1350
2360
7.12
57.7
65.7
10.7
13.3
13.6
16.3
53.3
48.1
253
24300
25700
12400
906
2010
3540
3540
3020
38.4
1220
1360
1280
1840
W36x487
W44x335
1620
4040
W33x387h
W36x361h
W14x665h
1560
1550
1480
3890
3690
5850
5810
5550
W40x324
1460
3640
5480
2240
3360
49.1
73.8
12.6
41.3
25600
803
1200
W30x391h
W40x331h
W33x354h
1450
1430
1420
3620
2180
47.1
88.7
56.4
13.0
9.08
13.2
58.8
33.7
49.9
20700
24700
22000
903
2170
3280
3180
3260
31.3
3540
5440
5360
5330
825
1350
1490
1240
W44x290
1410
3520
5290
2170
3260
54.9
82.5
12.3
37.0
27000
755
1130
W40x327h
W36x330
W40x297
W30x357h
W14x605h
W36x302
1410
1410
1330
1320
1320
1280
3520
5290
5290
4990
4950
4950
4800
2100
3150
3260
3070
2990
2730
2970
58.0
87.2
63.6
71.1
47.0
10.3
60.9
9.11
13.5
12.5
12.9
16.1
13.5
33.6
45.5
39.4
54.5
232
43.6
24500
23300
23200
18700
10800
21100
963
1440
1150
1110
1220
1630
1060
ASD
LRFD
3870
3570
3520
3320
3290
3290
3190
h
2360
2110
2170
2040
1990
1820
1970
43.7
59.0
37.5
42.3
47.3
31.2
6.83
40.5
851
995
768
741
813
1090
706
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section
A3.1c.
Q ft = 1.67
0.90
Q v =1.50 0,= 1.OO
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DESIGN OF FLEXURAL MEMBERS
3-12
Table 3-2 (continued)
W Shapes
Selection by Z x
£
X
F y = 50 ksi
BF
K M px
M
kip-ft
kip-ft
kip-ft
kip-ft
kips
kips
3
ASD
LRFD
ASD
LRFD
ASD
W44x262
1270
3170
4760
1940
2910
W40x294
1270
3170
4760
1890
2840
W33x318
1270
3170
4760
1940
W40x277
1250
3120
4690
W27x368h
1240
3090
W40x278
W36x282
1190
W30x326h
b
P
Lr
4
kips
kips
LRFD
ft
ft
in.4
ASD
LRFD
52.5
79.0
12.3
35.7
24100
680
1020
57.0
85.7
9.01
31.5
21900
856
1280
2910
36.9
55.4
13.1
46.5
19500
731
1100
1920
2890
45.8
68.9
12.6
38.8
21900
659
988
4650
1850
2780
25.1
37.7
12.3
61.9
16200
839
1260
2970
4460
1780
2680
55.2
82.9
8.90
30.4
20500
823
1230
1190
2970
4460
1830
2760
39.4
59.2
13.4
42.2
19600
657
985
1190
2970
4460
1820
2730
30.3
45.6
12.7
50.7
16800
739
1110
W14x550h
1180
2940
4430
1630
2440
6.67
10.0
15.9
213
9430
963
1450
W33x291
1160
2890
4350
1780
2680
36.0
54.1
13.0
43.9
17700
669
1000
W40x264
1130
2820
4240
1700
2550
54.1
81.4
8.90
29.7
19400
768
1150
W27x336h
1130
2820
4240
1700
2550
25.1
37.7
12.2
56.9
14600
756
1130
W24x370h
1130
2820
4240
1670
2510
19.9
29.9
11.6
69.2
13400
851
1280
W40x249
1120
2790
4200
1730
2610
43.0
64.7
12.5
37.2
19600
591
886
Shape
in.
W44x230
v
L
1100
2740
4130
1700
2550
47.1
34.4
20800
547
823
1100
2740
4130
1700
2550
38.4
70.9
57.7
12.1
W36x262
13.3
40.6
17900
619
929
W30x292
1060
2640
3980
1620
2440
29.8
44.8
12.6
46.9
14900
653
980
W14x500h
1050
2620
3940
1460
2200
6.42
9.65
15.6
196
8210
858
1290
W36x256
1040
2590
3900
1560
235Q
46.5
70.0
9.36
719
1080
1040
2590
3900
1610
2410
34.6
51.9
12.9
31.5
41.6
16800
W33x263
W36x247
15900
601
901
1030
2570
3860
1590
2400
37.1
55.8
13.2
39.5
16700
587
880
W27x307h
1030
2570
3860
1550
2330
25.2
37.8
13100
687
1030
1020
2540
3830
1510
2270
20.1
30.2
12.0
11.4
52.6
W24x335h
63.0
11900
760
1140
W40x235
1010
2520
3790
1530
2300
51.0
76.7
8.97
28.4
17400
659
988
W40x215
964
2410
3620
1500
2250
39.2
58.9
12.5
35.6
16700
507
760
W36x231
963
2400
3610
1490
2240
35.8
53.7
13.1
38.6
15600
555
832
W30x261
943
2350
3540
1450
2180
29.2
43.9
12.5
43.4
13100
588
882
W33x241
940
2350
3530
1450
2180
33.2
49.8
12.8
39.7
14200
567
851
W36x232
936
2340
3510
1410
2120
44.6
67.1
9.25
29.9
15000
646
969
W27x281
936
2340
3510
1420
2140
24.6
36.9
12.0
49.2
11900
621
931
W14x455h
936
2340
3510
1320
1980
6.20
9.31
15.5
179
7190
767
1150
W24x306h
922
2300
3460
1380
2070
19.9
29.8
11.3
57.8
10700
684
1030
W40x211
906
2260
3400
1370
2060
48.5
73.0
8.87
27.2
15500
591
886
ASD
LRFD
Q fi = 1.67
Q„=1.50
0.90
0 / 1 . 00
h
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section
A3.1c.
v
Shape does not meet the h/t w limit for shear in Specification Section G2.1a with F = 50 ksi,
Q „ = 1 . 6 7 , 0 , = 0.90.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
FLEXURAL DESIGN TABLES
3-13
Table 3-2 (continued)
W Shapes
F y = so ksi
Z/
Selection by Z x
C) M
BF
X
b px " A
% M rx
kip-ft
kip-ft
kip-ft
kip-ft
kips
kips
3
in.
ASD
LRFD
ASD
LRFD
ASD
LRFD
ft
ft
W40x199
W14x426h
W33x221
W27x258
W30x235
W24x279h
W36x210
W14x398h
869
869
857
852
847
835
833
801
2170
2170
2140
2130
1340
1230
1330
1300
1310
1250
1260
1150
2020
1850
1990
1960
1960
1880
1890
1720
37.2
6.09
31.8
24.2
28.3
19.7
42.5
5.96
55.9
9.16
47.8
36.4
42.5
29.6
63.8
8.96
12.2
15.3
12.7
2110
2080
2080
2000
3260
3260
3210
3200
3180
3130
3120
3000
11.9
12.4
11.2
9.11
15.2
34.3
169
38.2
45.9
40.9
53.4
28.5
158
W40x183
W33x201
W27x235
W36x194
W18x311h
W30x211
W24x250
W14x370h
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
30.2
23.9
40.6
11.2
27.0
19.5
5.86
66.3
45.3
35.9
61.0
16.8
40.7
29.3
8.80
8.80
12.6
11.8
9.04
10.4
12.3
11.1
15.1
W36x182
W27x217
718
711
1790
1770
2690
2670
1090
1100
1640
1650
39.1
23.3
58.8
35.1
W40x167
W18x283h
W30x191
W24x229
W14x342h
W36x170
W27x194
W33x169
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
1580
1480
1580
1540
1460
1530
1470
1440
41.8
11.0
25.8
19.2
5.75
37.4
22.5
34.1
W36x160
W18x258h
W30x173
W24x207
W14x311h
W12x336h
624
611
607
606
603
603
1560
1520
1510
1510
1500
1500
2340
2290
2280
2270
2260
2260
947
898
945
927
884
844
1420
1350
1420
1390
1330
1270
36.0
11.0
24.4
18.9
5.63
4.80
ASD
LRFD
i -1.67
Q , = 1.50
< -0.90
0 1.00
Shape
Zx
h
L
P
l-r
'x
kips
kips
in.
ASD
LRFD
14900
6600
12900
10800
11700
9600
13200
6000
503
700
526
568
520
620
609
647
754
1050
789
852
779
930
914
971
25.9
36.8
42.9
27.6
81.2
38.7
48.6
148
13200
11600
9700
12100
6970
10300
8490
5440
507
482
522
558
679
480
548
593
760
722
782
837
1020
719
822
890
9.01
11.7
27.0
40.8
11300
8910
527
472
790
708
62.9
16.6
38.7
28.9
8.64
56.2
33.8
51.3
8.48
10.3
12.2
11.0
15.0
8.94
11.6
8.83
24.8
73.8
36.9
45.2
137
26.4
38.2
26.7
11600
6170
9200
7650
4900
10500
7860
9290
502
612
436
500
540
492
422
453
753
918
653
749
810
738
632
680
54.1
16.5
36.6
28.5
8.46
7.22
8.83
10.2
12.1
10.9
14.8
12.3
25.8
67.4
35.5
41.8
125
150
9760
5510
8230
6820
4330
4060
468
549
399
447
483
597
702
824
598
671
724
896
4
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section
A3.1c.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DESIGN OF FLEXURAL MEMBERS
3-14
Table 3-2 (continued)
W Shapes
F y = 50 ksi
Selection by Z x
X
bM px * A
% M rx
kip-ft
kip-ft
kip-ft
kip-ft
kips
kips
in.3
ASD
LRFD
ASD
LRFD
ASD
LRFD
ft
W40x149v
598
1490
2240
896
1350
38.6
58.0
8.09
W36x150
581
1450
2180
34.5
51.8
8.72
W27x178
570
1420
2140
880
882
1320
1330
21.7
32.7
11.5
Q
zx
Shape
BF
0V Ku
L,
'x
kips
kips
ft
in.
4
ASD
LRFD
23.5
9800
432
650
25.2
9040
448
672
36.3
7020
403
605
638
W33x152
559
1390
2100
851
1280
32.0
48.1
8.72
25.7
8160
425
W24x192
559
1390
2100
858
1290
18.7
28.0
10.8
39.6
6260
413
619
W18x234h
549
1370
2060
814
1220
10.8
16.2
61.5
489
733
648
W14x283h
542
1350
2030
802
1200
5.53
8.31
10.1
14.7
114
4900
3840
W12x305h
537
1340
2010
760
1140
4.66
7.00
12.1
137
3550
530
796
W21x201
530
1320
1990
805
1210
14.6
21.9
10.7
46.1
5310
419
629
W27x161
515
1280
1930
800
1200
20.8
31.3
11.4
34.7
6310
364
546
W33x141
514
1280
1930
782
1180
30.4
45.8
8.58
25.0
7450
403
604
W24x176
511
1270
1920
786
1180
18.3
27.6
10.7
37.4
5680
379
568
509
1270
1910
767
1150
31.8
47.8
8.41
24.2
7800
383
576
500
1250
1880
761
1140
28.8
43.3
8.05
24.9
6680
399
598
657
W36x135
v
W30x148
W18x211
432
1220
732
1100
10.7
16.1
9.96
55.8
4330
438
W14x257
490
487
1840
1220
1830
725
1090
5.46
8.21
14.6
104
3400
385
577
W12x279h
481
1200
1800
686
1030
4.52
6.79
11.9
126
3110
485
728
W21x182
476
1190
1790
728
1090
14.3
21.6
10.6
42.6
4730
377
566
W24x162
468
1170
1760
723
1090
17.8
26.8
10.8
35.7
5170
353
529
W33x130
467
1170
1750
709
1070
28.8
43.3
8.44
384
576
464
1160
1740
723
1090
19.7
29.6
11.3
24.3
33.4
6710
W27x146
5660
331
497
W18x192
442
1100
1660
664
998
10.7
16.0
9.85
51.1
3870
391
586
W30x132
437
1090
1640
664
998
26.9
40.5
7.95
23.8
5770
373
559
W14x233
436
1090
1640
655
984
5.38
8.09
14.5
94.9
3010
343
515
W21x166
432
1080
1620
664
998
14.2
21.3
10.6
4280
337
506
W12x252h
428
1070
1610
617
927
6.62
11.8
2720
430
645
W24x146
418
1040
1570
648
974
4.40
17.1
39.8
114
25.8
10.6
33.7
4580
322
482
W33x118v
W30x124
415
1040
1560
627
942
26.7
40.2
8.19
23.5
5900
325
488
408
1020
1530
620
932
25.9
39.0
7.88
23.2
5360
353
529
W18x175
398
993
1490
601
903
10.6
15.9
9.75
46.7
3450
357
535
W27x129
395
986
1480
603
906
23.3
35.0
7.81
4760
337
506
W14x211
390
973
1460
590
887
5.31
7.99
14.4
24.3
86.4
2660
308
462
W12x230h
386
963
1450
561
843
4.32
6.49
11.7
105
2420
387
580
ASD
LRFD
Q ft = 1.67
Q,= 1.50
— 0.90
0 k =1.OO
h
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section
A3.1c.
v
Shape does not meet the h/t w limit for shear in Specification Section G2.1a with F = 50 ksi,
0.90.
Q , = 1.67,
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
FLEXURAL DESIGN TABLES
3-15
Table 3-2 (continued)
W SIlapes
F y = 50 ksi
X
Select!on by Z x
Shape
zx
kip-ft
w,
V™
kips
kips
4
ASD
LRFD
509
BF
% M px
kip-ft
kip-ft
kip-ft
kips
LRFD
ASD
kips
Lp
Lr
ft
in.
lx
3
ASD
LRFD
ASD
LRFD
ft
W30x116
378
943
1420
575
864
24.7
37.2
7.74
22.6
4930
339
W21x147
373
931
1400
575
864
13.8
20.7
10.4
36.3
3630
318
476
W24x131
370
923
1390
864
16.3
24.5
10.5
31.9
4020
296
444
W18x158
356
888
1340
575
541
814
10.5
15.7
9.68
42.8
3060
319
479
814
5.27
7.92
14.3
79.7
2400
276
96.0
2140
347
413
521
in.
W14x193
355
886
1330
541
W12x210
348
868
1310
510
767
4.24
6.38
11.6
W30x108
346
863
1300
522
785
23.7
35.6
7.59
22.0
4470
325
488
W27x114
343
856
1290
522
785
21.7
32.6
7.70
23.1
4080
W21x132
333
831
1250
515
774
13.3
20.0
10.3
34.1
3220
311
284
426
W24x117
327
816
1230
508
764
15.3
23.1
10.4
30.4
3540
267
400
W18x143
322
803
1210
493
740
10.4
15.6
9.61
39.6
2750
285
427
W14x176
320
798
1200
491
738
5.22
7.84
14.2
73.2
2140
253
379
467
W30x99
312
778
1170
470
706
22.2
33.3
7.42
21.4
3990
308
463
W12x190
311
776
1170
459
690
4.18
6.28
11.5
87.3
1890
305
457
W21x122
307
766
1150
477
717
12.9
19.4
10.3
32.7
2960
260
390
W27x102
305
761
1140
466
701
20.2
30.3
7.59
22.2
3620
279
419
W18x130
290
724
1090
447
672
10.2
15.3
9.54
36.7
2460
258
387
W24x104
289
721
1080
451
677
14.3
21.5
3100
241
361
287
716
1080
444
667
5.18
7.79
10.3
14.1
29.2
W14x159
66.7
1900
223
335
v
283
706
1060
428
643
20.5
30.9
7.38
20.9
3610
249
375
W24x103
280
699
1050
428
643
18.2
27.4
7.03
21.9
3000
270
405
W21x111
279
696
1050
435
654
12.4
18.7
10.2
31.3
2670
237
355
W27x94
278
694
1040
424
638
19.1
28.8
7.49
21.6
3270
264
396
W12x170
275
686
1030
410
617
4.11
6.18
11.4
78.5
1650
269
404
W18x119
262
654
983
403
606
10.1
15.2
9.50
34.3
2190
249
373
302
W30x90
W14x145
260
649
975
405
609
5.11
7.68
14.1
61.7
1710
201
W24x94
254
634
953
388
583
17.3
6.99
21.2
2700
250
376
W21x101
253
631
949
396
596
11.8
26.0
17.7
10.2
30.1
2420
214
320
609
915
372
559
17.6
26.4
7.31
20.8
2850
246
369
70.6
1430
239
358
W27x84
244
W12x152
243
606
911
365
549
4.07
6.11
11.3
W14x132
234
584
878
365
549
5.13
7.70
13.3
56.0
1530
189
284
W18x106
230
574
863
356
536
9.70
14.6
9.40
31.8
1910
221
332
ASD
LRFD
Q fi = 1.67
O6 ~0.90
Q v =1.50
=1.00
v
Shape does not meet the h/t w limit ftor shear in Specification Section G2.1a with Fy = 50 ksi,
1 . 6 7 , 0 , = 0.90.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DESIGN OF FLEXURAL MEMBERS
3-16
Table 3-2 (continued)
W Shapes
X
= 50 ksi
y
Selection by Z x
% M px A V Q 4
6
kip-ft
kip-ft
kip-ft
kip-ft
kips
kips
3
ASD
LRFD
ASD
LRFD
ASD
LRFD
W24x84
224
559
840
342
515
16.2
W21x93
221
829
335
504
14.6
Shape
F
A
in.
BF
b M rx
L
P
L
lx
kips
kips
ft
ft
in.
4
ASD
LRFD
24.3
6.89
20.3
2370
227
340
21.9
21.3
2070
251
376
318
W12x136
214
551
534
803
325
488
4.01
6.03
6.50
11.2
63.3
1240
212
W14x120
212
529
795
332
499
5.09
7.64
13.2
52.0
1380
171
256
W18x97
211
526
791
328
494
9.45
14.2
9.36
30.3
1750
199
298
316
W24x76
200
499
750
307
462
15.0
22.5
2100
210
198
494
743
306
459
7.90
11.9
6.78
8.87
19.6
W16x100
32.7
1490
199
298
W21x83
196
489
735
299
449
13.8
20.8
6.46
20.2
1830
221
331
W14x109
192
479
720
302
454
5.02
7.54
13.2
48.4
1240
150
226
W18x86
186
464
698
290
436
9.04
13.6
9.29
28.5
1070
177
265
W12x120
186
464
698
285
428
3.95
5.93
11.1
56.5
1530
186
279
W24x68
177
442
664
269
404
14.1
21.2
6.61
197
295
175
437
656
271
407
7.74
8.80
1300
176
264
W14x99f
173
430
646
274
412
4.89
11.6
7.35
18.8
30.2
1830
W16x89
13.5
45.3
1110
137
206
W21x73
172
429
645
264
396
12.9
19.4
6.39
19.2
1600
193
290
W12x106
164
409
615
253
381
3.93
5.90
11.0
50.7
933
157
236
W18x76
163
407
611
255
383
8.49
12.8
9.22
27.1
1330
155
232
W21x68
160
399
368
12.5
18.7
1480
182
273
382
250
375'
4.80
18.8
7.22
6.36
157
600
573
245
W14x90f
15.2
42.6
999
123
185
W24x62
153
382
574
4.87
14.4
1550
204
306
374
563
352
16.0
7.34
24.1
150
229
234
344
W16x77
11.0
8.72
27.8
1110
150
225
W12x96
147
367
551
229
344
3.87
5.81
10.9
46.6
833
140
210
W10x112
147
367
551
220
331
2.68
4.02
9.47
64.3
716
172
257
W18x71
146
364
548
222
333
10.5
15.7
6.00
19.6
1170
183
274
W21x62
144
222
333
11.6
17.4
6.25
18.1
1330
168
252
139
359
347
540
W14x82
521
215
323
5.43
8.16
8.76
33.1
881
146
219
W24x55
v
134
334
503
199
299
14.8
22.2
4.73
13.9
1350
167
251
W18x65
133
332
499
204
307
9.92
14.9
5.97
18.8
1070
165
248
W12x87
132
329
495
206
310
3.84
5.76
10.8
43.0
740
129
194
W16x67
130
324
488
204
307
6.91
10.4
8.69
954
129
194
623
151
226
1170
171
256
W10x100
130
324
488
196
294
2.66
4.01
9.36
26.1
57.7
W21x57
129
322
484
194
291
13.4
20.1
4.77
14.3
o
IX.
CE
—1
§
f
v
88
O T11 ||
-Qi
■e- -e-
\
cfcT
Shape exceeds compact limit for flexure with F = 50 ksi.
Shape does not meet the h/t w limit for shear in Specification Section G2.1a with F = 50 ksi,
=1.67,0 =0.90.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
FLEXURAL DESIGN TABLES
3-17
Table 3-2 (continued)
—
W SIiapes
X
Fy = 50 ksi
Selection by Z x
Q
7
Shape
bM px
w,
BF
kips
Ur
kips
in.4
ASD
LRFD
17.4
31.0
18.2
39.9
29.3
51.1
1140
795
984
662
722
534
156
128
151
116
117
131
234
191
227
175
175
197
5.90
17.5
890
141
212
18.3
5.59
4.59
10.7
13.6
37.4
984
597
158
105
237
158
9.78
7.98
4.96
8.69
2.59
3.60
14.7
12.0
7.46
13.1
3.90
5.41
6.09
5.65
8.65
5.83
9.18
11.9
16.6
18.3
27.5
17.0
45.2
35.1
959
758
640
800
455
533
144
141
104
128
112
94.5
217
212
156
192
169
142
214
213
207
204
205
199
191
11.2
7.59
-9.71
5.27
3.76
2.57
7.16
16.8
11.4
14.6
7.93
5.66
3.86
10.8
4.45
5.62
4.56
6.78
8.87
9.15
5.55
13.0
17.2
13.7
22.2
29.9
40.6
16.5
843
659
712
541
475
394
586
145
124
130
103
87.8
97.8
111
217
185
195
155
132
147
167
119
123
123
116
180
184
185
175
8.86
5.10
3.65
2.53
13.3
7.66
5.48
3.80
4.49
6.75
8.76
9.08
13.1
21.1
28.2
36.6
612
484
425
341
113
93.8
83.2
85.8
169
141
125
129
113
112
105
109
105
170
169
159
164
158
6.69
3.97
1.73
4.82
2.49
10.1
5.97
2.60
7.24
3.74
5.55
6.92
7.49
6.68
9.04
15.9
23.9
47.7
20.0
33.7
518
391
272
428
303
97.7
90.2
103
83.3
74.7
146
135
154
125
112
Lp
l-r
4
kip-ft
kip-ft
kip-ft
kip-ft
kips
kips
in.3
ASD
LRFD
ASD
LRFD
ASD
LRFD
ft
ft
W21x55
W14x74
W18x60
W12x79
W14x68
W10x88
126
126
123
119
115
113
314
314
307
297
287
282
473
473
461
446
431
424
192
196
189
187
180
172
289
294
284
281
270
259
10.8
5.34
9.64
3.77
5.20
2.63
16.3
8.03
14.5
5.67
7.81
3.95
6.11
8.76
5.93
10.8
8.69
9.29
W18x55
112
279
420
172
258
9.26
13.9
W21x50
W12x72
110
108
274
269
413
405
165
170
248
256
12.2
3.72
W21x48f
W16x57
W14x61
W18x50
W10x77
W12x65f
107
105
102
101
97.6
96.8
265
262
254
252
244
237
398
394
383
379
366
356
162
161
161
155
150
154
244
242
242
233
225
231
W21x44
W16x50
W18x46
W14x53
W12x58
W10x68
W16x45
95.4
92.0
90.7
87.1
86.4
85.3
82.3
238
230
226
217
216
213
205
358
345
340
327
324
320
309
143
141
138
136
136
132
127
W18x40
W14x48
W12x53
W10x60
78.4
78.4
77.9
74.6
196
196
194
186
294
294
292
280
W16x40
W12x50
W8x67
W14x43
W10x54
73.0
71.9
70.1
69.6
66.6
182
179
175
174
166
274
270
263
261
250
ASD
LRFD
Q6 = 1.67
— 0.90
<t>,= 1.00
Q v =1.50
f
Shape exceeds compact limit for flex ure with Fy = 50 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DESIGN OF FLEXURAL MEMBERS
3-18
Table 3-2 (continued)
W Shapes
X
F
y
= 50 ksi
Selection by Z x
BF
b M rx
Shape
l-r
lx
kip-ft
kip-ft
kip-ft
kip-ft
kips
kips
3
ASD
LRFD
ASD
LRFD
ASD
LRFD
ft
ft
in.
W18x35
66.5
166
249
101
151
8.07
12.1
4.31
12.4
510
106
159
W12x45
64.2
160
241
101
151
3.83
5.75
6.89
22.4
348
80.8
121
in.
4
kips
kips
ASD
LRFD
W16x36
64.0
160
240
98.7
148
6.19
9.31
5.37
15.2
448
93.6
140
W14x38
61.5
153
231
95.4
143
5.39
8.10
5.47
16.2
385
87.4
131
W10x49
60.4
151
227
95.4
3.67
8.97
68.0
102
149
224
90.8
1.70
2.56
7.42
31.6
41.7
272
59.8
143
137
2.44
W8x58
W12x40
134
142
214
89.9
135
3.66
5.50
6.85
21.1
228
307
89.3
57.0
70.4
106
W10x45
54.9
137
206
85.8
129
2.59
3.89
7.10
26.9
248
70.7
106
W14x34
54.6
136
205
84.9
128
5.05
7.59
5.40
15.6
340
79.7
120
W16x31
54.0
135
203
82.4
124
6.76
10.2
4.13
11.9
375
87.3
131
W12x35
51.2
128
192
120
4.28
6.43
5.44
16.7
285
75.0
113
W8x48
49.0
122
184
79.6
75.4
113
1.68
2.53
7.35
35.2
184
68.0
102
W14x30
47.3
118
177
73.4
110
4.65
6.99
5.26
14.9
291
74.7
112
46.8
117
176
73.5
111
2.51
3.77
6.99
24.2
209
62.5
93.7
44.2
110
166
67.1
101
5.96
8.96
3.96
11.2
301
70.5
106
43.1
108
162
67.4
101
3.92
5.89
5.37
15.6
238
64.2
96.3
W10x39
W16x26
v
W12x30
W14x26
40.2
100
151
61.7
92.7
5.32
7.99
3.81
11.1
245
W8x40
39.8
99.3
149
62.0
93.2
1.64
2.47
7.21
29.9
146
70.9
59.4
89.1
W10x33
38.8
96.8
146
61.1
91.9
2.39
3.59
6.85
21.8
171
56.4
84.7
84.3
106
W12x26
37.2
92.8
140
58.3
87.7
3.61
5.42
5.33
14.9
204
56.2
W10x30
36.6
91.3
137
56.6
85.0
3.08
4.62
4.84
16.1
170
62.8
94.2
W8x35
34.7
86.6
130
54.5
81.9
1.62
2.43
7.17
27.0
127
50.3
75.5
W14x22
33.2
82.8
125
50.6
76.1
4.75
7.14
3.67
10.4
199
63.2
94.8
2.90
4.80
14.9
144
53.7
80.6
1.58
4.36
2.37
7.18
24.8
110
45.6
68.4
W10x26
31.3
78.1
117
48.7
73.2
W8x31 f
30.4
75.8
114
48.0
72.2
W12x22
29.3
73.1
110
44.4
66.7
4.65
6.99
3.00
9.17
156
64.0
96.0
W8x28
27.2
67.9
102
42.4
63.8
1.66
2.50
5.72
21.0
98.0
45.9
68.9
W10x22
26.0
64.9
97.5
40.5
60.9
2.68
4.02
4.70
13.8
118
48.8
73.2
W12x19
24.7
61.6
92.6
37.2
55.9
4.27
6.43
2.90
8.62
130
57.2
85.7
36.5
54.9
1.59
2.39
5.69
19.0
82.7
38.9
58.3
W8x24
23.1
57.6
86.6
W10x19
21.6
53.9
81.0
32.8
49.3
3.17
4.77
3.09
9.72
96.3
51.2
76.8
W8x21
20.4
50.9
76.5
31.8
47.8
1.86
2.79
4.45
14.8
75.3
41.4
62.1
ASD
LRFD
f
v
Q 4 =1.67 0 fi = 0.90
Q,= 1.50 K = i o o
Shape exceeds compact limit for flexure with /- = 50 ksi.
Shape does not meet the /?/tw limit for shear in Specification Section G2.la with A = 50 ksi,
=0.90.
1.67,
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
FLEXURAL DESIGN TABLES
3-19
Table 3-2 (continued)
/—
W Shapes
Fy = so ksi
Selection by Z x
Shape
in.
kip-ft
3
kip-ft
BF
h M rx
Wpx
lx
kip-ft
kip-ft
kips
X
W
L
kips
P
lx
ASD
LRFD
ASD
LRFD
ASD
LRFD
ft
ft
in.
Vnx
kips
kips
4
ASD
LRFD
W12x16
20.1
50.1
75.4
29.9
44.9
3.82
5.75
2.73
8.03
103
52.8
79.1
W10x17
18.7
46.7
70.1
28.3
42.5
2.99
4.49
2.98
9.13
81.9
48.5
72.8
W12x14
v
17.4
43.4
65.2
26.0
39.1
3.42
5.15
2.66
7.74
88.6
42.8
64.3
W8x18
17.0
42.4
63.8
2.61
4.34
13.50
61.9
37.4
56.2
16.0
39.9
60.0
39.9
36.2
1.74
W10x15
26.5
24.1
2.75
4.14
2.86
8.61
68.9
46.0
69.0
W8x15
13.6
33.9
51.0
20.6
31.0
1.92
2.88
3.09
10.00
48.0
39.7
59.6
W10x12f
12.6
11.4
31.2
46.9
19.0
28.6
2.35
3.53
2.87
8.05
53.8
37.5
56.3
W8x13
28.4
42.8
17.3
26.0
1.76
2.65
2.98
9.30
39.6
36.8
55.1
W8x10 f
8.9
21.9
32.9
13.6
20.5
1.52
2.28
3.14
656
30.8
26.8
40.2
ASD
LRFD
f
v
Q h =1.67
i\=1.50
Ob
0.90
Shape exceeds compact limit for flexure with
= 50 ksi.
Shape does not meet the h/t w limit for shear in Specification Section G2.1a with F = 50 ksi,
Q y =1.67, < =0.90.
0 , = 1.00
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DESIGN OF FLEXURAL MEMBERS
3-20
Table 3—3
W Shapes
J
X
Selection by l x
4X
OlldptJ
in.
W36x800h
4
64700
in.
4X
oiicipu
4
in.
4
4
in.4
W44x230
20800
W40X167
11600
W33x118
5900
W30x391h
20700
W33x201
11600
W30x132
20500
W36x182
11300
W24x176
5770
5680
W36x652h
50600
W40x278
W40x249
19600
W27x258
10800
W27x146
5660
W40x593h
50400
W36x282
19600
W14x605h
10800
W18x258h
5510
W14x370h
5440
41600
19500
19400
10700
W40x503
W33x318
W40x264
W24x306h
h
W36x170
10500
W30x124
5360
W36x529h
39600
W30x357h
18700
W30x211
10300
W36x262
17900
W33x291
17700
W40x149
9800
W40x235
17400
W36x160
34800
W36x256
16800
W27X235
32100
h
W36x487h
h
W40x431
W36x441h
W40x397h
36000
32000
W30x326
16800
W21x201
5310
W24x162
5170
9760
W30X116
4930
9700
W18x234h
4900
h
W24x279
9600
W14x342h
4900
h
W27x129
4760
16700
W14x550
W33x169
9430
W40x215
9290
W21x182
4730
W36x247
16700
W30x191
9200
W24x146
4580
W44x335
31100
W27x368h
16200
W36x150
9040
W40x392h
29900
W33X263
15900
W27X217
8910
W30x108
4470
W40x372h
29600
W36x231
15600
W24x250
8490
W18x211
4330
W40x362h
28900
W30x173
8230
W14x311 h
4330
W36x395h
28500
4080
W40x211
15500
W14x500h
8210
W36x232
15000
W33x152
8160
W21x166
W27x114
W27x194
7860
W12x336h
4060
W24x131
4020
3990
4280
W44x290
27000
h
25700
W40x199
W40x324
25600
W30x292
14900
W36x135
7800
25600
h
14600
W24x229
7650
W30x99
7450
W18x192
3870
h
3840
W36x361
W27x539
h
h
h
LX
oncipc
24700
W27x336
h
W14x730
14900
14300
W33x141
W40x331
W40x327h
24500
W33X241
14200
W14x455
7190
W14x283
W33x387h
24300
W24x370h
13400
W27x178
7020
W21x147
3630
W18x311 h
6970
W27x102
3620
W24x207
6820
W44x262
24100
W40x183
13200
W36x330
23300
W36x210
13200
h
W40x297
23200
W30x261
13100
W33x130
6710
W33x354h
22000
W27x307h
13100
W30x148
W40x277
21900
W33x221
12900
W14x426r
6680
6600
W40x294
21900
W14x665h
12400
W27x161
6310
W36x302
21100
W36x194
12100
W24x192
6260
W27X281
11900
W18x283h
6170
W24x335h
11900
W14x398h
6000
W30x235
11700
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
FLEXURAL DESIGN TABLES
3-21
Table 3-3 (continued)
T
1
W Shapes
Selection by l x
L
wllu|JC
orrapu
in.
h
4
in.
4
W24x68
W21x83
W18x97
W14x145
W12x170
W21x73
1830
1830
1750
1710
1650
1600
W24x62
W18x86
W14x132
W16x100
W21x68
W12x152
W14x120
1550
1530
1530
1490
1480
1430
1380
2850
2750
2720
2700
2670
2660
2460
2420
2420
2400
W24x55
W21x62
W18x76
W16x89
W14x109
W12x136
W21x57
W18x71
1350
1330
1330
1300
1240
1240
1170
1170
W24x84
W18x119
W14x176
W12x210
2370
2190
2140
2140
W21x55
W16x77
W14x99
W18x65
W12x120
W14x90
1140
1110
1110
1070
1070
999
W24x76
W21x93
W18x106
W14x159
W12x190
2100
2070
1910
1900
1890
W21x50
W18x60
984
984
W21x48
W16x67
W12x106
W18x55
W14x82
959
954
933
890
881
W30x90
W12x305h
W24x117
W18x175
W14x257
W27x94
W21x132
W12x279h
W24x104
W18x158
W14x233
W24x103
W21x122
3610
3550
3540
3450
3400
3270
3220
3110
3100
3060
3010
3000
2960
W27x84
W18x143
W12x252h
W24x94
W21x111
W14x211
W18x130
W21x101
W12x230h
W14x193
X
Ollapu
4
lyX
in.4
in.
W21x44
W12x96
W18x50
W14x74
W16x57
W12x87
W14x68
W10x112
W18x46
W12x79
W16x50
W14x61
W10x100
843
833
800
795
758
740
722
716
712
662
659
640
623
W16x26
W14x30
W12x35
W10x49
W8x67
W10x45
301
291
285
272
272
248
W14x26
W12x30
W8x58
W10x39
245
238
228
209
W12x26
204
W18x40
W12x72
W16x45
W14x53
W10x88
W12x65
612
597
586
541
534
533
W14x22
W8x48
W10x33
W10x30
199
184
171
170
W16x40
518
W12x22
W8x40
W10x26
156
146
144
W18x35
W14x48
W12x58
W10x77
W16x36
W14x43
W12x53
W10x68
W12x50
W14x38
510
484
475
455
448
428
425
394
391
385
W12x19
W8x35
W10x22
W8x31
130
127
118
110
W12x16
W8x28
W10x19
103
98.0
96.3
W16x31
W12x45
W10x60
W14x34
W12x40
W10x54
375
348
341
340
307
303
W12x14
W8x24
W10x17
W8x21
W10x15
W8x18
88.6
82.7
81.9
75.3
68.9
61.9
W10x12
W8x15
W8x13
53.8
48.0
39.6
W8x10
30.8
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3-22
DESIGN OF FLEXURAL MEMBERS
Table 3-4
Aj
Shapes
W
J
F y = 50 ksi
Selection by Z y
b
4
Shape
in.
3
kip-ft
kip-ft
ASD
LRFD
h
W14x730
W36x800
816
743
2040
1850
3060
2790
W14x665h
730
1820
2740
W14x605h
652
1630
2450
W14x550h
W36x652h
583
581
1450
1450
2190
2180
W14x500h
W40x593h
522
481
1300
1200
1960
1800
W14x455h
W36x529h
W27x539h
468
454
437
1170
1130
1090
1760
1700
1640
W14x426h
W36x487h
434
412
1080
1030
1630
1550
W14x398h
W40x503h
402
394
1000
983
1510
1480
W14x370h
W36x441h
370
368
923
918
1390
1380
W14x342h
W40x431h
W36x395h
W33x387h
W30x391h
338
328
325
312
310
843
818
811
778
773
1270
1230
1220
1170
1160
W14x311h
W40x397h
W36x361h
W33x354h
W30x357h
W27x368h
W40x372h
304
300
293
282
279
279
277
758
749
731
704
696
696
691
1140
1130
1100
1060
1050
1050
1040
ASD
LRFD
Q fc= 1.67
= 0.90
<{), = 1.00
£2,= 1.50
Shape
kip-ft
3
kip-ft
ASD
LRFD
274
274
270
267
265
252
252
250
684
684
674
666
661
629
629
624
1030
1030
1010
1000
994
945
945
938
W14x257
W12x305h
W36x302
W40x324
W24x335h
W44x335
W27x307h
W33x291
W36x282
W30x292
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
W14x233
W12x279h
W40x297
W24x306h
W40x392h
W18x311h
W27x281
W44x290
W40x277
W36x262
W33x263
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
in.
h
W14x283
W12x336h
W40x362h
W24x370h
W36x330
W30x326h
W27x336h
W33x318
$b M py
py
Shape
A
kip-ft
kip-ft
3
in.
ASD
LRFD
W14x211
W30x261
W12x252h
W24x279h
W36x247
W27x258
W18x283h
W44x262
W40x249
W33x241
198
196
196
193
190
187
185
182
182
182
494
489
489
482
474
467
462
454
454
454
743
735
735
724
713
701
694
683
683
683
W14x193
W12x230h
W36x231
W30x235
W40x331h
W24x250
W27x235
W18x258h
W33x221
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
W14x176
W12x210
W44x230f
W40x215
W30x211
W27x217
W24x229
W40x294
W18x234h
W33x201
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
h
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification
Section A3.1c.
f
Shape exceeds compact limit for flexure with Fy = 50 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
FLEXURAL DESIGN TABLES
3-23
Table 3-4 (continued)
F y = so ksi
W Shapes
Z i
Selection by Z
X
Wpy
Shape
kip-ft
kip-ft
3
in.
ASD
LRFD
W14x159
W12x190
W40x278
W30x191
W40x199
W36x256
W24x207
W27x194
W21x201
146
143
140
138
137
137
137
136
133
364
357
348
344
342
342
342
339
332
548
536
523
518
514
514
514
510
499
W14x145
W40x264
W18x211
W24x192
W12x170
W30x173
W36x232
W27x178
W21x182
W18X192
W40x235
W24x176
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
4905
495
473
473
461
458
458
446
446
443
431
W14x132
W12x152
W27x161
W21x166
W36x210
W18x175
W40x211
W24x162
113
111
109
108
107
106
105
105
282
277
272
269
267
264
262
262
424
416
409
405
401
398
394
394
W14x120
W12x136
W36x194
W27x146
W18x158
W24x146
102
98.0
97.7
97.7
94.8
93.2
254
383
368
366
366
356
350
245
244
244
237
233
ASD
LRFD
<2 1.67
Q v =1.50
= 0.90
4> k =1.00
f
Shape
4
kip-ft
3
kip-ft
in.
ASD
LRFD
W14x109
W21x147
W36x182
W40x183
W18x143
W12x120
W33x169
W36x170
92.7
92.6
90.7
88.3
85.4
85.4
84.4
83.8
231
231
226
220
213
213
211
209
348
347
340
331
320
320
317
314
W14x99f
W21x132
W24x131
W36x160
W18x130
W40x167
W21X122
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
W14x90f
W12x106
W33x152
W24x117
W36x150
W10x112
W18x119
W21x111
W30x148
W12x96
W33x141
W24x104
W40x149
W21x101
W10x100
W18x106
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
Shape
4
kip-ft
kip-ft
3
in.
ASD
LRFD
W12x87
W36x135
W33x130
W30x132
W27x129
W18x97
W16x100
60.4
59.7
59.5
58.4
57.6
55.3
54.9
151
149
148
146
144
138
137
227
224
223
219
216
207
206
W12x79
W30x124
W10x88
W33x118
W27x114
W30x116
54.3
54.0
53.1
51.3
49.3
49.2
135
135
132
128
123
123
204
203
199
192
185
185
W12x72
W18x86
W16x89
W10x77
W14x82
49.2
48.4
48.1
45.9
44.8
123
121
120
115
112
185
182
180
172
168
W12x65f
W30x108
W27x102
W18x76
W24x103
W16x77
W14x74
W10x68
W27x94
W30x99
W24x94
W14x68
W16x67
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, INC.
DESIGN OF FLEXURAL MEMBERS
3-24
ry
Table 3-4 (continued)
W Shapes
y
F y = so ksi
Selection by Z
% M py
Shape
Z
y
kip-ft
in.
kip-ft
3
ASD
LRFD
Shape
Z
y
in.
kip-ft
kip-ft
3
ASD
LRFD
Shape
4
in.
% M py
kip-ft
kip-ft
3
ASD
LRFD
32.1
W10x60
35.0
87.3
131
W8x40
18.5
46.2
69.4
W8x24
8.57
21.4
W30x90
34.7
86.6
130
W21x55
18.4
45.9
69.0
W12x26
8.17
20.4
30.6
W21x93
34.7
86.6
130
W14x43
17.3
43.2
64.9
W18x35
8.06
20.1
30.2
W10x39
17.2
42.9
64.5
W27x84
33.2
82.8
125
W14x61
32.8
81.8
123
W8x67
32.7
81.6
123
W24x84
32.6
81.3
122
W12x58
32.5
81.1
122
W10x54
31.3
78.1
W21x83
30.5
W12x53
W10x26
7.50
18.7
28.1
W16x31
7.03
17.5
26.4
W10x22
6.10
15.2
22.9
W8x21
W12x40
16.8
41.9
63.0
W18x50
16.6
41.4
62.3
W16x50
16.3
40.7
61.1
21.3
16.1
40.2
60.4
W14x26
5.69
5.54
14.2
W8x35
13.8
20.8
117
W24x62
15.7
39.1
58.8
W16x26
5.48
13.7
20.6
76.1
114
W21x48 f
14.9
36.7
55.2
72.6
109
W21x57
14.8
W24x76
28.6
71.4
107
W16x45
14.5
36.9
36.2
55.5
54.4
17.5
29.1
W10x49
28.3
70.6
106
W8x31 f
14.1
35.1
W10x33
14.0
34.9
W24x55
13.3
33.1
49.8
W16x40
12.7
31.7
47.6
W8x58
27.9
69.6
105
W21x73
26.6
66.4
99.8
W18x71
24.7
61.6
92.6
W24x68
24.5
24.4
61.1
91.9
60.9
91.5
W21x68
W8x48
22.9
57.1
85.9
W8x18
4.66
11.6
W14x22
4.39
11.0
16.5
W12x22
3.66
9.13
13.7
52.8
W10x19
3.35
8.36
12.6
52.5
W12x19
2.98
7.44
11.2
W10x17
2.80
6.99
10.5
W8x15
2.67
6.66
10.0
W10x15
2.30
5.74
8.63
W12x16
2.26
5.63
8.46
W21x50
12.2
30.4
45.8
W14x38
30.2
45.4
W18x46
12.1
11.7
43.9
W12x35
11.5
29.2
28.7
43.1
W18x65
22.5
56.1
84.4
W16x36
10.8
26.9
40.5
W8x13
2.15
5.36
8.06
W14x53
22.0
54.9
82.5
W14x34
10.6
26.4
39.8
W12x14
1.90
4.74
7.13
W21x62
21.7
54.1
81.4
W21x44
10.2
25.4
38.2
W12x50
21.3
53.1
79.9
W10x12f
1.74
4.30
6.46
W8x28
10.1
25.2
37.9
f
W18x40
10.0
25.0
37.5
35.9
1.66
4.07
6.12
20.6
51.4
77.3
W10x45
20.3
50.6
76.1
W12x30
9.56
23.9
W14x48
19.6
48.9
73.5
W14x30
8.99
22.4
33.7
W10x30
8.84
22.1
33.2
W18x60
W12x45
19.0
47.4
W16x57
18.9
47.2
70.9
W18x55
18.5
46.2
69.4
ASD
LRFD
Q fi = 1.67
= 0.90
<>,,= 1.00
fl, = 1.50
71.3
f
W8x10
Shape exceeds compact limit for flexure with f y = 50 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
FLEXURAL DESIGN TABLES
3-25
Table 3-5
j-
W Shapes
1
Y
Selection by /
L
y
L
y
4
4
in.
W14x730h
4720
h
4200
W36x800
W14x665h
W14x605h
W14x550h
W36x652h
W14x500h
4170
3680
3250
in.
h
W14x455
2560
W40x593h
2520
in.
Olldpt?
4
y
in.4
1440
W14x193
931
W14x132
548
1420
W40x249
926
W21x201
542
W36x330
1420
W44x262
923
W24x192
530
W30x357h
1390
W24x306h
919
W36x256
528
W40x362h
1380
W27x258
859
W40x278
521
W27x368h
1310
W12x170
517
1300
W30x235
W33x221
855
W36x302
840
W27x161
497
W33x318
1290
W14x176
838
W14x120
495
W14x257
1290
W12x252h
828
W40x264
493
W30x326h
1240
W24x279h
823
W18x211
493
W40x324
1220
W40x392h
803
W21x182
483
W44x335
W36x282
1200
W44x230
796
W24x176
479
1200
W40x215
W36x232
468
W12x336h
1190
W18x311 h
796
795
W12x152
454
h
1180
W27x235
769
1160
W30x211
757
W14x109
447
1160
W33x201
749
W40x235
444
443
h
W36x529
2490
W14x426h
2360
W36x487h
2250
W14x233
1150
W14x159
748
W27x146
W24x162
W14x398h
2170
W30x292
1100
W12x230h
742
W18x192
440
W27x539h
2110
W40x297
1090
W24x250
724
W21x166
435
W40x503h
W36x441h
2040
W36x262
1090
W27x217
704
W36x210
411
1990
W27x307h
1050
W18x283h
704
W12x305h
1050
W40x199
695
W14x99
402
W44x290
1040
W40x277
1040
W14x145
W27x336
W33x291
h
W14x370
1990
h
W24x370
443
W12x136
398
677
W24x146
391
W14x342h
1810
W33x263
1040
W30x191
391
1750
W24x335h
1030
W1 2x210
673
664
W18x175
W36x395h
W40x211
390
W40x431h
1690
W24x229
651
W21x147
376
W33x387h
1620
W36x194
375
h
1610
W36x361 h
1570
W14x311
h
y
W14x283h
W40x372h
3230
2880
OTlufJC
W14x211
1030
W40x331h
644
W36x247
1010
W40x327h
640
W30x261
W27x281
959
W18x258h
628
953
W27x194
619
598
W30x391h
1550
W36x231
1540
W12x279h
940
937
W30x173
W40x397h
W12X190
589
W33x354h
1460
W33x241
933
W24x207
578
W40x294
562
W18x234h
558
W27x178
555
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DESIGN OF FLEXURAL MEMBERS
3-26
Table 3-5 (continued)
W Shapes
Selection by /
Shape
Shape
in.
h
W14x90
W36x182
W18x158
W12x120
W24x131
W21x132
W40x183
W36x170
W18x143
W33x169
W21x122
W12x106
W24x117
W36x160
W40x167
W18x130
W21x111
W33x152
W36x150
W12x96
W24x104
W18x119
W21x101
W33x141
362
347
347
345
340
333
331
320
311
310
305
301
297
295
283
278
274
273
270
270
259
253
248
246
W12x87
W10x112
W40x149
W30x148
W36x135
W18x106
W33x130
241
236
229
227
225
220
218
W12x79
W10x100
W18x97
W30x132
216
207
201
196
W12x72
W33x118
W16x100
W27x129
W30x124
W10x88
W18x86
195
187
186
184
181
179
175
ly
Shape
Shape
4
4
in.
W12x65
W30x116
W16x89
W27x114
W10x77
W18x76
W14x82
W30x108
W27x102
W16x77
W14x74
W10x68
W30x99
W27x94
W14x68
W24x103
W16x67
174
164
163
159
154
152
148
146
139
138
134
134
128
124
121
119
119
W10x60
W30x90
W24x94
W14x61
116
115
109
107-
W12x58
W27x84
107
106
W10x54
103
W12x53
W24x84
95.8
94.4
W10x49
W21x93
W8x67
W24x76
W21x83
W8x58
W21x73
W24x68
W21x68
93.4
92.9
88.6
82.5
81.4
75.1
70.6
70.4
64.7
in.
W8x48
W18x71
W14x53
W21x62
W12x50
W18x65
60.9
60.3
57.7
57.5
56.3
54.8
W10x45
W14x48
W18x60
53.4
51.4
50.1
W12x45
50.0
W8x40
W21x55
W14x43
49.1
48.4
45.2
W10x39
W18x55
W12x40
W16x57
45.0
44.9
44.1
43.1
W8x35
W18x50
W21x48
W16x50
42.6
40.1
38.7
37.2
W8x31
W10x33
W24x62
W16x45
W21x57
W24x55
W16x40
W14x38
W21x50
W16x36
W12x35
W14x34
W18x46
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
W8x28
W21x44
W12x30
W14x30
W18x40
21.7
20.7
20.3
19.6
19.1
W8x24
W12x26
W10x30
W18x35
W10x26
W16x31
18.3
17.3
16.7
15.3
14.1
12.4
W10x22
11.4
W8x21
W16x26
W14x26
9.77
9.59
8.91
W8x18
W14x22
W12x22
W10x19
W12x19
7.97
7.00
4.66
4.29
3.76
W10x17
3.56
W8x15
3.41
W10x15
W12x16
2.89
2.82
W8x13
W12x14
2.73
2.36
W10x12
2.18
W8x10
2.09
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
'y
in.4
4
3-28
DESIGN OF FLEXURAL MEMBERS
beam weight, which should be deducted when calculating the maximum uniform load the
beam will support. C h 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 as a solid dot (•). L r is indicated in each curve as an open
dot (°).
Tables 3-11. C- and MC-Shapes—Plots of Available Moment
vs. Unbraced Length
Table 3-1 1 is similar to Table 3-10, except it covers C- and MC-shapes with F = 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). For non-compact and slender cross-sections, the tabulated values of M p l£l b
and
have been adjusted to account for the non-compactness or slenderness.
Table 3-13. Square HSS—Available Flexural Strength
Table 3- 13 is similar to Table 3-12, except it covers square HSS with F y = 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 F = 42 ksi (ASTM
A500 grade B).
Table 3-15. Pipe—Available Flexural Strength
Table 3- 15 is similar to Table 3-12, except it covers Pipe with F = 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 alh and h/t w in
Tables 3-16 (for F y = 36 ksi) and 3-17 (for F = 50 ksi). In part a of each table, tensionfield 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
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
COMPOSITE BEAM SELECTION TABLES
3-29
applications and should be used with the appropriate serviceability load combinations.
The tabulated values correspond to a maximum deflection of L/100. Table 3-1 8b 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. The designer
can then 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 YQ n 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 Q n , the available flexural strength can be computed.
Available flexural strengths are tabulated for plastic neutral axis (PNA) locations at the
seven locations shown. Five of these PNA locations are in the beam flange. The seventh
PNA location is computed at the point where YQ n equals 0.25F A s , and the sixth PNA location is at the midpoint between five and 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 ZQ n - Alternatively, Table 3-19 can be
used to check the flexural strength of a composite beam by selecting a valid value of Q n ,
using Table 3-21. With the effective width of the concrete flange b determined per AISC
Specification Section 13. la, the appropriate value of the distance from concrete flange force
to beam top flange Y2 can be determined as
where
Y
= distance from top of steel beam to top of concrete, in.
0.85 'Z?
and the available flexural strength, tyh M n or A/?)/Q b , 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 Fl 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:
A = cross-sectional area of the steel section, in. 2
Aj = flange area =
in. 2
= web area = (d -2k)t ,, in 2
K
dcp = k - t f , in.
=
in. 2
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3-30
DESIGN OF FLEXURAL MEMBERS
0.85L'
a
'cone
'
Tot
—c
cone
'stl
PNA
Tot
'st!
(a)
Kgrea
dep
d-2k
□
(b)
Location of
effective concrete
flange force (SQn )
Y2
con
TFL (pt. 1)
LT
BFL (pt. 5)
Y1 (varies—see figure below)
n
Y1 = Distance from top of steel flange to any
of the seven tabulated PNA locations
F Q n (@ point®) = L9n (@P
t5
)+
(@pt7)
2
XQ n (@ point®) = 0.25Fy A s
<D
Beam
top flange
4 Equal
spaces
TFL
<£>
BFL
PNA FLANGE LOCATIONS
(C)
Figure 3-3. Strength design models for composite beams.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
COMPOSITE BEAM SELECTION TABLES
3-31
The beam end reactions for symmetrically loaded composite W-shapes can be determined
as follows. When the properties of the composite concrete flange have been computed, LQ n
can be taken as the smaller of nQ n ,
or 0.85/c 'Af, With Y2 taken as the distance from the
top of the steel beam to the top of the concrete slab less
?/(0.85/(.7>)]/2, the value of available flexural strength, §h M n or Af n /Q b , can be selected from Table 3-19 and the beam end
reaction, R or R can be determined as:
LRFD
R =0 M
u
' b
ASD
C
n
M C
R =—
b
where
C = coefficient from Figure 3 4
L = span length, ft
This value is then useful to check the shear strength.
When the properties of the composite concrete flange have not been computed, a conservative value for Q n can be taken as the smaller of FA or nQ n , where n is the number of
r Uniform
1 load
R
Figure 3-4. Coefficients for use in determining composite simple-beam end reactions.
r- . , ,
.
EQ,
— Equivalent concrete area = — -
Y2
d + Y 2 - Y ENA
ENA
d
ENA
Figure 3-5. Deflection design model for composite beams.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3-32
DESIGN OF FLEXURAL MEMBERS
shear stud connectors between the beam end and the point of maximum moment. In this
case, Y2 is equal to the distance from the top of the steel beam to the top of the concrete slab.
Table 3-20. Lower-Bound Elastic Moments 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
lower-bound elastic moment of inertia is based upon the area of the beam and an equivalent concrete area equal to YQJF y as illustrated in Figure 3-5. The analysis includes only
the horizontal shear force transferred by the shear connectors supplied. Thus, only the
portion of the concrete flange used to balance ZQ n is included in the determination of the
lower-bound moment of inertia.
The value for the lower bound moment of inertia can be calculated as illustrated in
AISC Commentary Section 13.2a and Section 13.2b. 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.
Table 3-21 . Nominal Horizontal Shear for One Shear Stud, Qn
The nominal shear strength of stud shear connectors 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 stud, profile of the deck, and orientation of the deck relative
to the stud.
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, INC.
M A X I M U M TOTAL U N I F O R M L O A D TABLES
_ _ . .
A ksi
Fy = 50
3-33
Table 3-6
“T“
Maximum Total
Uniform Load, kips
1
|
W Shapes
W44
W44x
Shape
335
Design
230 v
262
290
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
1800
1700
1620
2710
2700
2560
2430
1510
1480
1410
2260
2230
2120
1360
1330
1270
2040
2010
1910
1090
1650
21
22
23
24
25
1540
1470
1410
1350
1290
2310
2210
2110
2030
1940
1340
1280
1220
1170
1130
2010
1920
1840
1760
1690
1210
1150
1100
1060
1010
1810
1730
1660
1590
1520
1050
998
955
915
878
1570
1500
1430
1370
1320
26
27
28
29
30
1240
1200
1150
1120
1080
1870
1800
1740
1680
1620
1080
1040
1010
970
938
1630
1570
1510
1460
1410
975
939
905
874
845
1470
1410
1360
1310
1270
844
813
784
757
732
1270
1220
1180
1140
1100
32
34
36
38
40
1010
951
898
851
808
1520
1430
1350
1280
1220
879
828
782
741
704
1320
1240
1180
1110
1060
792
746
704
667
634
1190
1120
1060
1000
953
686
646
610
578
549
1030
971
917
868
825
42
44
46
48
50
770
735
703
674
647
1160
1100
1060
1010
972
670
640
612
586
563
1010
961
920
881
846
604
576
551
528
507
907
866
828
794
762
523
499
477
457
439
786
750
717
687
660
52
54
56
58
60
622
599
577
558
539
935
900
868
838
810
541
521
503
485
469
813
783
755
729
705
487
469
453
437
422
733
706
680
657
635
422
407
392
379
366
635
611
589
569
550
62
64
66
68
70
522
505
490
476
462
784
759
736
715
694
454
440
426
414
402
682
661
641
622
604
409
396
384
373
362
615
595
577
560
544
354
343
333
323
314
532
516
500
485
471
72
449
675
391
588
352
529
305
458
(f)plVc ,kip-ft
kip-ft
32300
4040
2460
59.6
902
48600
6080
3700
89.6
1350
25300
3170
1940
52.5
680
38100
4760
2910
79.0
1020
22000
2740
1700
47.1
547
33000
4130
2550
70.9
823
______________________________________
Span, ft
_____
1
ASD
17
18
19
20
Beam Properties
MJQ b
0 X k 'P-ft
HF, kips
<!>/„, k i ps
BF
W
Zx , in.3
1620
12.3
38.8
ip. ft
i„ft
ASD
LRFD
Q fr =1.67
£2„=1.50
0 ft =O.9O
=1.00
28100
3520
2170
54.9
755
1410
12.3
37.0
42300
5290
3260
82.5
1130
1270
12.3
35.7
v
1100
12.1
34.4
Shape does not meet the h/t M limit for shear in Specification Section G2.1a with F = 50 ksi,
« , = 1 . 6 7 , 0 , = 0.90.
”
'
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, INC.
3-34
DESIGN OF F L E X U R A L M E M B E R S
I
Table 3-6 (continued)
|
Maximum Total
i
jiUniform Load, kips
w
W40
Fy = 50 ksi
Shapes
W40x
Shape
593
Design
.
M
. . -,
ASD
h
LRFD
503
ASD
h
431
LRFD
ASD
h
397 h
LRFD
ASD
392 h
LRFD
372 h
ASD
LRFD
14
15
2350
2280
3530
ASD
LRFD
3420
16
17
18
19
20
3090
3060
2900
2750
4620
25§Q
3870
3210
3020
2850
2700
2570
4600
4360
4140
2560
2430
2310
1890
1860
1760
1680
2800
2650
2520
21
22
23
24
25
2620
2500
2400
2300
2200
3940
3760
3600
3450
3310
26
27
28
29
30
2120
2040
1970
1900
1840
32
34
36
38
40
3270
3090
2940
2000
1890
1800
3000
2840
2700
2200
2100
2000
1920
1840
3300
3150
3010
2890
2770
1860
1780
1700
1630
1560
2800
2670
2560
2450
2350
1710
1630
1560
1500
1440
2570
2450
2350
2250
2160
1630
1550
1480
1420
1370
2440
2330
2230
2140
2050
1600
1520
1460
1400
1340
2400
2290
2190
2100
2020
3180
3070
2960
2860
2760
1770
1710
1650
1590
1540
2670
2570
2480
2390
2310
1500
1450
1400
1350
1300
2260
2180
2100
2030
1960
1380
1330
1280
1240
1200
20802000
1930
1860
1800
1310
1260
1220
1180
1140
1970
1900
1830
1770
1710
1290
1240
1200
1160
1120
1940
1870
1800
1740
1680
1720
1620
1530
1450
1380
2590
2440
2300
2180
2070
1440
1360
1280
1210
1150
2170
2040
1920
1820
1730
1220
1150
1090
1030
978
1840
1730
1630
1550
1470
1120
1060
998
945
898
1690
1590
1500
1420
1350
1070
1000
948
898
853
1600
1510
1430
1350
1280
1050
986
931
882
838
1580
1480
1400
1330
1260
42
44
46
48
50
1310
1250
1200
1150
1100
1970
1880
1800
1730
1660
1100
1050
1000
961
922
1650
1580
1510
1440
1390
931
889
850
815
782
1400
1340
1280
1230
1180
855
817
781
749
719
1290
1230
1170
1130
1080
813
776
742
711
683
1220
1170
1120
1070
1030
798
762
729
699
671
1200
1150
1100
1050
1010
52
54
56
58
60
1060
1020
984
950
918
1590
1530
1480
1430
1380
887
854
823
795
768
1330
1280
1240
1190
1160
752
724
699
675
652
1130
1090
1050
1010
980
691
665
642
619
599
1040
1000
964
931
900
656
632
609
588
569
987
950
916
884
855
645
621
599
578
559
969
933
900
869
840
62
64
66
68
70
889
861
835
810
787
1340
1290
1250
1220
1180
744
720
699
678
659
1120
1080
1050
1020
990
631
611
593
575
559
948
919
891
865
840
579
561
544
528
513
871
844
818
794
771
551
533
517
502
488
827
802
777
754
733
541
524
508
493
479
813
788
764
741
720
72
765
1150
640
962
543
817
499
750
474
713
466
700
o b lVc , kip-ft 55100
kip-ft 6890
<\>b M r , kip-ft 4090
55.5
BF, kips
1540
V n ’ k j Ps
82800
10400
6140
83.5
2310
46100
5760
3460
54.7
1290
69300
8660
5200
82.2
1940
35900
4490
2720
52.3
999
54000
6750
4100
78.7
1500
34100
4270
2510
60.4
1180
51300
6410
3780
90.8
1760
33500
4190
2550
51.6
943
50400
6300
3830
77.6
1410
Span, ft
3320
3850
3650
3470
2210
2170
2060
1960
2130
2010
1900
1800
1710
2830
Beam Properties
Wc /Q h
MJ£l b
BF
Zx , in. 3
2760
13.4
63.8
£r ,ft
ASD
LRFD
Q fr = 1 . 6 7
Q„=1.50
= 0.90
(\-1.00
h
2310
13.1
55.3
39100
4890
2950
53.6
1110
58800
7350
4440
80.6
1660
1960
12.9
49.0
1800
12.9
46.6
1710
9.33
38.3
1680
12.7
44.5
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
M A X I M U M TOTAL U N I F O R M L O A D TABLES
y=
s
‘
Table 3-6 (continued)
T
Maximum Total
Uniform Load, kips
|
W Shapes
W40
W40x
Shape
362 h
Design
Span, ft
3-35
ASD
331 h
LRFD
324 h
327 h
ASD
LRFD
ASD
LRFD
14
15
199Q
1900
2990
2860
1930
1880
2890
2820
16
17
18
19
20
182Q
1720
1640
2720
2590
2460
1780
1680
1590
1500
1430
2680
2520
2380
2260
2150
1760
1660
1560
1480
1410
2640
2490
2350
2230
2120
1610
1530
1460
21
22
23
24
25
1560
1490
1420
1360
1310
2340
2240
2140
2050
1970
1360
1300
1240
1190
1140
2040
1950
1870
1790
1720
1340
1280
1220
1170
1130
2010
1920
1840
1760
1690
26
27
28
29
30
1260
1210
1170
1130
1090
1890
1820
1760
1700
1640
1100
1060
1020
984
951
1650
1590
1530
1480
1430
1080
1040
1010
970
938
32
34
36
38
40
1020
963
909
861
818
1540
1450
1370
1290
1230
892
839
793
751
714
1340
1260
1190
1130
1070
42
44
46
48
50
779
744
712
682
655
1170
1120
1070
1020
984
680
649
620
595
571
52
54
56
58
60
630
606
585
564
546
946
911
879
848
820
62
64
66
68
70
528
511
496
481
468
72
455
ASD
297
LRFD
ASD
294
LRFD
ASD
LRFD
1710
1690
2570
2540
2380
2240
2120
2010
1910
2410
2310
2190
1480
1470
1400
1330
2220
2100
2000
1580
1490
1410
1330
1270
1390
1320
1270
1210
1170
2090
1990
1900
1820
1750
1260
1210
1150
1110
1060
1900
1810
1730
1660
1600
1210
1150
1100
1060
1010
1810
1730
1660
1590
1520
1630
1570
1510
1460
1410
1120
1080
1040
1000
971
1680 -1020
983
1620
948
1560
1510
915
885
1460
1530
1480
1430
1380
1330
975
939
905
874
845
1470
1410
1360
1310
1270
879
828
782
741
704
1320
1240
1180
1110
1060
911
857
809
767
729
1370
1290
1220
1150
1100
830
781
737
699
664
1250
1170
1110
1050
998
792
746
704
667
634
1190
1120
1060
1000
953
1020
975
933
894
858
670
640
6F2
586
563
1010
961
920
881
846
694
662
634
607
583
1040
995
952
912
876
632
603
577
553
531
950
907
867
831
798
604
576
551
528
507
907
866
828
794
762
549
529
510
492
476
825
794
766
740
715
541
521
503
485
469
813
783
755
729
705
560
540
520
502
486
842
811
782
755
730
511
492
474
458
442
767
739
713
688
665
487
469
453
437
422
733
706
680
657
635
794
769
745
724
703
460
446
432
420
408
692
670
650
631
613
454
440
426
414
402
682
661
641
622
604
470
455
442
429
416
706
684
664
644
626
428
415
402
390
379
644
623
605
587
570
409
396
384
373
362
615
595
577
560
544
683
396
596
391
588
405
608
369
554
352
529
Beam Properties
Wh
M/Q b
kip-ft 32700 49200
<\>b M kip-ft 4090 6150
ki
P' f t
BF, kips
Wh
BF
ki
Zx , in.
Lp .n
Lr ,n
Ps
3
2480
51.5
908
3730
77.4
1360
1640
12.7
44.0
ASD
LRFD
Q ft =1.67
Q k =1.50
tyb = 0.90
(bk -1.oo
28500 42900
3570 5360
2110 3180
88.7
59.0
1490
995
28100 42300
3520 5290
2100 3150
58.0
87.2
1440
963
1430
9.08
33.7
1410
9.11
33.6
29100 43800
3640 5480
2240 3360
73.8
49.1
1200
803
1460
12.6
41.3
26500 39900
3320 4990
2040 3070
71.1
47.3
741
1110
1330
12.5
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, INC.
25300 38100
3170 4760
1890 2840
57.0
85.7
1280
856
1270
9.01
31.5
DESIGN OF FLEXURAL MEMBERS
3-36
T
Table 3-6 (continued)
|
Maximum Total
1 ■ -X
1
JIUniform
Load,
kips
w
W40
.
c
Fy = 50 ksi
Shapes
W40x
Shape
277
278
264
249
235
215
ASD
LRFD
1890
1780
1680
1590
1520
1010
962
1520
1450
960
916
877
840
806
1440
1380
1320
1260
1210
916
875
837
802
770
1380
1310
1260
1200
1160
1290
1240
1200
1160
1120
775
747
720
695
672
1170
1120
1080
1040
1010
740
713
687
664
641
1110
1070
1030
997
964
699
658
621
588
559
1050
988
933
884
840
630
593
560
531
504
947
891
842
797
758
601
566
534
506
481
904
851
803
761
723
807
770
737
706
678
532
508
486
466
447
800
764
730
700
672
480
458
438
420
403
721
689
659
631
606
458
437
418
401
385
689
657
629
602
578
434
418
403
389
376
652
628
605
584
565
430
414
399
385
373
646
622
600
579
560
388
373
360
348
336
583
561
541
522
505
370
356
344
332
321
556
536
516
499
482
605
586
568
551
536
364
352
342
332
322
547
530
514
499
484
361
349
339
329
319
542
525
509
494
480
325
315
305
296
288
489
473
459
446
433
310
301
292
283
275
466
452
438
425
413
347
521
313
471
310
467
280
421
267
402
25000
3120
1920
45.8
659
37500
4690
2890
68.9
988
22400
2790
1730
43.0
591
33600
4200
2610
64.7
886
20200
2520
1530
51.0
659
30300
3790
2300
76.7
988
19200
2410
1500
39.2
507
28900
3620
2250
58.9
760
ASD
LRFD
ASD
LRFD
ASD
LRFD
14
15
w
1580
2470
2380
1540
1500
2300
2260
1320
1980
16
17
18
19
20
1480
1400
1320
1250
1190
2230
2100
1980
1880
1790
132Q
1310
1250
1980
1970
1880
1410
1330
1250
1190
1130
2120
1990
1880
1780
1700
1180
1120
1770
1680
1260
1190
1120
1060
1010
21
22
23
24
25
1130
1080
1030
990
950
1700
1620
1550
1490
1430
1190
1130
1080
1040
998
1790
1700
1630
1560
1500
1070
1030
981
940
902
1610
1540
1470
1410
1360
1060
1020
972
931
894
1600
1530
1460
1400
1340
26
27
28
29
30
914
880
848
819
792
1370
1320
1280
1230
1190
960
924
891
860
832
1440
1390
1340
1290
1250
867
835
806
778
752
1300
1260
1210
1170
1130
860
828
798
771
745
32
34
36
38
40
742
699
660
625
594
1120
1050
992
939
893
780
734
693
657
624
1170
1100
1040
987
938
705
663
627
594
564
1060
997
942
892
848
42
44
46
48
50
566
540
516
495
475
850
811
776
744
714
594
567
542
520
499
893
852
815
781
750
537
513
- 490
470
451
52
54
56
58
60
457
440
424
410
396
687
661
638
616
595
480
462
446
430
416
721
694
670
647
625
62
64
66
68
70
383
371
360
349
339
576
558
541
525
510
402
390
378
367
356
72
330
496
23800
2970
MLkip-ft
<bb M r , kip-ft 1780
55.2
BF, kips
823
<!>/„, kips
35700
4460
2680
82.9
1230
Span, ft
Design
ASD
LRFD
ASD
LRFD
Beam Properties
0F
Zx , in.3
1190
8.90
30.4
Lr ,n
ASD
LRFD
Q d = 1.67
Q,-1.50
C>b = 0.90
0,1.00
h
v
1250
12.6
38.8
22600
2820
1700
54.1
768
33900
4240
2550
81.4
1150
1130
8.90
29.7
1120
12.5
37.2
1010
8.97
28.4
964
12.5
35.6
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
Shape does not meet the h/t w limit for shear in Specification Section G2.1a with Fy = 50 ksi,
Q , = 1 . 6 7 , 0 , = 0.90.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
MAXIMUM TOTAL UNIFORM LOAD TABLES
Fy = so kSl•
~
Table 3-6 (continued)
J
Maximum Total
Uniform Load, kips
|
W Shapes
W40-W36
W40x
Shape
211
Design
3-37
ASD
199
LRFD
13
14
15
1180
1770
16
17
18
19
20
1130
1060
1000
952
904
1700
1600
1510
1430
1360
21
22
23
24
25
861
822
786
753
723
26
27
28
29
30
ASD
W36x
183
LRFD
ASD
LRFD
ASD
800 h
149*
167
LRFD
ASD
LRFD
1QQQ 1510
ASD
LRFD
§§§
922
1490
1390
§53
796
913
867
1510
1450
1370
1300
966
909
858
813
772
1450
1370
1290
1220
1160
865
814
768
728
692
1300
1220
1160
1090
1040
746
702
663
628
597
1120
1060
997
944
897
4050
3830
3640
6080
5760
5480
1290
1240
1180
1130
1090
826
788
754
723
694
1240
1190
1130
1090
1040
736
702
672
644
618
1110
1060
1010
968
929
659
629
601
576
553
990
945
904
866
832 .
568
543
519
497
477
854
815
780
747
718
3470
3310
3170
3040
2910
5210
4980
4760
4560
4380
696
670
646
624
603
1050
1010
971
937
906
667
642
619
598
578
1000
966
931
899
869
594
572
552
533
515
893
860
829
801
774
532
512
494
477
461
800
770
743
717
693
459
442
426
412
398
690
664
641
619
598
2800
2700
2600
2510
2430
4210
4060
3910
3780
3650
32
34
36
38
40
565
532
502
476
452
849
799
755
715
680
542
510
482
456
434
815
767
724
686
652
483
454
429
407
386
726
683
645
611
581
432
407
384
364
346
650
611
578
547
520
373
351
332
314
298
561
528
498
472
449
2280
2140
2020
1920
1820
3420
3220
3040
2880
2740
42
44
46
48
50
431
411
393
377
362
647
618
591
566
544
413
394
377
361
347
621
593
567
543
521
368
351
336
322
309
553
528
505
484
464
329
314
301
288
277
495
473
452
433
416
284
271
259
249
239
427
408
390
374
359
1730
1660
1580
1520
1460
2610
2490
2380
2280
2190
52
54
56
58
60
348
335
323
312
301
523
503
485
469
453
334
321
310
299
289
501
483
466
449
435
297
286
276
266
257
447
430
415
400
387
266
256
247
238
231
400
385
371
358
347
230
221
213
206
199
345
332
320
309
299
1400
1350
1300
1260
1210
2110
2030
1960
1890
1830
62
64
66
68
70
292
283
274
266
258
438
425
412
400
388
280
271
263
255
248
420
407
395
383
372
249
241
234
227
221
375
363
352
341
332
223
216
210
203
198
335
325
315
306
297
193
187
181
176
171
289
280
272
264
256
1180
1140
1100
1070
1040
1770
1710
1660
1610
1560
72
251
377
241
362
215
323
192
289
166
249
1010
1520
. k i p - f t 18100
2260
tyb M r , kip-ft 1370
48.5
BF, kips
ki s
591
P
27200
3400
2060
73.0
886
17300
2170
1340
37.2
503
20800 11900
1490
2600
896
1580
38.6
62.9
432
753
17900
2240
1350
58.0
650
Span, ft
1Q1Q 1520
1300
1280
1200
1919
Beam Properties
BF
WK
Z x , in.3
ip. ft
i f .ft
906
8.87
27.2
ASD
LRFD
Qp=1.67
Q,= 1.50
§ b - 0.90
<{)„= 1-00
26100 15400
1930
3260
1180
2020
44.1
55.9
754
507
869
12.2
34.3
23200 13800
1730
2900
1050
1770
41.8
66.3
502
760
774
8.80
25.9
693
8.48
24.8
598
8.09
23.5
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, INC.
72900 110000
9110 13700
7980
5310
71.4
47.5
2030
3040
3650
14.9
94.8
DESIGN OF FLEXURAL MEMBERS
3-38
|
Table 3-6 (continued)
|
Maximum Total
Uniform Load, kips
W36
W Shapes
s
~
'
W36x
Shape
652
Design
Span, ft
y
h
h
529
487
ASD LRFD
ASD
LRFD ASD
18
19
20
3230
3060
2900
4850
4590
4370
2560
2450
2330
3840
3680
3500
2360
2240
2130
21
22
23
24
25
2770
2640
2530
2420
2320
4160
3970
3800
3640
3490
2210
2110
2020
1940
1860
3330
3180
3040
2910
2800
26
27
28
29
30
2230
2150
2070
2000
1940
3360
3230
3120
3010
2910
1790
1720
1660
1600
1550
32
34
36
38
40
1820
1710
1610
1530
1450
2730
2570
2430
2300
2180
42
44
46
48
50
1380
1320
1260
1210
1160
52
54
56
58
60
h
441h
395h
361h
LRFD ASD
LRFD
ASD LRFD
ASD
LRFD
3540
3360
3200
2110
2010
1910
3170
3020
2870
1870
1800
1710
2810
2700
2570
1700
1630
1550
2550
2450
2330
2020
1930
1850
1770
1700
3040
2900
2780
2660
2560
1820
1730
1660
1590
1520
2730
2600
2490
2390
2290
1630
1550
1480
1420
1370
2440
2330
2230
2140
2050
1470
1410
1350
1290
1240
2210
2110
2020
1940
1860
2690
2590
2500
2410
2330
1640
1570
1520
1470
1420
2460
2370
2280
2200
2130
1470
1410
1360
1310
1270
2200
2120
2050
1980
1910
1310
1260
1220
1180
1140
1970
1900
1830
1770
1710
1190
1150
1100
1070
1030
1790
1720
1660
1600
1550
1450
1370
1290
1220
1160
2180
2060
1940
1840
1750
1330
1250
1180
1120
1060
2000
1880
1780
1680
1600
1190
1120
1060
1000
953
1790
1690
1590
1510
1430
1070
1000
948
898
853
1600
1510
1430
1350
1280
967
910
859
814
773
1450
1370
1290
1220
1160
2080
1980
1900
1820
1750
1110
1060
1010
969
930
1660
1590
1520
1460
1400
1010
966
924
886
850
1520
1450
1390
1330
1280
908
866
829
794
762
1360
1300
1250
1190
1150
813
776
742
711
683
1220
1170
1120
1070
1030
737
703
673
645
619
1110
1060
1010
969
930
1120
1080
1040
1000
968
1680
1620
1560
1510
1460
894
861
830
802
775
1340
1290
1250
1210
1170
818
787
759
733
709
1230
1180
1140
1100
1070
733
706
681
657
635
1100
1060
1020
988
955
656
632
609
588
569
987
950
916
884
855
595
573
552
533
516
894
861
830
802
775
62
64
66
68
70
937
908
880
854
830
1410
1360
1320
1280
1250
750
727
705
684
664
1130
1090
1060
1030
999
686
664
644
625
607
1030
998
968
940
913
615
596
578
561
545
924
895
868
843
819
551
533
517
502
488
827
802
777
754
733
499
483
469
455
442
750
727
705
684
664
72
807
1210
646
971
590
888
529
796
474
713
430
646
kip-ft 58100
, kip-ft 7260
87300
10900
6460
70.4
2430
46500
5810
3480
46.5
1280
69900
8740
5220
70.0
1920
38100
4770
2880
45.2
1060
57300
7160
4330
68.0
1590
34100
4270
2600
44.7
937
51300
6410
3910
67.1
1410
30900
3870
2360
43.7
851
46500
5810
3540
65.7
1280
Beam Properties
MJQ. b
BF
V n IQ v
<i>X> k 'p-ft
BF, kips
V / P k 'Ps
4300
46.8
1620
Zx , in. 3
2910
14.5
77.8
ip. ft
Lr , n
ASD
LRFD
Q 6 = 1.67
Q v =1.50
0 = 0.90
< =1.00
h
2330
14.1
64.4
42500
5310
3200
46.1
1180
63900
7990
4800
69.3
1770
2130
14.0
60.0
1910
13.8
55.5
1710
13.7
51.0
1550
13.6
48.1
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
TOTAL UNIFORM LOAD TABLES
MAXIMUM
. .
_
cn ksi
Fy = 50
3-39
Table 3-6 (continued)
T
Maximum Total
Uniform Load, kips
|
W Shapes
W36
I
W36x
Shape
330
Design
282
302
262
247
231
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
17
18
19
20
154Q
1480
1410
2310
2230
2120
1410
1340
1280
2120
2020
1920
1310
1250
1190
1970
1880
1790
1240
1220
1160
1100
1860
1830
1740
1650
1170
1140
1080
1030
1760
1720
1630
1550
1110
1070
1010
961
1660
1610
1520
1440
21
22
23
24
25
1340
1280
2020
1170
1130
2010
1920
1220
1760
1690
1220
1160
1840
1060
1020
1830
1750
1110
1600
1540
1130
1080
1670
990
950
1700
1620
1030
1490
1430
1050
998
1550
915
878
1570
1500
955
1370
1320
979
934
1430
857
822
1470
1400
894
1290
1240
915
874
1340
801
769
1380
1310
836
1200
1160
26
27
28
29
30
1080
1040
1010
970
938
1630
1570
1510
1460
1410
983
946
912
881
852
1480
1420
1370
1320
1280
914
880
848
819
792
1370
1320
1280
1230
1190
844
813
784
757
732
1270
1220
1180
1140
1100
791
761
-734
709
685
1190
1140
1100
1070
1030
739
712
686
663
641
1110
1070
1030
996
963
32
34
36
38
40
879
828
782
741
704
1320
1240
1180
1110
1060
798
751
710
672
639
1200
1130
1070
1010
960
742
699
660
625
594
1120
1050
992
939
893
686
646
610
578
549
1030
971
917
868
825
642
605
571
541
514
966
909
858
813
773
601
565
534
506
481
903
850
803
760
722
42
44
46
48
50
670
640
612
586
563
1010
961
920
881
846
608
581
555
532
511
914
873
835
800
768
566
540
516
495
475
850
811
776
744
714
523
499
477
457
439
786
750
717
687
660
489
467
447
428
411
736
702
672
644
618
458
437
418
400
384
688
657
628
602
578
52
54
56
58
60
541
521
503
485
469
813
783
755
729
705
491
473
456
440
426
738
711
686
662
640
457
440
424
410
396
687
661
638
616
595
422
407
392
379
366
635
611
589
569
550
395
381
367
354
343
594
572
552
533
515
370
356
343
331
320
556
535
516
498
482
62
64
66
68
70
454
440
426
414
402
682
661
641
622
604
412
399
387
376
365
619
600
582
565
549
383
371
360
349
339
576
558
541
525
510
354
343
333
323
314
532
516
500
485
471
332
321
311
302
294
498
483
468
454
441
310
300
291
283
275
466
451
438
425
413
72
391
588
355
533
330
496
305
458
286
429
267
401
W<Jab
28100
M j n b <\>b M kip-ft 3520
42300
5290
3260
63.6
1150
25500
3190
1970
40.5
706
38400
4800
2970
60.9
1060
22000
2740
1700
38.4
619
33000
4130
2550
57.7
929
20600
2570
1590
37.1
587
30900
3860
2400
55.8
880
19200
2400
1490
35.8
555
28900
3610
2240
53.7
832
Span, ft
ASD
Beam Properties
BF
v„ia v
q>b Mr , kip-ft
BF, kips
ki
Zx , in.
Lp , n
Lr , n
PS
3
2170
42.3
768
1410
13.5
45.5
ASD
LRFD
Qh =1.67
Q„=1.50
§ b - 0.90
=1.00
1280
13.5
43.6
23800
2970
1830
39.4
657
35700
4460
2760
59.2
985
1190
13.4
42.2
1100
13.3
40.6
1030
13.2
39.5
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, INC.
963
13.1
38.6
3-40
DESIGN OF FLEXURAL MEMBERS
T
Table 3-6 (continued)
1
|
Maximum Total
Uniform Load, kips
W36
W Shapes
.
F = 50 ksi
W2I6x
Shape
256
Design
232
194
210
LRFD
ASD
LRFD
ASD
LRFD
13
14
15
1380
2160
2080
1940
1299 1870
1220
1190
1110
16
17
18
19
20
1300
1220
1150
1090
1040
1950
1840
1730
1640
1560
1170
1100
1040
983
934
1760
1650
1560
1480
1400
21
22
23
24
25
988
944
903
865
830
1490
1420
1360
1300
1250
890
849
812
778
747
26
27
28
29
30
798
769
741
716
692
1200
1160
1110
1080
1040
32
34
36
38
40
649
611
577
546
519
42
44
46
48
50
182
ASD
LRFD
1830
1790
1670
1120
1090
1020
1040
978
924
875
831
1560
1470
1390
1320
1250
1340
1280
1220
1170
1120
792
756
723
693
665
719
692
667
644
623
1080
1040
1000
968
936
975
918
867
821
780
584
549
519
492
467
494
472
451
432
415
743
709
678
650
624
52
54
56
58
60
399
384
371
358
346
62
64
66
68
70
72
170
ASD
LRFD
ASD
LRFD
1670
1640
1530
1050
1020
955
1580
1540
1440
984
952
889
1480
1430
1340
957
901
851
806
765
1440
1350
1280
1210
1150
896
843
796
754
717
1350
1270
1200
1130
1080
833
784
741
702
667
1250
1180
1110
1050
1000
1190
1140
1090
1040
1000
729
696
666
638
612
1100
1050
1000
959
920
682
651
623
597
573
1030
979
937
898
862
635
606
580
556
533
954
911
871
835
802
639
616
594
573
554
961
926
893
862
833
589
567
547
528
510
885
852
822
793
767
551
531
512
494
478
828
798
769
743
718
513
494
476
460
444
771
742
716
691
668
878
826
780
739
702
520
489
462
438
416
781
735
694
658
625
478
450
425
403
383
719
677
639
606
575
448
422
398
377
358
673
634
598
567
539
417
392
370
351
333
626
589
557
527
501
445
425
406
389
374
669
638
610
585
562
396
- 378
361
346
333
595
568
543
521
500
365
348
333
319
306
548
523
500
479
460
341
326
312
299
287
513
490
468
449
431
317
303
290
278
267
477
455
436
418
401
600
578
557
538
520
359
346
334
322
311
540
520
501
484
468
320
308
297
287
277
481
463
446
431
417
294
284
273
264
255
443
426
411
397
384
276
265
256
247
239
414
399
385
371
359
256
247
238
230
222
385
371
358
346
334
335
324
315
305
297
503
488
473
459
446
301
292
283
275
267
453
439
425
413
401
268
260
252
245
238
403
390
379
368
357
247
239
232
225
219
371
360
349
338
329
231
224
217
211
205
347
337
326
317
308
215
208
202
196
190
323
313
304
295
286
288
433
259
390
231
347
213
320
199
299
185
278
0
, kip-ft 20800
<\>b M kip-ft 2590
§ b Mr , kip-ft 1560
46.5
BF, kips
o/„,kips
719
31200
3900
2350
70.0
1080
18700
2340
1410
44.6
646
28100
3510
2120
67.1
969
15300
1910
1160
40.6
558
23000
2880
1740
61.0
837
14300
1790
1090
39.1
527
21500
2690
1640
58.8
790
13300
1670
1010
37.4
492
20000
2510
1530
56.2
738
Span, ft
ASD
1250
Beam Properties
K:
Zx , in.3
1040
9.36
31.5
Lr ,tt
ASD
LRFD
h
v
Q 6 = 1.67
Q„=1.50
= 0.90
= L00
936
9.25
29.9
16600
2080
1260
42.5
609
25000
3120
1890
63.8
914
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/t w limit for shear in Specification Section G2.1a with F = 50 ksi,
1 . 6 7 , 0 , = 0.90.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
Fy - so kSl■
~
Table 3-6 (continued)
|
Maximum Total
Uniform Load, kips
|
W Shapes
W36-W33
W33x
W36x
Shape
ASD
Design
387 h
135 v
150
160
Span, ft
3-41
TOTAL UNIFORM LOAD TABLES
MAXIMUM
LRFD
ASD
LRFD
ASD
LRFD
896
892
828
773
1340
1230
1160
766
726
677
1150
1090
1020
354 h
318
ASD
LRFD
ASD
LRFD
ASD
LRFD
12
13
14
15
830
1400
1340
1250
16
17
18
19
20
778
733
692
656
623
1170
1100
1040
985
936
725
682
644
610
580
1090
1030
968
917
872
635
598
564
535
508
954
898
848
804
764
1810
1730
1640
1560
2720
2600
2460
2340
1650
1570
1490
1420
2470
2370
2240
2130
1W
1410
1330
1270
2190
2120
2010
1910
21
22
23
24
25
593
566
542
519
498
891
851
814
780
749
552
527
504
483
464
830
792
758
726
697
484
462
442
423
406
727
694
664
636
611
1480
1420
1350
1300
1250
2230 1350
2130 1290
2030 1230
1950 1180
1870 -1130
2030
1940
1850
1780
1700
1210
1150
1100
1060
1010
1810
1730
1660
1590
1520
26
27
28
29
30
479
461
445
429
415
720
693
669
646
624
446
430
414
400
387
670
646
623
601
581
391
376
363
350
339
587
566
545
527
509
1200
1150
1110
1070
1040
1800
1730
1670
1610
1560
1090
1050
1010
977
945
1640
1580
1520
1470
1420
975
939
905
874
845
1470
1410
1360
1310
1270
32
34
36
38
40
389
366
346
328
311
585
551
520
493
468
362
341
322
305
290
545
513
484
459
436
317
299
282
267
254
477
449
424
402
382
973
916
865
819
778
1460
1380
1300
1230
1170
886
834
787
746
709
1330
1250
1180
1120
1070
792
746
704
667
634
1190
1120
1060
1000
953
42
44
46
48
50
297
283
271
259
249
446
425
407
390
374
276
264
252
242
232
415
396
379
363
349
242
231
221
212
203
364
347
332
318
305
741
708
677
649
623
1110
1060
1020
975
936
675
644
616
590
567
1010
968
926
888
852
604
576
551
528
507
907
866
828
794
762
52
54
56
58
60
240
231
222
215
208
360
347
334
323
312
223
215
207
200
193
335
323
311
301
291
195
188
181
175
169
294
283
273
263
255
599
577
556
537
519
900
867
836
807
780
545
525
506
489
472
819
789
761
734
710
487
469
453
437
422
733
706
680
657
635
62
64
66
68
70
201
195
189
183
178
302
293
284
275
267
187
181
176
171
166
281
272
264
256
249
164
159
154
149
145
246
239
231
225
218
502
487
472
458
445
755
731
709
688
669
457
443
429
417
405
687
666
645
626
609
409
396
384
373
362
615
595
577
560
544
72
173
260
161
242
141
212
432
650
394
592
352
529
42600 25300
5330
3170
3260 1940
56.4
36.9
1240
731
38100
4760
2910
55.4
1100
Beam Properties
BF
V n /Q v
, kip-ft 12500
0
<\>b M , kip-ft 1560
kip-ft 947
BF, kips
36.0
468
V„>kips
Zx , in.3
Lp , n
Lr , n
18700 11600
2340 1450
1420
880
54.1
34.5
702
448
624
8.83
25.8
ASD
LRFD
Q ft = 1.67
Q , = 1.50
~~ 0.90
=1.00
17400 10200
2180 1270
1320
767
51.8
31.8
672
383
581
8.72
25.2
15300 31100
1910
3890
1150
2360
47.8
38.4
576
906
509
8.41
24.2
46800 28300
5850
3540
3540
2170
57.7
37.5
1360
825
1560
13.3
53.3
1420
13.2
49.9
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, INC.
1270
13.1
46.5
3
2
D E S I G N OF F L E X U R A L M E M B E R S
T
Table 3-6 (continued)
|
Maximum Total
Uniform Load, kips
W33
W Shapes
y=
'
W33x
Shape
263
291
Design
ASD
LRFD
ASD
241
LRFD
ASD
221
LRFD
ASD
201
LRFD
ASD
169
LRFD
13
14
15
Span, ft
s
ASD
LRFD
906
897
837
1360
1350
1260
1290
1220
1160
2010
1930
1830
1740
1200
1150
1090
1040
1800
1730
1640
1560
1130
1100
1040
987
938
1700
1660
1570
1480
1410
1050
1010
950
900
855
1580
1510
1430
1350
1290
963
908
857
812
771
1440
1360
1290
1220
1160
785
739
697
661
628
1180
1110
1050
993
944
21
22
23
24
25
1100
1050
1010
965
926
1660
1580
1510
1450
1390
988
944
903
865
830
1490
1420
1360
1300
1250
893
853
816
782
750
1340
1280
1230
1180
1130
815
778
744
713
684
1220
1170
1120
1070
1030
735
701
671
643
617
1100
1050
1010
966
928
598
571
546
523
502
899
858
820
786
755
26
27
28
29
30
891
858
827
798
772
1340
1290
1240
1200
1160
798
769
741
716
692
1200
1160
1110
1080
1040
722
695
670
647
625
1080
1040
1010
972
940
658
634
611
590
570
989
952
918
887
857
593
571
551
532
514
892
859
828
800
773
483
465
448
433
418
726
699
674
651
629
32
34
36
38
40
724
681
643
609
579
1090
1020
967
916
870
649
611
577
546
519
975
918
867
821
780
586
552
521
494
469
881
829
783
742
705
535
503
475
450
428
803
756
714
677
643
482
454
429
406
386
725
682
644
610
580
392
369
349
330
314
590
555
524
497
472
42
44
46
48
50
551
526
503
482
463
829
791
757
725
696
494
472
451
432
415
743
709
678
650
624
447
.426
408
391
375
671
641
613
588
564
407
389
372
356
342
612
584
559
536
514
367
351
335
321
309
552
527
504
483
464
299
285
273
262
251
449
429
410
393
377
52
54
56
58
60
445
429
413
399
386
669
644
621
600
580
399
384
371
358
346
600
578
557
538
520
361
347
335
323
313
542
522
504
486
470
329
317
305
295
285
494
476
459
443
429
297
286
276
266
257
446
429
414
400
387
241
232
224
216
209
363
349
337
325
315
62
64
66
68
70
373
362
351
340
331
561
544
527
512
497
335
324
315
305
297
503
488
473
459
446
303
293
284
276
268
455
441
427
415
403
276
267
259
252
244
415
402
390
378
367
249
241
234
227
220
374
362
351
341
331
202
196
190
185
179
304
295
286
278
270
72
322
483
288
433
261
392
238
357
214
322
174
262
17100
2140
1330
31.8
526
25700
3210
1990
47.8
789
15400
1930
1200
30.2
482
23200
2900
1800
45.3
722
12600
1570
959
34.1
453
18900
2360
1440
51.3
680
16
17
18
19
20
Beam Properties
Af/Q,
BF
V a /Q r
c , kip-ft 23200
<hM p- kip-ft 2890
kip-ft 1780
BF, kips
36.0
669
<!>/„. kips
Zx , in.3
1160
13.0
43.9
ip. ft
Lr ,n
ASD
LRFD
h
v
£2* =1.67
Q„=1.50
34800
4350
2680
54.1
1000
= 0.90
<V1.OO
20800
2590
1610
34.6
601
31200
3900
2410
51.9
901
1040
12.9
41.6
18800
2350
1450
33.2
567
28200
3530
2180
49.8
851
940
12.8
39.7
857
12.7
38.2
773
12.6
36.8
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 Specification Section G2.1a with F = 50 ksi,
Q „ = 1.67, ( =0.90.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3-43
MAXIMUM TOTAL UNIFORM LOAD TABLES
Table 3-6 (continued)
.
y
Maximum Total
Uniform Load, kips
|
W Shapes
W33-W30
141
152
Span, ft
Design
W30x
W33x
Shape
118*
130
391
357 h
h
ASD
LRFD
ASD
LRFD
1810
1610
1520
1450
2710
2560
2420
2290
2180
1630
15§0
1460
1390
1320
2440
2330
2200
2080
1980
593
566
541
519
498
1380
1320
1260
1210
1160
2070
1980
1890
1810
1740
1250
1200
1150
1100
1050
1890
1800
1720
1650
1580
319
307
296
286
276
479
461
445
429
415
1110
1070
1030
998
965
1670
1610
1550
1500
1450
1010
976
941
909
878
1520
1470
1410
1370
1320
438
412
389
369
350
259
244
230
218
207
389
366
346
328
311
904
851
804
762
724
1360
1280
1210
1140
1090
823
775
732
693
659
1240
1160
1100
1040
990
222
212203
194
186
334
318
305
292
280
197
188
180
173
166
296
283
271
259
249
689
658
629
603
579
1040
989
946
906
870
627
599
573
549
527
943
900
861
825
792
297
286
275
266
257
179
173
166
161
155
269
259
250
242
234
159
153
148
143
138
239
231
222
215
208
557
536
517
499
482
837
806
777
750
725
507
488
470
454
439
762
733
707
683
660
165
160
155
151
147
249
241
234
227
220
150
146
141
137
133
226
219
212
206
200
134
129
126
122
118
201
195
189
183
178
467
452
439
426
413
702
680
659
640
621
425
412
399
387
376
639
619
600
582
566
142
214
129
195
115
173
402
604
366
550
8280
1040
627
26.7
325
12500
1560
942
40.2
488
28900
3620
2180
31.3
903
43500
5440
3280
47.1
1350
26300
3290
1990
31.2
813
39600
4950
2990
47.0
1220
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
12
13
14
15
1280
1200
1120
806
7S5
733
684
1210
1190
1100
1030
768
717
666
621
1150
1080
1000
934
649
851
7§7
744
592
552
976
958
889
830
16
17
18
19
20
697
656
620
587
558
1050
986
932
883
839
641
603
570
540
513
964
907
857
812
771
583
548
518
491
466
876
824
778
737
701
518
487
460
436
414
778
732
692
655
623
21
22
23
24
25
531
507
485
465
446
799
762
729
699
671
489
466
446
427
410
734
701
670
642
617
444
424
405
388
373
667
637
609
584
560
394
377
360
345
331
26
27
28
29
30
429
413
398
385
372
645
621
599
578
559
395
380
366
354
342
593
571
551
532
514
359
345
333
321
311
539
519
500
483
467
32
34
36
38
40
349
328
310
294
279
524
493
466
441
419
321
302
285
270
256
482
454
428
406
386
291
274
259
245
233
42
44
46
48
50
266
254
243
232
223
399
381
365
349
335
244
233
223
214
205
367
350
335
321
308
52
54
56
58
60
215
207
199
192
186
323
311
299
289
280
197
190
183
177
171
62
64
66
68
70
180
174
169
164
159
270
262
254
247
240
72
155
233
Beam Properties
kip-ft 11200
$ b M kip-ft 1390
kip-ft 851
32.0
BF, kips
W S
425
P
BF
Zx , in.3
16800
2100
1280
48.1
638
559
8.72
25.7
Lr ,n
ASD
LRFD
Q 4 = 1.67
£\=1.50
§ b - 0.90
4>,= 1.00
10300
1280
782
30.4
403
15400
1930
1180
45.8
604
514
8.58
25.0
9320
1170
709
28.8
384
14000
1750
1070
43.3
576
467
8.44
24.3
415
8.19
23.5
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, INC.
1320
12.9
54.5
3-44
DESIGN OF FLEXURAL MEMBERS
T
Table 3-6 (continued)
1
Maximum Total
Uniform Load, kips
w
W30
™ ■
Sl
"
Shapes
W30x
Shape
326
Design
h
292
261
235
211
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
16
17
18
19
20
1480
1400
1320
1250
1190
2220
2100
1980
1880
1790
1310
1240
1180
1110
1060
1960
1870
1770
1670
1590
1180
1110
1050
991
941
1760
1660
1570
1490
1410
1040
994
939
890
845
1560
1490
1410
1340
1270
21
22
23
24
25
1130
1080
1030
990
950
1700
1620
1550
1490
1430
1010
962
920
882
846
1510
1450
1380
1330
1270
1350
1290
1230
1180
1130
805
768
735
704
676
1210
1160
1100
1060
1020
26
27
28
29
30
32
34
36
38
40
914
880
848
819
792
1370
1320
1280
1230
1190
814
784
756
730
705
1220
1180
1140
1100
1060
896
856
818
784
753
724
697
672
649
627
959
937
882
833
789
750
714
681
652
625
600
1090
1050
1010
976
943
650
626
604
583
564
977
941
908
876
847
577
555
535
517
500
742
699
660
625
594
1120
1050
992
939
893
661
622
588
557
529
994
935
883
837
795
588
554
523
495
471
884
832
786
744
707
528
497
470
445
423
794
747
706
669
635
42
44
46
48
50
566
540
516
495
475
850
811
776
744
714
757
723
691
663
636
448
428
- 409
392
376
457
440
424
410
396
687
661
638
616
595
612
589
568
548
530
362
349
336
325
314
674
643
615
589
566
544
524
505
488
472
403
384
368
352
338
52
54
56
58
60
62
64
66
68
70
383
371
360
349
339
576
558
541
525
510
504
481
460
441
423
407
392
378
365
353
341
331
321
311
302
513
497
482
468
454
304
294
285
277
269
72
330
496
294
442
261
15
Span, ft
e
y
ASD
191
LRFD
ASD
LRFD
1440
871
1310
842
793
749
709
674
642
612
586
561
539
1270
1190
1130
1070
1010
964
920
880
844
810
518
499
481
465
449
779
750
723
698
675
468
441
416
394
375
1410
1330
1250
1190
1130
1070
1020
980
939
901
867
834
805
777
751
704
663
626
593
563
421
396
374
355
337
633
596
563
533
506
605
578
552
529
508
357
341
326
312
300
536
512
490
469
451
321
306
293
281
269
482
460
440
422
405
325
313
302
291
282
489
471
454
438
424
288
278
268
258
250
433
417
402
388
375
259
250
241
232
225
389
375
362
349
338
456
442
429
416
404
273
264
256
249
242
410
397
385
374
363
242
234
227
220
214
363
352
341
331
322
217
211
204
198
192
327
316
307
298
289
393
235
353
208
313
187
281
16900
2110
1310
28.3
520
25400
3180
1960
42.5
779
15000
1870
1160
27.0
480
22500
2820
1750
40.7
719
13500
1680
1050
25.8
436
20300
2530
1580
38.7
653
Beam Properties
0
kip-ft 23800
<\>b M , kip-ft 2970
ty b Mr , kip-ft 1820
30.3
BF, kips
BF
739
Vn> k 'PS
Zx , in.
3
35700
4460
2730
45.6
1110
1190
12.7
50.7
Lr ,n
ASD
LRFD
S.2 - 1 . 6 7
Q„=1.50
= 0.90
(|),-1.00
h
21200
2640
1620
29.8
653
31800
3980
2440
44.8
980
1060
12.6
46.9
18800
2350
1450
29.2
588
28300
3540
2180
43.9
882
943
12.5
43.4
847
12.4
40.9
751
12.3
38.7
675
12.2
36.9
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3-45
MAXIMUM TOTAL UNIFORM LOAD TABLES
Fy - 50 kSl■
"
Table 3-6 (continued)
t
Maximum Total
Uniform Load, kips
|
W Shapes
W30
W30x
Shape
ASD
132
148
173
Design
LRFD
ASD
LRFD
124
108
116
ASD
LRFD
ASD
LRFD
650
975
67?
626
582
543
1060
1020
942
874
816
580
539
503
1020
945
872
810
756
628
576
531
493
460
944
865
798
741
692
ASD
LRFD
ASD
LRFD
746
7Q6
Span, ft
10
W
1200
Z9I
>68
713
665
1200
1150
1070
1000
671
623
582
1120
1090
1010
936
874
1140
1070
1010
958
911
624
587
554
525
499
938
882
833
789
750
545
513
485
459
436
819
771
728
690
656
509
479
452
429
407
765
720
680
644
612
472
444
419
397
377
709
667
630
597
567
432
406
384
363
345
649
611
577
546
519
577
551
527
505
485
867
828
792
759
728
475
454
434
416
399
714
682
652
625
600
415
396
379
363
349
624
596
570
546
524
388
370
354
339
326
583
556
532
510
490
359
343
328
314
302
540
515
493
473
454
329
314
300
288
276
494
472
451
433
415
26
27
28
29
30
466
449
433
418
404
700
674
650
628
607
384
370
356
344
333
577
556
536
517
500
335
323
312
301
291
504
486
468
452
437
313
302
291
281
271
471
453
437
422
408
290
279
269
260
251
436
420
405
391
378
266
256
247
238
230
399
384
371
358
346
32
34
36
38
40
379
356
337
319
303
569
536
506
479
455
312
294
277
263
250
469
441
417
395
375
273
257
242
230
218
410
386
364
345
328
254
240
226
214
204
383
360
340
322
306
236
222
210
199
189
354
334
315
298
284
216
203
192
182
173
324
305
288
273
260
42
44
46
48
50
288
275
263
252
242
434
414
396
379
364
238
227
217
208
200
357
341
326
313
300
2Q8
198
190
182
174
312
298
285
273
262
194
185
177
170
163
291
278
266
255
245
180
171
164
157
151
270
258
247
236
227
164
157
150
144
138
247
236
226
216
208
52
54
56
58
60
233
224
216
209
202
350
337
325
314
303
192
185
178
172
166
288
278
268
259
250
168
162
156
150
145
252
243
234
226
219
157
151
145
140
136
235
227
219
211
204
145
140
135
130
126
218
210
203
196
189
133
128
123
119
115
200
192
185
179
173
62
64
66
68
70
195
189
184
178
173
294
285
276
268
260
161
156
151
147
143
242
234
227
221
214
141
136
132
128
125
211
205
199
193
187
131
127
123
120
116
197
191
185
180
175
122
118
114
111
108
183
177
172
167
162
111
108
105
102
98.7
167
162
157
153
148
72
168
253
139
208
121
182
113
170
105
158
95.9
144
8140
1020
620
25.9
353
12200
1530
932
39.0
529
7540
943
575
24.7
339
11300
1420
864
37.2
509
6910
863
522
23.7
325
10400
1300
785
35.6
488
11
12
13
14
15
798
16
17
18
19
20
757
713
673
638
606
21
22
23
24
25
Beam Properties
<«,kip-ft 12100
kip-ft 1510
oX-kip-ft
945
BF, kips
24.4
WK Vn-k'PS
Z ,in.
3
ip. ft
i r ,ft
ASD
LRFD
Q h = 1.67
Q„=1.50
= 0.90
1.00
399
18200
2280
1420
36.6
598
607
12.1
35.5
9980
1250
761
28.8
399
15000
1880
1140
43.3
598
500
8.05
24.9
8720
1090
664
26.9
373
13100
1640
998
40.5
559
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, 1NC.
346
7.59
22.0
3-46
DESIGN OF FLEXURAL MEMBERS
I
Table 3-6 (continued)
|
Maximum Total
Uniform Load, kips
W
W30-W27
W27x
90*
99
ASD
LRFD
§17
566
519
479
445
415
925
11
12
13
14
15
16
17
18
19
20
539
h
368
h
307 h
336 h
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
851
780
720
669
624
499
471
435
403
377
749
708
653
606
566
2560
2510
3840
3780
1680
1650
2520
2480
1510
1500
2270
2260
1370
2060
389
366
346
328
311
585
551
520
493
468
353
332
314
297
282
531
499
472
447
425
2360
2220
2100
1990
1890
3540
3340
3150
2980
2840
1550
1460
1380
1300
1240
2330
2190
2070
1960
1860
1410
1330
1250
1190
1130
2120
1990
1880
1780
1700
1280
1210
1140
1080
1030
1930
1820
1720
1630
1550
21
22
23
24
25
297
283
271
259
249
446
425
407
390
374
269
257
246
235
226
404
386
369
354
340
1800
1710
1640
1570
1510
2700
2580
2470
2360
2270
1180
1130
1080
1030
990
1770
1690
1620
1550
1490
1070
1030
981
940
902
1610
1540
1470
1410
1360
979
934
894
857
822
1470
1400
1340
1290
1240
26
27
28
29
30
240
231
222
215
208
360
347
334
323
312
217
209
202
195
188
327
314
303
293
283
1450
1400
1350
1300
1260
2180
2100
2030
1960
1890
952
917
884
853
825
1430
1380
1330
1280
1240
867
835
806
778
752
1300
1260
1210
1170
1130
791
761
734
709
685
1190
1140
1100
1070
1030
32
34
36
38
40
195
183
173
164
156
293
275
260
246
234
177
166
157
149
141
265
250
236
223
212
1180
1110
1050
993
943
1770
1670
1580
1490
1420
773
728
688
651
619
1160
1090
1030
979
930
705
663
627
594
564
1060
997
942
892
848
642
605
571
541
514
966
909
858
813
773
42
44
46
48
50
148
142
135
130
125
223
213
203
195
187
134
128
123
118
113
202
193
185
177
170
.898
857
820
786
754
1350
1290
1230
1180
1130
589
563
538
516
495
886
845
809
775
744
537
513
490
470
451
807
770
737
706
678
489
467
447
428
411
736
702
672
644
618
52
54
56
58
60
120
115
111
107
104
180
173
167
161
156
109
105
101
97.4
94.1
163
157
152
146
142
725
699
674
650
629
1090
1050
1010
978
945
476
458
442
427
413
715
689
664
641
620
434
418
403
389
376
652
628
605
584
565
395
381
367
354
343
594
572
552
533
515
62
64
66
68
70
100
97.3
94.4
91.6
89.0
151
146
142
138
134
91.1
88.3
85.6
83.1
80.7
137
133
129
125
121
608
589
572
555
539
915
886
859
834
810
399
387
375
364
354
600
581
564
547
531
364
352
342
332
322
547
530
514
499
484
332
321
311
302
294
498
483
468
454
441
72
86.5
130
78.5
118
524
788
344
517
313
471
286
429
24800
3090
1850
25.1
839
37200
4650
2780
37.7
1260
22600
2820
1700
25.1
756
33900
4240
2550
37.7
1130
20600
2570
1550
25.2
687
30900
3860
2330
37.8
1030
Design
10
Span, ft
Sl
~
Shapes
W30x
Shape
y
LRFD
Beam Properties
kip-ft
BF
V n /Q v
$ b Mn, kip-ft
§ b Mr , kip-ft
BF, kips
kips
6230
778
470
22.2
308
Zx , in. 3
t p ,ft
Lr , n
9360
1170
706
33.3
463
312
7.42
21.4
ASD
LRFD
fi ft = 1 . 6 7
□ =1.50
= 0.90
, = 1.00
h
v
5650
706
428
20.5
249
8490
1060
643
30.9
375
283
7.38
20.9
37700
4720
2740
26.1
1280
56700
7090
4120
39.2
1920
1890
12.9
88.6
1240
12.3
61.9
1130
12.2
56.9
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/t w limit for shear in Specification Section G2.1a with F = 50 ksi,
Q k = 1 . 6 7 , < =0.90.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3 4-7
MAXIMUM TOTAL UNIFORM LOAD TABLES
.
„
50 ksi
Fy = M
Table 3-6 (continued)
f
Maximum Total
Uniform Load, kips
1
|
W Shapes
W27
W27x
Shape
258
281
Span, ft
Design
217
235
LRFD
ASD
LRFD
ASD
LRFD
1240
1860
1140
1130
1700
1040
1030
1560
1540
16
17
18
19
20
1170
1100
1040
983
934
1760
1650
1560
1480
1400
1060
1000
945
895
850
1600
1500
1420
1350
1280
963
906
856
811
770
21
22
23
24
25
890
849
812
778
747
1340
1280
1220
1170
1120
810
773
739
709
680
1220
1160
1110
1070
1020
26
27
28
29
30
719
692
667
644
623
1080
1040
1000
968
936
654
630
607
586
567
32
34
36
38
40
584
549
519
492
467
878
826
780
739
702
42
44
46
48
50
445
425
406
389
374
52
54
56
58
60
ASD
178
194
LRFD
ASD
LRFD
ASD
LRFD
944
1420
843
840
1260
806
758
1210
1140
1450
1360
1290
1220
1160
887
835
788
747
710
1330
1250
1190
1120
1070
787
741
700
663
630
1180
1110
1050
996
947
711
669
632
599
569
1070
1010
950
900
855
734
700
670
642
616
1100
1050
1010
965
926
676
645
617
591
568
1020
970
927
889
853
600
572
548
525
504
901
860
823
789
757
542
517
495
474
455
814
777
743
713
684
983
947
913
881
852
593
571
550
531
514
891
858
827
799
772
546
526
507
489
473
820
790
762
736
711
484
466
450
434
420
728
701
676
653
631
438
421
406
392
379
658
633
611
590
570
531
500
472
448
425
799
752
710
673
639
482
453
428
406
385
724
681
643
609
579
443
417
394
373
355
667
627
593
561
533
394
370
350
331
315
592
557
526
498
473
356
335
316
299
284
534
503
475
450
428
669
638
610
585
562
405
386
370
354
340
609
581
556
533
511
367
350
335
321
308
551
526
503
483
463
338
323
309
296
284
508
485
464
444
427
300
286
274
262
252
451
430
412
394
379
271
259
247
237
228
407
389
372
356
342
359
346
334
322
311
540
520
501
484
468
327
315
304
293
283
492
473
456
441
426
296
285
275
266
257
445
429
414
399
386
273
263
253
245
237
410
395
381
368
356
242
233
225
217
210
364
351
338
326
316
219
211
203
196
190
329
317
305
295
285
62
64
66
68
70
301
292
283
275
267
453
439
425
413
401
274
266
258
250
243
412
399
387
376
365
249
241
233
227
220
374
362
351
341
331
229
222
215
209
203
344
333
323
314
305
203
197
191
185
180
305
296
287
278
270
184
178
172
167
276
267
259
251
72
259
390
236
355
kip-ft 18700
28100
3510
2140
36.9
931
17000
2130
1300
24.2
568
21300 12600
1570
2670
976
1650
22.5
35.1
422
708
18900
2370
1470
33.8
632
11400
1420
882
21.7
403
17100
2140
1330
32.7
605
14
15
ASD
Beam Properties
<\>b M , kip-ft
<bb Mr , kip-ft
BF, kips
Wh
BF
k
'PS
3
2340
1420
24.6
621
936
12.0
49.2
Zx , in.
Lf , ft
ASD
LRFD
Q to = 1 . 6 7
Q v =1.50
= 0.90
< =1.00
25600 15400
1930
3200
1180
1960
23.9
36.4
522
852
852
11.9
45.9
23200 14200
1770
2900
1100
1780
23.3
35.9
472
782
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, INC.
570
11.5
36.3
3-48
DESIGN OF FLEXURAL MEMBERS
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
F
y =
50 ksi
W Shapes
W27
W27x
Ol ld|JG
161
Design
ASD
146
LRFD
ASD
129
LRFD
ASD
114
LRFD
ASD
1()2
94
LRFD
ASD
LRFD
ASD
837
528
791
504
462
427
396
370
758
695
642
596
556
347
326
308
292
277
521
491
463
439
417
10
LRFD
994
928
674
657
606
563
526
1010
988
912
846
790
622
571
527
489
456
933
858
792
735
686
558
553
507
468
435
406
579
545
515
487
463
870
819
773
733
696
493
464
438
415
394
741
697
658
624
593
428
403
380
360
342
643
605
572
542
515
380
358
338
320
304
832
763
704
654
610
572
538
508
482
458
736
702
672
644
618
441
421
403
386
370
663
633
605
580
557
375
358
343
329
315
564
539
515
494
474
326
311
298
285
274
490
468
447
429
412
290
277
265
254
244
436
416
398
381
366
264
252
241
231
222
397
379
363
348
334
30
395
381
367
354
343
594
572
552
533
515
356
343
331
319
309
535
516
497
480
464
303
292
282
272
263
456
439
423
409
395
263
254
245
236
228
396
381
368
355
343
234
225
217
210
203
352
339
327
316
305
213
206
198
191
185
321
309
298
288
278
32
34
36
38
40
321
302
286
271
257
483
454
429
407
386
289
272
257
244
232
435
409
387
366
348
246
232
219
207
- 197
370
349
329
312
296
214
201
190
180
171
322
303
286
271
257
190
179
169
160
152
286
269
254
241
229
173
163
154
146
139
261
245
232
219
209
42
44
46
48
50
245
234
223
214
206
368
351
336
322
309
221
210
201
193
185
331
316
303
290
278
188
179
171
164
158
282
269
258
247
237
163
156
149
143
137
245
234
224
214
206
145
138
132
127
122
218
208
199
191
183
52
54
56
58
60
62
64
66
68
198
190
184
177
171
297
286
276
266
258
178
172
165
160
154
268
258
249
240
232
152
146
141
136
131
228
219
212
204
198
132
127
122
118
114
198
191
184
177
172
117
113
109
105
101
176
169
163
158
153
132
126
121
116
111
107
103
99.1
95.7
92.5
199
190
181
174
167
160
154
149
144
139
166
161
156
151
249
241
234
227
149
145
140
136
225
218
211
205
127
123
119
116
191
185
180
174
110
107
104
101
166
161
156
151
98.2
95.1
92.2
148
143
139
89.5
86.7
84.1
135
130
126
q>b wc , kip-ft 10300
o b M B, kip-ft 1280
MfKlh
kiP-ft 800
BF
BF, kips
20.8
364
kips
15500
1930
1200
31.3
546
9260
1160
723
19.7
331
13900
1740
1090
29.6
497
6850
856
522
21.7
311
10300
1290
785
32.6
467
6090
761
466
20.2
279
9150
1140
701
30.3
419
5550
694
424
19.1
264
8340
1040
638
28.8
396
«:
c
a
w
11
12
13
14
15
728
685
1090
1030
663
662
617
16
17
18
19
20
642
605
571
541
514
966
909
858
813
773
21
22
23
24
25
489
467
447
428
411
26
27
28
29
Beam Properties
WJQ b
MJU b
Zx , in.3
515
11.4
34.7
£f ,ft
ASD
LRFD
Q fi 1.67
Q y =1.50
0 fi = O.9O
<) u =1.00
h
464
11.3
33.4
7880
986
603
23.3
337
11900
1480
906
35.0
506
395
7.81
24.3
343
7.70
23.1
305
7.59
22.2
278
7.49
21.6
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
MAXIMUM
3 19
TOTAL UNIFORM LOAD TABLES
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
Fy = 50 ksi
W Shapes
W27x
Shape
Design
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
a.
co
ASD
LRFD
491
487
443
406
375
348
325
304
286
271
256
244
232
221
212
203
195
187
180
174
168
162
737
732
42
44
46
48
50
116
111
106
101
97.4
52
54
56
58
60
93.7
90.2
87.0
84.0
81.2
62
64
66
68
78.6
76.1
73.8
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
4870
609
372
17.6
246
7320
915
559
26.4
369
26
27
28
29
30
32
34
36
38
40
152
143
135
128
122
W24x
370 h
84
W27-W24
335 h
ASD
LRFD
1700
1610
1500
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
11410
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
306 h
279 h
250
LRFD
ASD
LRFD
ASD
LRFD
1370
1310
1230
392
377
364
351
339
588
567
546
528
510
321
309
298
287
278
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
328
318
308
299
494
478
464
450
354
341
329
317
307
297
288
279
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
1240
nso
1110
636
599
566
536
509
485
463
443
424
407
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
446
432
419
269
260
253
27700
3460
2070
29.8
1030
16700
2080
1250
19.7
620
ASD
1929
1450
1360
1270
1200
1130
1070
1020
969
925
885
848
814
783
754
727
702
679
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
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
ASD
LRFD
286
275
265
256
248
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
404
391
380
240
232
360
349
25100
3130
1880
29.6
930
14900
1860
1120
19.5
548
22300
2790
1690
29.3
822
1199
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
Beam Properties
kip-ft
i/X
BF
V„/Sly
q>b Mr , kip-ft
BF, kips
ki
Ps
3
Z y, in.
ft
P’
Lr >ft
244
7.31
20.8
L
ASD
LRFD
Q A = 1.67
Q =1.50
<bv = loo
- 0.90
22600
2820
1670
19.9
851
33900
4240
2510
29.9
1280
1130
11.6
69.2
20400
2540
1510
20.1
760
30600
3830
2270
30.2
1140
1020
11.4
63.0
18400
2300
1380
19.9
684
922
11.3
57.8
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, INC.
744
11.1
48.6
3-50
DESIGN OF FLEXURAL MEMBERS
I
Table 3-6 (continued)
|
Maximum Total
Uniform Load, kips
W24
W Shapes
Sl
y=
W24x
Shape
207
229
192
176
162
146
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
12
13
14
15
999
962
898
1500
1450
1350
895
864
806
1340
1300
1210
825
797
744
1240
1200
1120
757
729
680
1140
1100
1020
705
667
623
1060
1000
936
643
642
596
556
965
896
836
16
17
18
19
20
842
793
749
709
674
1270
1190
1130
1070
1010
756
712
672
637
605
1140
1070
1010
957
909
697
656
620
587
558
1050
986
932
883
839
637
600
567
537
510
958
902
852
807
767
584
549
519
492
467
878
826
780
739
702
521
491
464
439
417
784
738
697
660
627
21
22
23
24
25
642
612
586
561
539
964
920
880
844
810
576
550
526
504
484
866
826
790
758
727
531
507
485
465
446
799
762
729
699
671
486
464
443
425
408
730
697
667
639
613
445
425
406
389
374
669
638
610
585
562
397
379
363
348
334
597
570
545
523
502
26
27
28
29
30
518
499
481
465
449
779
750
723
698
675
465
448
432
417
403
699
673
649
627
606
429
413
398
385
372
645
621
599
578
559
392
378
364
352
340
590
568
548
529
511
359
346
334
322
311
540
520
501
484
468
321
309
298
288
278
482
464
448
432
418
32
34
36
38
40
421
396
374
355
337
633
596
563
533
506
378
356
336
318
302
568
535
505
478
455
349
328
310
-294
279
524
493
466
441
419
319
300
283
268
255
479
451
426
403
383
292
275
259
246
234
439
413
390
369
351
261
245
232
220
209
392
369
348
330
314
42
44
46
48
50
321
306
293
281
269
482
460
440
422
405
288
275
263
252
242
433
413
395
379
364
266
254
243
232
223
399
381
365
349
335
243
232
222
212
204
365
348
333
319
307
222
212
203
195
187
334
319
305
293
281
199
190
181
174
167
299
285
273
261
251
52
54
56
58
60
259
250
241
232
225
389
375
362
349
338
233
224
216
209
202
350
337
325
313
303
215
207
199
192
186
323
311
299
289
280
196
189
182
176
170
295
284
274
264
255
180
173
167
161
156
270
260
251
242
234
160
155
149
144
139
241
232
224
216
209
62
64
217
211
327
316
195
189
293
284
180
270
165
247
151
226
kip-ft 13500
0
<bb M p< k i P‘ft 1680
M b <bb Mr , kip-ft 1030
BF, kips
19.2
BF
V„/Q v
500
V „ - k *Ps
20300
2530
1540
28.9
749
12100
1510
927
18.9
447
18200
2270
1390
28.5
671
10200
1270
786
18.3
379
15300
1920
1180
27.6
568
9340
1170
723
17.8
353
14000
1760
1090
26.8
529
8340
1040
648
17.1
322
12500
1570
974
25.8
482
Span, ft
Design
Beam Properties
MJQ b
Z x , in.3
675
11.0
45.2
ft
Lr ,n
ASD
LRFD
Q z,= 1.67
Qk -1.50
O fi = 0.90
0 , = 1.00
606
10.9
41.8
11200
1390
858
18.7
413
16800
2100
1290
28.0
619
559
10.8
39.6
511
10.7
37.4
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
468
10.8
35.7
418
10.6
33.7
MAXIMUM TOTAL UNIFORM LOAD TABLES
.
Fy = 50 ksi
3-51
Table 3-6 (continued)
|
Maximum Total
Uniform Load, kips
1
|
W Shapes
W24
W24x
Shape
131
Design
ASD
104
117
LRFD
ASD
LRFD
ASD
9
10
84
ASD
LRFD
ASD
LRFD
540
809
501
751
ASD
LRFD
453
447
680
672
568
528
492
889
854
793
740
534
502
466
435
801
755
701
654
4?1
444
412
385
722
667
619
578
508
466
430
399
373
764
700
646
600
560
461
422
390
362
338
693
635
586
544
508
406
373
344
319
298
611
560
517
480
448
16
17
18
19
20
462
434
410
389
369
694
653
617
584
555
408
384
363
344
326
613
577
545
516
491
361
339
320
304
288
542
510
482
456
434
349
329
310
294
279
525
494
467
442
420
317
298
282
267
253
476
448
423
401
381
279
263
248
235
224
420
395
373
354
336
21
22
23
24
25
352
336
321
308
295
529
505
483
463
444
311
297
284
272
261
467
446
427
409
392
275
262
251
240
231
413
394
377
361
347
266
254
243
233
224
400
382
365
350
336
241
230
220
211
203
363
346
331
317
305
213
203
194
186
179
320
305
292
280
269
26
27
28
29
30
284
274
264
255
246
251
242
233
225
218
377
363
350
338
327
222
214
206
199
192
323
311
300
290
280
195
188
181
175
169
293
282
272
263
254
172
166
160
154
149
258
249
240
232
224
231
217
205
194
185
204
192
181
172
163
160
170
160
152
144
175
164
155
147
140
263
247
233
221
210
158
149
141
133
127
238
224
212
201
191
140
132
124
118
112
210
198
187
177
168
42
44
46
48
50
176
168
161
154
148
155
148
142
136
131
307
289
273
258
245
234
223
213
204
196
333
321
310
299
289
271
255
241
228
217
215
207
200
193
186
32
34
36
38
40
427
411
396
383
370
347
326
308
292
278
264
252
241
231
222
137
131
125
120
115
206
197
188
181
173
133
127
121
116
112
200
191
183
175
168
121
115
110
106
101
181
173
166
159
152
106
102
97.2
93.1
89.4
160
153
146
140
134
52
54
56
58
60
142
137
132
127
123
213
206
198
191
185
126
121
117
113
109
189
182
175
169
164
111
107
103
99.5
96.1
167
161
155
149
145
107
103
99.8
96.4
93.1
162
156
150
145
140
97.5
93.9
90.5
87.4
84.5
147
141
136
131
127
86.0
82.8
79.8
77.1
74.5
129
124
120
116
112
5590
699
428
18.2
270
8400
1050
643
27.4
405
5070
634
388
17.3
250
7620
953
583
26.0
376
4470
559
342
16.2
227
6720
840
515
24.3
340
11
12
13
14
15
Span, ft
94
103
LRFD
592
Beam Properties
kip-ft
MJQ b i)b M kip-ft
$ b M r , kip-ft
BF, kips
BF
V„/Qv
V n > k 'Ps
Z x , in. 3
Lp ,n
Lr ,n
7390
923
575
16.3
296
11100
1390
864
24.5
444
370
10.5
31.9
ASD
LRFD
Q fi = 1 . 6 7
Q k =1.S0
§ b = 0.90
<!>„= 1.00
6530
816
508
15.3
267
327
10.4
30.4
9810
1230
764
23.1
400
5770
721
451
14.3
241
289
10.3
29.2
8670
1080
677
21.5
361
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, INC.
224
6.89
20.3
3-52
DESIGN OF F L E X U R A L M E M B E R S
T
Table 3-6 (continued)
|
Maximum Total
Uniform Load, kips
W24-W21
Shapes
W24x
Shape
76
Design
ASD
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
Span, ft
r = 50 ,ksi.
F
y
26
27
28
29
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
631
600
363
333
307
285
266
545
500
462
429
400
375
353
333
316
300
286
273
261
250
240
231
222
214
207
200
250
235
222
210
200
190
181
174
166
160
154
148
143
138
133
ASD
LRFD
ASD
LRFD
394
393
353
321
294
272
252
236
591
590
531
483
443
408
379
354
408
382
339
305
278
254
235
218
204
612
574
510
459
417
383
353
328
306
221
208
196
186
177
168
161
154
147
141
332
312
295
279
266
253
241
231
221
212
191
180
170
161
153
287
270
255
242
230
219
209
200
191
184
136
131
126
122
118
204
197
190
183
177
125
117
111
105
99.8
95.0
90.7
86.8
83.2
79.8
143
136
130
125
120
110
104
98.1
93.0
88.3
84.1
80.3
76.8
73.6
70.7
76.8
73.9
71.3
68.8
115
111
107
103
67.9
65.4
63.1
60.9
188
176
167
158
150
55
62
68
LRFD
421
399
W21x
145
139
133
127
122
177
170
164
158
153
143
135
128
121
115
166
156
148
140
133
126
121
115
111
106
117
113
109
105
102
95.4
89.8
84.8
80.4
76.3
72.7
69.4
66.4
63.6
61.1
109
104
99.8
95.6
91.8
102
98.3
94.8
91.6
58.7
56.6
54.5
52.7
88.3
85.0
82.0
79.1
v
LRFD
334
297
267
503
447
402
243
223
206
191
178
365
335
309
287
268
167
157
149
141
134
251
236
223
212
201
127
122
116
111
107
191
183
175
168
161
155
149
144
139
134
661
622
588
557
529
504
481
460
441
423
407
392
378
365
353
126
118
112
106
101
103
99.1
95.5
92.2
89.2
182
201
ASD
ASD
LRFD
838
814
756
705
1260
1220
1140
1060
994
935
883
837
795
ASD
LRFD
754
1130
1100
1020
952
731
679
633
594
559
528
500
475
452
432
413
396
380
331
311
294
278
264
757
723
691
663
636
612
589
568
548
530
497
468
442
418
398
365
352
339
328
317
297
279
264
250
238
893
840
793
752
714
680
649
621
595
571
83.6
78.7
74.3
70.4
66.9
63.7
60.8
58.1
55.7
53.5
51.4
49.5
47.8
46.1
95.7
91.4
87.4
83.8
80.4
252
240
230
220
212
379
361
346
331
318
226
216
207
198
190
549
529
510
492
476
446
420
397
376
357
340
325
310
298
286
77.3
74.4
71.8
69.3
203
196
189
306
294
284
183
176
170
275
264
255
2670
334
199
14.8
167
4020
503
299
22.2
251
10600 15900
1320 1990
805
1210
21.9
14.6
629
419
9500
1190
728
14.3
377
14300
1790
1090
21.6
566
Beam Properties
kip-ft
M J Q b <?b M . kip-ft
<bb Mr , kip-ft
Wh
BF, kips
BF
V
n - kips
3990
499
307
15.0
210
Zx , in.3
Lp , n
Lr , n
6000
750
462
22.5
316
200
6.78
19.6
ASD
LRFD
Q h =1.67
Q„=1.50
= 0.90
<t>„= 1.00
v
3530
442
269
14.1
197
5310
664
404
21.2
295
177
6.61
18.8
3050
382
229
16.0
204
4590
574
344
24.1
306
153
4.87
14.4
134
4.73
13.9
530
10.7
46.1
Shape does not meet the h/t w limit for shear in Specification Section G2.1a with F = 50 ksi,
Q k = 1.67, 0 U = 0.90.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
476
10.6
42.6
MAXIMUM
TOTAL UNIFORM
3-53
LOAD TABLES
Table 3-6 (continued)
_ „ . .
’
Maximum Total
Uniform Load, kips
Fy = 50 ksi
W Shapes
W21x
Shape
147
166
Design
Span, ft
W2 1
ASD
LRFD
132
ASD
LRFD
953
933
861
799
746
122
ASD
LRFD
568
554
511
475
443
851
833
768
714
666
111
101
ASD
LRFD
ASD
LRFD
ASD
LRFD
520
511
471
438
409
780
768
708
658
614
473
464
428
398
371
710
698
644
598
558
427
421
388
361
337
641
633
584
542
506
11
12
13
14
15
674
663
616
575
1010
997
926
864
635
620
573
532
496
16
17
18
19
20
539
507
479
454
431
810
762
720
682
648
465
438
414
392
372
699
658
622
589
560
415
391
369
350
332
624
588
555
526
500
383
360
340
323
306
576
542
512
485
461
348
328
309
293
278
523
492
465
441
419
316
297
281
266
252
474
446
422
399
380
21
22
23
24
25
411
392
375
359
345
617
589
563
540
518
355
338
324
310
298
533
509
487
466
448
317
302
289
277
266
476
454
434
416
400
292
279
266
255
245
439
419
400
384
368
265
253
242
232
223
399
380
364
349
335
240
230
220
210
202
361
345
330
316
304
26
27
28
29
30
332
319
308
297
287
498
480
463
447
432
286
276
266
257
248
430
414
400
386
373
256
246
237
229
222
384
370
357
344
333
236
227
219
211
204
354
341
329
318
307
214
206
199
192
186
322
310
299
289
279
194
187
180
174
168
292
281
271
262
253
32
34
36
38
40
269
254
240
227
216
405
381
360
341
324
233
219
207
196
186
350
329
311
294
280
208
195
185
175
166
312
294
278
263
250
191
180
170
161
153
288
271
256
242
230
174
164
155
147
139
262
246
233
220
209
158
149
140
133
126
237
223
211
200
190
42
44
46
48
50
205
196
187
180
172
309
295
282
270
259
177
169
162
155
149
266
254
243
233
224
158
151
144
138
133
238
227
217
208
200
146
139
133
128
123
219
209
200
192
184
133
127
121
116
111
199
190
182
174
167
120
115
110
105
101
181
173
165
158
152
52
54
56
166
160
154
249
240
231
143
138
215
207
128
123
192
185
118
113
177
171
107
161
97.1
146
8620
1080
664
14.2
337
13000
1620
998
21.3
506
7450
931
575
13.8
318
11200
1400
864
20.7
476
6130
766
477
12.9
260
9210
1150
717
19.4
390
5570
696
435
12.4
237
8370
1050
654
18.7
355
5050
631
396
11.8
214
7590
949
596
17.7
320
Beam Properties
WJQ„ W
kip-ft
<h M p> k i P- f t
§ b Mr , kip-ft
BF, kips
BF
V n > k 'Ps
Zx , in. 3
,ft
Lr , n
432
10.6
39.8
ASD
LRFD
Q h = 1.67
Q , = 1.50
- 0.90
, = 1.00
373
10.4
36.3
6650
831
515
13.3
284
333
10.3
34.1
9990
1250
774
20.0
426
307
10.3
32.7
279
10.2
31.3
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, INC.
253
10.2
30.1
3-54
DESIGN OF FLEXURAL MEMBERS
f
Table 3-6 (continued)
|
Maximum Total
Uniform Load, kips
, .
r = 50 ksi
F
y
Shapes
W21x
Shape
93
83
73
68
Design
ASD
LRFD
ASD
LRFD
ASD
LRFD
8
9
10
502
490
441
752
737
663
441
435
391
662
653
588
387
381
343
580
573
516
11
12
13
14
15
401
368
339
315
294
603
553
510
474
442
356
326
301
279
261
535
490
452
420
392
312
286
264
245
229
16
17
18
19
20
276
259
245
232
221
414
390
368
349
332
245
230
217
206
196
368
346
327
309
294
21
22
23
24
25
210
201
192
184
176
316
301
288
276
265
186
178
170
163
156
26
27
28
29
30
170
163
158
152
147
255
246
237
229
221
32
34
36
38
40
138
130
123
116
110
42
44
46
48
50
62
ASD
LRFD
363
355
319
545
533
480
336
319
287
504
480
432
469
430
397
369
344
290
266
246
228
213
436
400
369
343
320
261
240
221
205
192
393
360
332
309
288
215
202
191
181
172
323
304
287
272
258
200
188
177
t68
160
300
282
267
253
240
180
169
160
151
144
270
254
240
227
216
280
267
256
245
235
163
156
149
143
137
246
235
224
215
206
152
145
139
133
128
229
218
209
200
192
137
131
125
120
115
206
196
188
180
173
150
145
140
135
130
226
218
210
203
196
132
127
123
118
114
198
191
184
178
172
123
118
114
110
106
185
178
171
166
160
111
106
103
99.1
95.8
166
160
154
149
144
207
195
184
174
166
122
115
109
103
97.8
184
173
163
155
147
107
101
95.4
90.3
85.8
161
152
143
136
129
99.8
93.9
88.7
84.0
79.8
150
141
133
126
120
89.8
84.5
79.8
75.6
71.9
135
127
120
114
108
105
100
95.9
91.9
88.2
158
151
144
138
133
93.1
88.9
85.0
81.5
78.2
140
134
128
122
118
81.7
78.0
74.6
71.5
68.7
123
117
112
107
103
76.0
72.6
69.4
66.5
63.9
114
109
104
100
96.0
68.4
65.3
62.5
59.9
57.5
103
98.2
93.9
90.0
86.4
52
54
84.8
81.7
128
123
75.2
113
66.0
99.2
61.4
92.3
55.3
83.1
, kip-ft
0
$bM n< kip-ft
<bb Mr , kip-ft
BF, kips
kips
4410
551
335
14.6
251
6630
829
504
21.9
376
3910
489
299
13.8
221
5160
645
396
19.4
290
3190
399
245
12.5
182
4800
600
368
18.8
273
2870
359
222
11.6
168
4320
540
333
17.4
252
Span, ft
ASD
LRFD
Beam Properties
BF
Zx , in.3
Lp ,n
ft
221
6.50
21.3
ASD
LRFD
Qd -1.67
Q„=1.50
= 0.90
LOO
o
f
5880
735
449
20.8
331
196
6.46
20.2
3430
429
264
12.9
193
172
6.39
19.2
160
6.36
18.7
Shape does not meet compact limit for flexure with Fy = 50 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
144
6.25
18.1
MAXIMUM TOTAL UNIFORM LOAD TABLES
3-55
Table 3-6 (continued)
r
, .
y
Fy
Maximum Total
■
-■ ■ ■
Uniform Load, kips
i ■ *x
~
W Shapes
W21
W21x
Shape
57
Span, ft
Design
48 f
50
55
44
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
312
279
251
468
420
378
317
314
274
244
220
475
471
413
367
330
289
265
235
212
433
398
354
318
289
272
238
212
190
434
409
358
318
286
352
323
298
276
258
229
210
193
180
168
344
315
291
270
252
200
183
169
157
146
300
275
254
236
220
193
177
163
151
141
289
265
245
227
212
173
159
146
136
127
260
239
220
204
191
161
151
143
136
129
242
228
215
204
194
157
148
140
132
126
236
222
210
199
189
137
129
122
116
110
206
194
183
174
165
132
125
118
111
106
199
187
177
168
159
119
112
106
100
95.2
179
168
159
151
143
21
22
23
24
25
123
117
112
107
103
184
176
168
161
155
120
114
109
105
101
180
172
164
158
151
105
99.8
95.5
91.5
87.8
157
150
143
138
132
101
96.3
92.1
88.3
84.7
152
145
138
133
127
90.7
86.6
82.8
79.3
76.2
136
130
124
119
114
26
27
28
29
30
99.0
95.4
92.0
88.8
85.8
149
143
138
133
129
96.7
93.1
89.8
86.7
83.8
145
140
135130
126
84.4
81.3
78.4
75.7
73.2
127
122
118
114
110
81.5
78.5
75.6
73.0
70.6
122
118
114
110
106
73.2
70.5
68.0
65.7
63.5
110
106
102
98.7
95.4
32
34
36
38
40
80.5
75.7
71.5
67.8
64.4
121
114
108
102
96.8
78.6
74.0
69.9
66.2
62.9
118
111
105
99.5
94.5
68.6
64.6
61.0
57.8
54.9
103
97.1
91.7
86.8
82.5
66.2
62.3
58.8
55.7
53.0
99.5
93.6
88.4
83.8
79.6
59.5
56.0
52.9
50.1
47.6
89.4
84.2
79.5
75.3
71.6
42
44
46
48
50
61.3
58.5
56.0
53.6
51.5
92.1
88.0
84.1
80.6
77.4
59.9
57.2
54.7
52.4
50.3
90.0
85.9
82.2
78.8
75.6
52.3
49.9
47.7
45.7
43.9
78.6
75.0
71.7
68.8
66.0
50.4
48.1
46.0
44.1
42.4
75.8
72.4
69.2
66.3
63.7
45.3
43.3
41.4
39.7
38.1
68.1
65.0
62.2
59.6
57.2
52
49.5
74.4
48.4
72.7
42.2
63.5
2120
265
162
9.78
144
3180
398
244
14.7
217
1900
238
143
11.2
145
2860
358
214
16.8
217
ASD
LRFD
6
7
8
9
10
341
322
286
257
512
484
430
387
11
12
13
14
15
234
215
198
184
172
16
17
18
19
20
ASD
Beam Properties
BF
kip-ft
$ b M kip-ft
(j)X r , kip-ft
BF, kips
v„/o.
<i>X» kips
z x , in. 3
Lp , n
Lr ,tt
Q ft = 1.67
Q„=1.50
(
3870
484
291
20.1
256
129
4.77
14.3
LRFD
ASD
2570
322
194
13.4
171
= 0.90
=1.00
2510 .
314
192
10.8
156
3780
473
289
16.3
234
126
6.11
17.4
2200
274
165
12.2
158
3300
413
248
18.3
237
110
4.59
13.6
107
6.09
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, INC.
95.4
4.45
13.0
3-56
D E S I G N OF F L E X U R A L M E M B E R S
|
Table 3-6 (continued)
|
Maximum Total
Uniform Load, kips
W18
W Shapes
y=
Sl
W18x
Shape
h
311
Design
283
ASD
LRFD
ASD
11
12
13
14
15
13Q0
1250
1160
1070
1000
2040
1890
1740
1620
1510
1220
1120
1040
964
900
16
17
18
19
20
941
885
836
792
752
1410
1330
1260
1190
1130
21
22
23
24
25
717
684
654
627
602
26
27
28
29
30
h
234h
h
258
LRFD
ASD
1840
1690
1560
1450
1350
1100
1020
938
871
813
843
794
750
710
675
1270
1190
1130
1070
1010
1080
1030
983
943
905
643
613
587
562
540
579
557
537
519
502
870
838
808
780
754
31
32
33
34
35
485
470
456
443
430
36
37
38
39
40
42
44
46
48
50
211
192
LRFD
ASD
LRFD
ASD
LRFD
1650
1530
1410
1310
1220
977
913
843
783
731
1470
1370
1270
1180
1100
876
815
752
699
652
1310
1230
1130
1050
980
781
735
679
630
588
1170
1110
1020
947
884
762
717
678
642
610
1150
1080
1020
965
917
685
645
609
577
548
1030
969
915
867
824
611
575
543
515
489
919
865
817
774
735
551
519
490
464
441
829
780
737
698
663
966
922
882
845
811
581
554
530
508
488
873
833
797
764
733
522
498
476
457
438
784
749
716
686
659
466
445
425
408
391
700
668
639
613
588
420
401
384
368
353
631
603
577
553
530
519
500
482
465
450
780
751
724
699
676
469
452
436
421
407
705
679
655
632
611
421
406
391
378
365
633
610
588
568
549
376
362
349
337
326
565
544
525
507
490
339
327
315
304
294
510
491
474
457
442
730
707
685
665
646
435
422
409
397
386
654
634
615
596
579
393
381
370
359
348
591
573
555
539
524
353
342
332
322
313
531
515
499
484
471
315
306
296
288
279
474
459
445
432
420
285
276
267
259
252
428
414
402
390
379
418
407
396
386
376
628
611
595
580
566
375
365
355
346
337
563
548
534
520
507
339
330
321
313
305
509
495
482
470
458
304
296
288
281
274
458
445
433
422
412
272
264
257
251
245
408
397
387
377
368
245
238
232
226
221
368
358
349
340
332
358
342
327
314
301
539
514
492
471
452
321
307
293
281
270
483
461
441
422
406
290
277
265
254
244
436
417
398
382
367
261
249
238
228
219
392
374
358
343
329
233
222
213
204
196
350
334
320
306
294
210
201
192
184
176
316
301
288
276
265
< « , kip-ft 15000
<\>b M , kip-ft 1880
22600
2830
1640
16.8
1020
13500
1690
987
11.0
612
20300
2540
1480
16.6
918
12200 18300
1520
2290
898
1350
11.0
16.5
549
824
11000 16500
1370
2060
814
1220
10.8
16.2
489
733
9780
1220
732
10.7
438
14700
1840
1100
16.1
657
8820
1100
664
10,7
391
13300
1660
998
16.0
586
611
10.2
67.4
549
10.1
61.5
Span, ft
LRFD
ASD
Beam Properties
/X
BF
V„/Q v
ty b Mr , kip-ft
BF, kips
<!>/„, k i Ps
1090
11.2
679
Zx , in.3
Lp , n
Lr , n
754
10.4
81.2
ASD
LRFD
Q& -1.67
Q , = 1.50
tyb = 0.90
6„=1.00
h
676
10.3
73.8
490
9.96
55.8
442
9.85
51.1
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
MAXIMUM TOTAL UNIFORM LOAD TABLES
.
c = 50 ksi
F
y
3-57
Table 3-6 (continued)
t
Maximum Total
Uniform Load, kips
1
W Shapes
W18
W18x
Shape
175
Design
158
130
143
119
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
713
662
611
567
530
1070
995
918
853
796
639
592
547
508
474
958
890
822
763
712
569
536
494
459
428
854
805
743
690
644
516
482
445
413
386
774
725
669
621
580
16
17
18
19
20
497
467
441
418
397
746
702
663
628
597
444
418
395
374
355
668
628
593
562
534
402
378
357
338
321
604
568
537
508
483
362
340
322
305
289
21
22
23
24
25
378
361
345
331
318
569
543
519
497
478
338
323
309
296
284
509
485
464
445
427
306
292
279
268
257
460
439
420
403
386
26
27
28
29
30
306
294
284
274
265
459
442
426
412
398
273
263
254
245
237
411
396
381
368
356
247
238
230
222
214
31
32
33
34
35
256
248
241
234
227
385
373
362
351
341
229
222
215
209
203
345
334
324
314
305
36
37
38
39
40
221
215
209
204
199
332
323
314
306
299
197
192
187
182
178
42
44
46
48
50
189
181
173
166
159
284
271
260
249
239
169
161
154
148
10
11
12
13
14
15
Span, ft
j
106
ASD
LRFD
ASD
LRFD
497
475
436
402
374
349
746
715
655
605
561
524
w
417
383
353
328
306
663
627
575
531
493
460
544
512
483
458
435
327
308
291
275
261
491
462
437
414
393
287
270
255
242
230
431
406
383
363
345
276
263
252
241
232
414
395
378
362
348
- 249
238
227
218
209
374
357
342
328
314
219
209
200
191
184
329
314
300
288
276
372
358
345
333
322
223
214
207
200
193
335
322
311
300
290
201
194
187
180
174
302
291
281
271
262
177
170
164
158
153
265
256
246
238
230
207
201
195
189
184
312
302
293
284
276
187
181
175
170
165
281
272
264
256
249
169
163
158
154
149
254
246
238
231
225
148
143
139
135
131
223
216
209
203
197
297
289
281
274
267
179
174
169
165
161
268
261
254
248
242
161
156
152
148
145
242
235
229
223
218
145
141
138
134
131
218
212
207
202
197
128
124
121
118
115
192
186
182
177
173
254
243
232
222
153
146
140
134
230
220
210
201
138
132
126
121
207
198
189
181
125
119
114
187
179
171
109
104
99.8
164
157
150
5790
724
447
10.2
258
8700
1090
672
15.3
387
5230
654
403
10.1
249
7860
983
606
15.2
373
4590
574
356
9.70
221
6900
863
536
14.6
332
Beam Properties
MJa b
BF
kip-ft
kip-ft
<bb M r , kip-ft
BF, kips
<!>/„. kips
Zx , in. 3
Lp ,tt
Lr , n
!SS
n n
cTcT
0
11900
1490
903
15.9
535
398
9.75
46.7
LRFD
ASD
7940
993
601
10.6
357
= 0.90
1.00
7110
888
541
10.5
319
10700
1340
814
15.7
479
356
9.68
42.8
6430
803
493
10.4
285
9660
1210
740
15.6
427
322
9.61
39.6
290
9.54
36.7
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, INC.
230
9.40
31.8
DESIGN OF F L E X U R A L M E M B E R S
3-58
|
Table 3-6 (continued)
|
Maximum Total
Uniform Load, kips
Wig
Shapes
W18x
Shape
97
Design
Span, ft
, .
cn ksi
c = 50
F
y
ASD
ASD
71
76
86
LRFD
LRFD
ASD
65
60
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
549
548
487
438
330
295
265
495
443
399
303
273
246
454
410
369
7
8
9
10
398
597
353
530
310
464
366
364
324
291
11
12
13
14
15
383
351
324
301
281
575
528
487
452
422
338
309
286
265
248
507
465
429
399
372
296
271
250
232
217
445
407
376
349
326
265
243
224
208
194
398
365
337
313
292
241
221
204
190
177
363
332
307
285
266
223
205
189
175
164
335
308
284
264
246
16
17
18
19
20
263
248
234
222
211
396
372
352
333
317
232
218
206
195
186
349
328
310
294
279
203
191
181
171
163
306
288
272
257
245
182
171
162
153
146
274
258
243
231
219
166
156
147
140
133
249
235
222
210
200
153
144
136
129
123
231
217
205
194
185
21
22
23
24
25
201
191
183
175
168
301
288
275
264
253
177
169
161
155
149
266
254
243
233
223
155
148
141
136
130
233
222
213
204
196
139
132
127
121
117
209
199
190
183
175
126
121
115
111
106
190
181
173
166
160
117
112
107
102
98.2
176
168
160
154
148
26
27
28
29
30
162
156
150
145
140
243
234
226
218
211
143
138
133
128
124
215
207
199
192
186
125
120
116
112
-108
188
181
175
169
163
112
108
104
100
97.1
168
162
156
151
146
102
98.3
94.8
91.5
88.5
153
148
143
138
133
94.4
90.9
87.7
84.7
81.8
142
137
132
127
123
31
32
33
34
35
136
132
128
124
120
204
198
192
186
181
120
116
113
109
106
180
174
169
164
159
105
102
98.6
95.7
93.0
158
153
148
144
140
94.0
91.1
88.3
85.7
83.3
141
137
133
129
125
85.6
83.0
80.4
78.1
75.8
129
125
121
117
114
79.2
76.7
74.4
72.2
70.1
119
115
112
109
105
36
37
38
39
40
117
114
111
108
105
176
171
167
162
158
103
100
97.7
95.2
92.8
155
151
147
143
140
90.4
87.9
85.6
83.4
81.3
136
132
129
125
122
80.9
78.8
76.7
74.7
72.9
122
118
115
112
110
73.7
71.7
69.9
68.1
66.4
111
108
105
102
99.8
68.2
66.4
64.6
63.0
61.4
103
99.7
97.1
94.6
92.3
42
44
46
100
95.7
91.6
151
144
138
88.4
84.4
133
127
77.5
73.9
116
111
69.4
66.2
63.4
104
99.5
95.2
63.2
60.3
95.0
90.7
58.5
55.8
87.9
83.9
2910
364
222
10.5
183
4380
548
333
15.7
274
2650
332
204
9.92
165
3990
499
307
14.9
248
2460
307
189
9.64
151
3690
461
284
14.5
227
Beam Properties
Wc / a b
MJQ b
W* b
BF
V n IQ v
kip-ft
ty b M , kip-ft
ty b Mr , kip-ft
BF, kips
V/r
Z x , in.
Lp , n
Lr , n
ki
Ps
3
4210
526
328
9.45
199
6330
791
494
14.2
298
211
9.36
30.3
ASD
LRFD
Q -1.67
£2„= 1.50
= 0.90
0 , = 1.00
3710
464
290
9.04
177
5580
698
436
13.6
265
186
9.29
28.5
3250
407
255
8.49
155
4890
611
383
12.8
232
163
9.22
27.1
146
6.00
19.6
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
133
5.97
18.8
123
5.93
18.2
MAXIMUM TOTAL UNIFORM LOAD TABLES
_ „ , .
y
3-59
Table 3-6 (continued)
f
Maximum Total
Uniform Load, kips
|
W Shapes
W18-W16
W18x
Shape
55
Design
50
LRFD
W16x
40
46
35
100
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
255
252
224
202
383
379
337
303
260
259
226
201
181
390
389
340
302
272
226
224
196
174
156
338
336
294
261
235
212
190
166
147
133
319
285
249
222
200
397
395
596
594
305
280
258
240
224
183
168
155
144
134
275
253
233
216
202
165
151
139
129
121
247
227
209
194
181
142
130
120
112
104
214
196
181
168
157
121
111
102
94.8
88.5
181
166
153
143
133
359
329
304
282
263
540
495
457
424
396
140
132
124
118
112
210
198
187
177
168
126
119
112
106
101
189
178
168
159
152
113
106
101
95.3
90.5
170
160
151
143
136
97.8
92.1
86.9
82.4
78.2
147
138
131 '
124
118
83.0
78.1
73.7
69.9
66.4
125
117
111
105
99.8
247
232
220
208
198
371
349
330
313
297
21
22
23
24
25
106
102
97.2
93.1
89.4
160
153
146
140
134
96.0
91.6
87.7
84.0
80.6
144
138
132
126
121
86.2
82.3
78.7
75.4
72.4
130
124
118
113
109
74.5
71.1
68.0
65.2
62.6
112
107
102
98.0
94.1
63.2
60.3
57.7
55.3
53.1
95.0
90.7
86.7
83.1
79.8
188
180
172
165
158
283
270
258
248
238
26
27
28
29
30
86.0
82.8
79.8
77.1
74.5
129
124
120
116
112
77.5
74.7
72.0
69.5
67.2
117
112
108
104
101
69.6
67.1
64.7
62.4
60.3
105
101
97.2
93.8
90.7
60.2
58.0
55.9
54.0
52.2
90.5
87.1
84.0
81.1
78.4
51.1
49.2
47.4
45.8
44.2
76.7
73.9
71.3
68.8
66.5
152
146
141
136
132
228
220
212
205
198
31
32
33
34
35
72.1
69.9
67.7
65.8
63.9
108
105
102
98.8
96.0
65.0
63.0
61.1
59.3
57.6
97.7
94.7
91.8
89.1
86.6
58.4
56.6
54.9
53.2
51.7
87.8
85.0
82.5
80.0
77.7
50.5
48.9
47.4
46.0
44.7
75.9
73.5
71.3
69.2
67.2
42.8
41.5
40.2
39.0
37.9
64.4
62.3
60.5
58.7
57.0
127
124
120
116
113
192
186
180
175
170
36
37
38
39
40
62.1
60.4
58.8
57.3
55.9
93.3
90.8
88.4
86.2
84.0
56.0
54.5
53.1
51.7
50.4
84.2
81.9
79.7
77.7
75.8
50.3
48.9
47.6
46.4
45.3
75.6
73.5
71.6
69.8
68.0
43.5
42.3
41.2
40.1
39.1
65.3
63.6
61.9
60.3
58.8
36.9
35.9
34.9
34.0
33.2
55.4
53.9
52.5
51.2
49.9
110
107
104
101
98.8
165
161
156
152
149
42
44
53.2
50.8
80.0
76.4
48.0
45.8
72.1
68.9
43.1
41.1
64.8
61.8
37.3
35.6
56.0
53.5
31.6
30.2
47.5
45.3
94.1
141
kip-ft
<\>b M , kip-ft
ty b Mr , kip-ft
BF, kips
kips
2240
279
172
9.26
141
3360
420
258
13.9
212
2020
252
155
8.69
128
3030
379
233
13.1
192
1560
196
119
8.86
113
2350
294
180
13.3
169
1330
166
101
8.07
106
2000
249
151
12.1
159
3950
494
306
7.90
199
5940
743
459
11.9
298
Span, ft
LRFD
ASD
6
7
8
9
10
283
279
248
224
424
420
373
336
11
12
13
14
15
203
186
172
160
149
16
17
18
19
20
ASD
Beam Properties
Wh
MJQ b
BF
Zx , in.3
Lp ,n
Lr ,n
112
5.90
17.5
ASD
LRFD
Q
1.67
Q , = 1.50
§ b = 0.90
0 r =1.OO
101
5.83
17.0
1810
226
138
9.71
130
2720
340
207
14.6
195
90.7
4.56
13.7
78.4
4.49
13.1
66.5
4.31
12.4
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, INC.
198
8.87
32.7
DESIGN OF FLEXURAL MEMBERS
3-60
I
Table 3-6 (continued)
Maximum Total
Uniform Load, kips
F
y
= 50 ksi
W Shapes
W16
W16x
OlldJJv
57
67
77
89
50
LRFD
ASD
LRFD
ASD
LRFD
258
387
283
262
233
210
424
394
350
315
247
230
204
184
371
345
307
276
409
375
346
321
300
236
216
200
185
173
355
325
300
279
260
191
175
161
150
140
286
263
242
225
210
167
153
141
131
122
251
230
212
197
184
187
176
166
158
150
281
265
250
237
225
162
153
144
137
130
244
229
217
205
195
131
123
1 T6
110
105
197
185
175
166
158
115
108
102
96.6
91.8
173
162
153
145
138
250
239
228
219
210
143
136
130
125
120
214
205
196
188
180
124
118
113
108
104
186
177
170
163
156
99.8
95.3
91.1
87.3
83.8
150
143
137
131
126
87.4
83.5
79.8
76.5
73.5
131
125
120
115
110
134
129
125
120
116
202
194
188
181
175
115
111
107
103
99.8
173
167
161
155
150
99.8
96.1
92.7
89.5
86.5
150
144
139
134
130
80.6
77.6
74.9
72.3
69.9
121
117
113
109
105
70.6
68.0
65.6
63.3
61.2
106
102
98.6
95.2
92.0
31
32
33
34
35
113
109
106
103
99.8
169
164
159
154
150
96.6
93.6
90.7
88.1
85.5
145
141
136
132
129
83.7
81.1
78.6
76.3
74.1
126
122
118
115
111
67.6
65.5
63.5
61.6
59.9
102
98.4
95.5
92.6
90.0
59.2
57.4
55.6
54.0
52.5
89.0
86.3
83.6
81.2
78.9
36
37
38
39
40
97.0
94.4
91.9
89.6
87.3
146
142
138
135
131
83.2
80.9
78.8
76.8
74.9
125
122
118
115
113
72.1
70.1
68.3
66.5
64.9
108
105
103
100
97.5
58.2
56.6
55.2
53.7
52.4
87.5
85.1
82.9
80.8
78.8
51.0
49.6
48.3
47.1
45.9
76.7
74.6
72.6
70.8
69.0
< « , kip-ft
§ b Mp , kip-ft
<t>Xr kip-ft
BF, kips
kl S
’P
3490
437
271
7.74
176
5250
656
407
11.6
264
2990
374
234
7.34
150
3900
488
307
10.4
194
2100
262
161
7.98
141
3150
394
242
12.0
212
1840
230
141
7.59
124
2760
345
213
114
185
Design
ASD
ASD
LRFD
352
349
528
525
301
299
451
450
11
12
13
14
15
318
291
269
250
233
477
438
404
375
350
272
250
230
214
200
16
17
18
19
20
218
205
194
184
175
328
309
292
276
263
21
23
24
25
166
159
152
146
140
26
27
28
29
30
22
g.
LRFD
7
8
9
10
ASD
Beam Properties
WJQ b
MJQ b
BF
V„/Q y
Zx , in.3
175
8.80
30.2
t„,ft
l'ft
ASD
LRFD
Q h = 1.67
Q„=1.50
c -0.90
<b,-1.00
v
4500
563
352
11.0
225
150
8.72
27.8
2590
324
204
6.91
129
130
8.69
26.1
105
5.65
18.3
Shape does not meet the h/t w limit for shear in Specification Section G2.1a with F = 50 ksi,
1.67, <>,= 0.90.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
92.0
5.62
17.2
MAXIMUM TOTAL UNIFORM LOAD TABLES
.
Fy = 50 ksi
3-61
Table 3-6 (continued)
J
Maximum Total
Uniform Load, kips
|
W Shapes
W16
W16x
Shape
45
Design
36
40
LRFD
26*
31
ASD
LRFD
ASD
LRFD
ASD
LRFD
195
182
162
146
293
274
243
219
187
182
160
142
128
281
274
240
213
192
175
154
135
120
108
262
231
203
180
162
141
126
110
98.0
88.2
212
189
166
147
133
224
206
190
176
165
132
121
112
104
97.1
199
183
168
156
146
116
106
98.3
91.2
85.2
175
160
148
137
128
98.0
89.8
82.9
77.0
71.9
147
135
125
116
108
80.2
73.5
67.9
63.0
58.8
121
111
102
94.7
88.4
103
96.6
91.3
86.5
82.1
154
145
137
130
123
91.1
85.7
80.9
76.7
72.9
137
129
122
115
110
79.8
75.1
71.0
67.2
63.9
120
113
107
101
96.0
67.4
63.4
59.9
56.7
53.9
101
95.3
90.0
85.3
81.0
55.1
51.9
49.0
46.4
44.1
82.9
78.0
73.7
69.8
66.3
21
22
23
24
25
78.2
74.7
71.4
68.4
65.7
118
112
107
103
98.8
69.4
66.2
63.4
60.7
58.3
104
99.5
95.2
91.3
87.6
60.8
58.1
55.5
53.2
51.1
91.4
87.3
83.5
80.0
76.8
51.3
49.0
46.9
44.9
43.1
77.1
73.6
70.4
67.5
64.8
42.0
40.1
38.4
36.8
35.3
63.1
60.3
57.7
55.3
53.0
26
27
28
29
30
63.2
60.8
58.7
56.6
54.8
95.0
91.4
88.2
85.1
82.3
56.0
54.0
52.0
50.2
48.6
84.2
81.1
78.2
75.5
73.0
49.1
47.3
45.6
44.0
42.6
73.8
71.1
68.6
66.2
64.0
41.5
39.9
38.5
37.2
35.9
62.3
60.0
57.9
55.9
54.0
33.9
32.7
31.5
30.4
29.4
51.0
49.1
47.4
45.7
44.2
31
32
33
34
35
53.0
51.3
49.8
48.3
46.9
79.6
77.2
74.8
72.6
70.5
47.0
45.5
44.2
42.9
41.6
70.6
68.4
66.4
64.4
62.6
41.2
39.9
38.7
37.6
36.5
61.9
60.0
58.2
56.5
54.9
34.8
33.7
32.7
31.7
30.8
52.3
50.6
49.1
47.6
46.3
28.5
27.6
26.7
25.9
25.2
42.8
41.4
40.2
39.0
37.9
36
37
38
39
40
45.6
44.4
43.2
42.1
41.1
68.6
66.7
65.0
63.3
61.7
40.5
39.4
38.3
37.4
36.4
60.8
59.2
57.6
56.2
54.8
35.5
34.5
33.6
32.8
53.3
51.9
50.5
49.2
29.9
29.1
28.4
27.6
45.0
43.8
42.6
41.5
24.5
23.8
23.2
22.6
36.8
35.8
34.9
34.0
«t>A - kip-ft
$ b M . kip-ft
q>b M r , kip-ft
BF, kips
kips
1640
205
127
7.16
111
2470
309
191
10.8
167
1460
182
113
6.69
97.7
1920
240
148
9.31
140
1080
135
82.4
6.76
87.3
1620
203
124
10.2
131
882
110
67.1
5.96
70.5
1330
166
101
8.96
106
Span, ft
LRFD
ASD
6
7
8
9
10
223
205
183
164
334
309
274
247
11
12
13
14
15
149
137
126
117
110
16
17
18
19
20
ASD
Beam Properties
BF
Z x , in.3
82.3
5.55
16.5
ft
Lr , n
ASD
Q ft = 1.67
Q v =1.50
LRFD
= 0.90
2190
274
170
10.1
146
73.0
5.55
15.9
1280
160
98.7
6.19
93.6
64.0
5.37
15.2
54.0
4.13
11.9
Note: For beams laterally unsupported, see Table 3-10.
Available strength tabulated above heavy line is limited by available shear strength.
0 r = 1.00
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
44.2
3.96
11.2
DESIGN OF FLEXURAL MEMBERS
3-62
|
Table 3-6 (continued)
|
Maximum Total
Uniform Load, kips
W 14
W Shapes
.
c = 50 ksi
F
y
W14x
Shape
h
730
665
h
605
550h
h
500h
455h
ASD
LRFD ASD
LRFD ASD
LRFD ASD
LRFD
ASD LRFD 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
1930
1810
1680
1570
2890
2720
2530
2360
1720
1610
1500
1400
2580
2420
2250
2100
1530
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
850
1430
1390 . 823
1350
798
1310
775
1270
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
kip-ft 33100
0A
kip-ft 4140
q>b Mr , kip-ft 2240
7.37
BF, kips
1380
<t>X> kips
49800
6230
3360
11.1
2060
29500
3690
2010
7.12
1220
44400
5550
3020
10.7
1840
23600
2940
1630
6.67
963
35400
4430
2440
10.0
1450
21000
2620
1460
6.42
858
31500
3940
2200
9.65
1290
18700
2340
1320
6.20
767
28100
3510
1980
9.31
1150
Span, ft
Design
Beam Properties
M/Q,
BF
V„/Q v
Zx , in.3
Lp , n
Lr , n
1660
16.6
275
ASD
LRFD
=1.67
Q v =1.50
= 0.90
0„=1.OO
h
1480
16.3
253
26300
3290
1820
6.83
1090
39600
4950
2730
10.3
1630
1320
16.1
232
1180
15.9
213
1050
15.6
196
936
15.5
179
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
MAXIMUM TOTAL UNIFORM LOAD TABLES
Fy - so kSl•
"
3-63
Table 3-6 (continued)
|
Maximum Total
Uniform Load, kips
[
W Shapes
W14
W14x
Shape
h
426
h
h
342h
370
398
311h
283h
ASD
LRFD
ASD
LRFD
ASD
LRFD ASD
LRFD
ASD LRFD
ASD
LRFD
12
13
14
15
1400
1330
1240
1160
2100
2010
1860
1740
1290
1230
1140
1070
1940
1850
1720
1600
1190
1130
1050
979
1780
1700
1580
1470
1080
1030
958
894
1620
1550
1440
1340
966
926
860
802
1450
1390
1290
1210
864
832
773
721
1300
1250
1160
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
1000
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
502
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
13400
1680
975
5.75
540
20200
2520
1460
8.64
810
12000
1500
884
5.63
483
18100
2260
1330
8.46
724
10800
1350
802
5.53
432
16300
2030
1200
8.31
648
Span, ft
Design
Beam Properties
Wh
BF
V n IQ v
kip-ft 17300
<i>b Mp , kip-ft 2170
<t>b Mr , kip-ft 1230
BF, kips
6.09
ki S
700
P
Zx , in. 3
Lp , n
Lr> ft
26100
3260
1850
9.16
1050
869
15.3
169
ASD
LRFD
Q fc = 1 . 6 7
Q„=1.50
o b = 0.90
0 = 1.00
16000
2000
1150
5.96
647
24000
3000
1720
8.96
971
801
15.2
158
14700
1840
1060
5.86
593
22100
2760
1590
8.80
890
736
15.1
148
672
15.0
137
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, INC.
542
14.7
114
3-64
DESIGN OF FLEXURAL
|
Table 3-6 (continued)
|
Maximum Total
Uniform Load, kips
W14
W Shapes
.
Fy = 50 ksi
W14x
Shape
Design
ASD
211
233
257
Span, ft
MEMBERS
LRFD
ASD
193
686
399
600
376
355
565
358
337
538
506
533
505
318
302
478
453
480
286
431
273
260
249
391
374
239
229
359
344
228
356
343
220
212
205
331
319
308
220
213
331
320
198
191
297
287
206
200
194
310
300
185
179
174
278
269
261
168
164
253
246
159
155
239
233
5730
716
444
5.18
223
8610
1080
667
7.79
335
616
924
599
15
648
556
519
900
836
16
17
608
572
913
859
512
818
769
18
540
512
812
483
19
769
458
20
486
731
435
544
780
506
472
819
761
710
487
458
731
688
443
417
666
626
727
432
592
410
650
616
394
688
561
654
389
585
373
354
533
336
319
414
623
371
557
337
507
304
457
595
569
354
532
338
324
509
436
417
488
584
545
523
484
463
444
290
278
363
348
322
308
295
311
468
283
426
266
255
384
562
541
335
322
299
450
433
273
410
394
380
463
442
696
664
23
24
423
405
635
609
25
389
26
27
374
522
311
503
484
467
504
487
300
290
451
436
268
259
418
403
390
314
471
422
409
396
377
457
443
430
417
281
272
264
251
304
295
243
256
249
385
374
236
229
222
366
355
344
334
406
242
395
384
363
354
216
210
344
375
235
229
223
205
200
365
218
327
14600
1830
1090
8.21
577
8700
1090
655
5.38
343
13100
1640
984
8.09
515
278
36
37
38
39
270
263
40
256
249
243
kip-ft
kip-ft
kip-ft
BF, kips
kips
9720
1220
725
5.46
385
640
396
378
21
22
35
615
574
505
491
456
426
1030
1010
934
872
286
662
827
687
669
622
33
34
670
441
409
382
551
545
1150
1120
1040
974
31
32
446
ASD
770
335
324
758
738
LRFD
LRFD
748
694
28
29
30
ASD
ASD
13
14
360
347
ASD
LRFD
LRFD
12
580
159
176
LRFD
335
288
278
262
253
244
367
236
355
229
221
344
215
208
202
323
313
304
325
197
316
308
300
192
296
288
186
7090
886
541
5.27
276
333
400
369
246
237
291
282
188
182
274
177
267
259
280
173
168
10700
1330
814
7.92
413
6390
798
491
5.22
253
9600
1200
738
7.84
379
410
253
Beam Properties
BF
Z , in.3
Lp , n
Lr , n
487
14.6
104
ASD
LRFD
Q ft = 1.67
Q„=1.50
= 0.90
f
436
14.5
94.9
7780
973
590
5.31
308
11700
1460
887
7.99
462
390
14.4
86.4
355
14.3
79.7
Shape does not meet compact limit for flexure with Fy - 50 ksi.
<b = 1 0 0
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
320
14.2
73.2
287
14.1
66.7
MAXIMUM TOTAL U N I F O R M LOAD TABLES
„
. .
cn ksi
Fy - 50
3-65
Table 3-6 (continued)
f
Maximum Total
Uniform Load, kips
1
|
W Shapes
W14
W14x
Shape
132
145
Span, ft
Design
120
99 f
109
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
12
402
603
378
567
342
513
13
399
359
540
326
14
371
600
557
334
501
302
489
454
15
346
520
311
468
282
424
16
17
324
488
292
439
264
398
305
459
275
413
249
374
18
288
433
259
390
235
353
19
273
411
246
369
223
20
259
390
234
351
212
90 f
LRFD
ASD
LRFD
275
412
247
370
264
397
235
353
411
246
369
218
328
384
229
344
203
306
240
360
215
323
191
287
225
339
202
304
180
270
213
320
191
287
170
255
335
202
303
181
272
161
241
318
192
288
172
258
153
229
LRFD
ASD
301
451
295
443
274
255
21
247
371
222
334
202
303
182
274
164
246
145
218
22
236
355
212
319
192
289
277
174
262
156
235
139
209
167
250
149
225
133
199
23
226
339
203
305
184
24
216
325
195
293
176
265
160
240
143
215
127
191
25
208
312
187
281
169
254
153
230
137
207
122
183
26
27
200
300
180
270
163
245
147
222
132
199
117
176
192
289
173
260
157
142
213
127
191
113
170
109
164
28
185
279
167
251
151
236
227
137
206
123
185
29
179
269
161
242
146
219
132
199
119
178
105
158
30
173
260
156
234
141
212
128
192
115
172
102
153
31
32
167
252
151
226
137
205
124
186
111
167
98.5
148
162
244
146
219
132
199
120
180
107
95.4
143
33
157
236
142
213
128
193
116
175
104
161
157
92.5
139
34
153
229
137
206
124
187
113
169
101
152
89.8
135
35
148
223
133
201
121
182
109
165
98.2
148
87.2
131
36
144
217
130
195
118
177
3830
479
302
5.02
150
5760
720
454
7.54
226
3440
430
274
4.89
137
5170
646
412
7.35
206
3050
382
250
4.80
123
4590
573
375
7.22
185
Beam Properties
kip-ft
Wh
BF
BF, kips
V „ . kips
Zx , in.
Lp , n
Lr , n
3
5190
649
405
5.11
201
7800
975
609
7.68
302
260
14.1
61.7
ASD
LRFD
JV1.67
Q„=1.50
<hk = Loo
= 0.90
4670
584
365
5.13
189
234
13.3
56.0
7020
878
549
7.70
284
4230
529
332
5.09
171
212
13.2
52.0
6360
795
499
7.64
256
192
13.2
48.4
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, INC.
157
15.2
42.6
3-66
DESIGN OF FLEXURAL
T
Table 3-6 (continued)
|
Maximum Total
Uniform Load, kips
W 14
W Shapes
F _ 50 k ■
Sl
y
~
W14x
Shape
68
74
82
48
53
61
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
206
309
188
281
9
292
438
255
383
233
350
208
313
193
290
174
261
10
277
417
251
378
230
345
204
306
174
261
156
235
379
229
344
209
314
185
278
158
238
142
214
196
Design
8
Span, ft
MEMBERS
LRFD
11
252
12
231
348
210
315
191
288
170
255
145
218
130
13
213
321
193
291
177
265
157
235
134
201
120
181
14
198
298
180
270
164
246
145
219
124
187
112
168
15
185
278
168
252
153
230
136
204
116
174
104
157
16
173
236
143
216
127
191
222
135
203
120
180
163
154
147
148
109
102
97.8
163
261
245
157
17
92.1
138
145
131
18
154
232
140
210
128
192
113
170
96.6
19
146
219
132
199
121
182
107
161
91.5
138
86.9
82.4
20
139
209
126
189
115
173
102
153
86.9
131
78.2
118
124
21
132
199
120
180
96.9
146
82.8
124
74.5
112
126
190
114
172
109
104
164
22
157
92.5
139
79.0
119
71.1
107
23
121
181
109
164
99.8
88.5
133
75.6
114
24
116
174
105
158
95.6
150
144
84.8
128
72.4
109
68.0
65.2
98.0
25
111
167
101
151
91.8
138
81.4
122
69.5
105
62.6
94.1
26
107
160
96.7
145
88.3
133
78.3
118
66.9
101
60.2
90.5
27
103
154
93.1
140
85.0
128
75.4
113
64.4
96.8
58.0
87.1
28
29
99.1
95.7
149
135
82.0
123
72.7
109
62.1
93.3
55.9
84.0
144
89.8
86.7
130
79.2
119
70.2
106
59.9
90.1
54.0
81.1
30
92.5
139
83.8
126
76.5
115
67.9
102
58.0
87.1
52.2
78.4
31
89.5
135
81.1
122
74.0
111
65.7
98.7
56.1
84.3
50.5
75.9
32
86.7
130
78.6
118
71.7
108
63.6
54.3
81.7
84.1
126
76.2
115
69.6
105
61.7
52.7
79.2
48.9
47.4
73.5
33
95.6
92.7
34
81.6
123
74.0
111
67.5
101
59.9
90.0
51.1
76.9
46.0
69.2
35
79.3
119
71.9
108
65.6
98.6
2040
254
161
4.96
104
3060
383
242
7.46
156
1740
217
136
5.27
103
2610
327
204
7.93
155
1560
196
123
5.10
93.8
2350
294
184
7.66
141
102
71.3
Beam Properties
we / n b
MJ
b
BF
Wv
0/A- k'P-tt
ty b M kip-ft
ty b M r , kip-ft
BF, kips
kips
Zx , in.3
2770
347
215
5.43
146
4170
521
323
8.16
219
139
8.76
33.1
ASD
LRFD
Q ft = 1.67
Q„=1.50
0 F = 100
2510
314
196
5.34
128
3780
473
294
8.03
191
126
8.76
31.0
2300
287
180
5.20
117
3450
431
270
7.81
175
115
8.69
29.3
102
8.65
27.5
= 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
87.1
6.78
22.2
78.4
6.75
21.1
MAXIMUM TOTAL UNIFORM LOAD TABLES
, .
_
cn ksi
Fy = 50
3-67
Table 3-6 (continued)
t
Maximum Total
Uniform Load, kips
|
W Shapes
W14
W14x
Shape
Design
ASD
34
38
43
LRFD
ASD
LRFD
ASD
26
30
LRFD
ASD
LRFD
5
Span, ft
1
6
7
8
9
10
167
154
139
11
12
13
14
15
22
ASD
LRFD
ASD
LRFD
142
213
126
190
250
232
209
175
153
136
123
262
231
205
185
159
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
201
172
151
134
121
110
94.7
82.8
73.6
66.3
166
142
125
111
99.6
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
66.9
61.7
57.3
-53.5
110
101
92.8
86.1
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
130
123
116
110
104
76.7
72.2
68.2
64.6
61.4
115
109
103
97.1
92.3
68.1
64.1
60.5
57.4
54.5
102
96.4
91.0
86.2
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
65.2
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
52.8
51.2
49.6
48.2
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
944
118
73.4
4.65
74.7
1420
177
110
6.99
112
802
100
61.7
5.32
70.9
1210
151
92.7
7.99
106
663
82.8
50.6
4.75
63.2
996
125
76.1
7.14
94.8
Beam Properties
W c /Q b
MJQ b
M
b
BF
kip-ft 1390
<i?b M kip-ft 174
k'P-ft
BF, kips
kips
Zx , in.3
Lp ,n
Lr ,n
109
4.82
83.3
2090
261
164
7.24
125
69.6
6.68
20.0
ASD
LRFD
Q h =1.67
Q k =1.50
(j = 0.90
0,= 1.00
1230
153
95.4
5.39
87.4
1850
231
143
8.10
131
61.5
5.47
16.2
1090
136
84.9
5.05
79.7
1640
205
128
7.59
120
54.6
5.40
15.6
47.3
5.26
14.9
40.2
3.81
11.1
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, INC.
33.2
3.67
10.4
3-68
D E S I G N OF F L E X U R A L M E M B E R S
t
Table 3-6 {continued)
|
Maximum Total
Uniform Load, kips
W 12
W Shapes
_
y
~
.
Sl
W12x
Shape
305 h
33(6h
210
ASD
LRFD
ASD
LRFD
ASD
LRFD
970
960
1460
1440
854
1290
1280
774
770
1160
6?4
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
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
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
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 ' 310
503
300
488
291
474
282
460
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
502
489
476
464
452
298
290
282
275
268
447
435
424
413
403
401
390
380
370
237
231
225
357
347
338
214
208
322
313
193
290
41
42
294
287
441
431
kip-ft 12000
ty b M' , kip-ft 1500
kip-ft 844
4.80
BF.kips
o ul/n ,kips
597
18100
2260
1270
7.22
896
10700
1340
760
4.66
530
16100
2010
1140
7.00
796
8540
1070
617
4.40
430
12800
1610
927
6.62
645
7700
963
561
4.32
387
11600
1450
843
6.49
580
6950
868
510
4.24
347
10400
1310
767
6.38
521
ASD
LRFD
230 h
LRFD
ASD
LRFD
252h
ASD
Span, ft
Design
279 h
9
10
11$Q
1790
106Q
1590
11
12
13
14
15
1090
1000
926
860
802
1640
1510
1390
1290
1210
974
893
825
766
715
16
17
18
19
20
752
708
669
633
602
1130
1060
1000
952
905
21
22
23
24
25
573
547
523
501
481
26
27
28
29
30
267
259
253
246
Beam Properties
Wh
"fa
BF
Zx , in.3
603
12.3
150
£fJ ft
ASD
LRFD
Q h = 1.67
Q , = 1.50
= 0.90
0 K =1.OO
h
537
12.1
137
9600
1200
686
4.52
485
14400
1800
1030
6.79
728
481
11.9
126
428
11.8
114
386
11.7
105
348
11.6
96.0
Flange thickness greater than 2 in. Special requirements may apply per AISC Specification Section A3.1c.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
MAXIMUM TOTAL UNIFORM LOAD TABLES
.
„ , .
y
3-69
Table 3-6 (continued)
T
Maximum Total
Uniform Load, kips
|
W Shapes
W12
W12x
Shape
190
Design
ASD
170
LRFD
ASD
152
LRFD
ASD
120
136
LRFD
ASD
LRFD
ASD
LRFD
559
636
373
371
9
Span, ft
10
610
915
539
808
477
716
106
424
558
ASD
LRFD
315
472
447
11
564
848
499
750
441
663
388
584
338
507
298
12
517
777
457
687
404
608
356
535
309
465
273
410
13
478
718
422
635
373
561
329
494
286
429
378
351
328
14
443
666
392
589
346
521
305
459
265
399
252
234
15
414
622
366
550
323
486
285
428
248
372
218
16
388
583
343
516
303
456
267
401
232
349
205
308
17
365
549
323
485
285
429
251
378
218
328
193
289
18
345
518
305
458
269
405
237
357 ' 206
310
182
273
19
327
491
289
434
255
384
225
338
195
294
172
259
20
310
467
274
413
243
365
214
321
186
279
164
246
21
296
444
261
393
231
347
203
306
177
266
156
234
22
282
424
250
375
220
331
194
292
169
254
149
224
23
24
270
406
239
359
211
317
186
279
161
243
142
214
259
389
229
344
202
304
267
155
233
136
205
25
248
373
220
330
194
292
178
171
257
149
223
131
197
26
239
359
211
317
187
280
164
247
143
215
126
189
27
230
346
203
306
180
270
158
238
138
207
121
182
28
222
333
196
295
173
260
153
229
133
199
117
176
29
214
322
189
284
167
251
147
221
128
192
113
170
30
207
311
183
275
162
243
142
214
124
186
109
164
31
200
301
177
266
156
235
138
207
120
180
106
159
32
194
292
172
258
152
228
133
201
116
174
102
154
33
34
188
283
166
250
147
221
129
195
183
274
161
243
143
214
35
177
267
157
236
6210
776
459
4.18
305
9330
1170
690
6.28
457
5490
686
410
4.11
269
8250
1030
617
6.18
404
4270
534
325
4.01
212
6420
803
488
6.03
318
3710
464
285
3.95
186
5580
698
428
5.93
279
3270
409
253
3.93
157
4920
615
381
5.90
236
Beam Properties
MJQ b
Wh
BF
kip-ft
kip-ft
b Mr kip-ft
BF, kips
k
Zx , in.
ASD
1.67
Q , = 1.50
'Ps
3
311
11.5
87.3
LRFD
0
= 0.90
1.00
275
11.4
78.5
4850
606
365
4.07
239
243
11.3
70.6
7290
911
549
6.11
358
214
11.2
63.3
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, INC.
164
11.0
50.7
3-70
DESIGN OF FLEXURAL MEMBERS
T
Table 3-6 (continued)
|
Maximum Total
Uniform Load, kips
W12
W Shapes
y
W12x
Shape
87
96
Design
ASD LRFD
ASD
79
LRFD
ASD
65f
72
LRFD ASD
ASD
LRFD
189
284
176
172
263
259
295
270
249
231
216
172
158
146
135
126
259
237
219
204
190
157
144
133
123
115
236
216
199
185
173
135
127
120
113
108
203
191
180
171
162
119
112
105
99.8
94.8
178
168
158
150
142
108
101
95.8
90.8
86.2
162
152
144
136
130
170
162
155
149
143
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
137
132
128
123
119
82.9
79.8
77.0
74.3
71.9
125
120
116
112
108
72.9
70.2
67.7
65.4
63.2
110
106
102
98.3
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
3.72
105
3240
405
256
5.59
158
1900
237
154
3.60
94.5
2850
356
231
5.41
142
1720
216
136
3.76
87.8
2590
324
205
5.66
132
280
419
258
387
233
349
211
316
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
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
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
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
9-1.4
88.0
84.8
81.9
79.2
31
94.6
142
85.0
128
kip-ft
>b M , kip-ft
$ b Mr , kip-ft
BF, kips
2930
367
229
3.87
140
4410
551
344
5.81
210
2630
329
206
3.84
129
i
ASD
58
LRFD
LRFD
9
10
Span, ft
.
Beam Properties
MJn b
M
b
BF
Vn / v
kips
Z x , in. 3
Lp . n
Lr , n
147
10.9
46.6
ASD
LRFD
Q h = 1.67
Q , = 1.50
<j)h = 0.90
=1.00
f
132
10.8
43.0
3960
495
310
5.76
194
2380
297
187
3.77
116
119
10.8
39.9
3570
446
281
5.67
175
108
10.7
37.4
Shape does not meet compact limit for flexure with Fy = 50 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
96.8
11.9
35.1
86.4
8.87
29.9
MAXIMUM TOTAL UNIFORM LOAD TABLES
_
, .
CA ksi
Fy = 50
3-71
Table 3-6 (continued)
T
Maximum Total
Uniform Load, kips
1
[
W Shapes
W12
W12x
Shape
____
Span, ft
_____________________________________________
ASD LRFD
6
7
8
9
10
166
155
11
12
13
14
15
45
50
53
Design
ASD
LRFD
ASD
40
LRFD ASD
35
30
LRFD
ASD LRFD
ASD
LRFD
211
225
219
192
171
154
128
123
108
95.6
86.0
193
185
162
144
129
250
234
180
179
159
144
271
270
240
216
162
160
142
128
242
241
214
193
141
126
114
190
171
150
146
128
114
102
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
£8.1
140
128
118
110
102
78.2
71.7
66.2
61.4
57.4
118
108
99.5
92.4
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
66.9
63.2
59.9
56.9
107
101
95.0
90.0
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
70.7
67.6
64.8
62.2
111
106
102
97.4
93.5
68.3
65.2
62.4
59.8
57.4
103
98.0
93.8
89.9
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
89.9
86.6
83.5
80.6
77.9
55.2
53.2
51.3
49.5
47.8
83.0
79.9
77.0
74.4
71.9
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
4.28
75.0
1540
192
120
6.43
113
860
108
67.4
3.92
64.2
1290
162
101
5.89
96.3
31
Beam Properties
wc / a b
M
b
BF
kip-ft 1550
ob M' kip-ft 194
ty b Mr , kip-ft 123
3.65
BF, kips
k|
Ps
Zx , in.3
Lp ,n
Lr ,n
83.2
2340
292
185
5.48
125
77.9
8.76
28.2
ASD
LRFD
Q h =1.67
□,-1.50
= 0.90
0 V = 1.00
1440
179
112
3.97
90.2
2160
270
169
5.97
135
71.9
6.92
23.9
1280
160
101
3.83
80.8
1930
241
151
5.75
121
64.2
6.89
22.4
1140
142
89.9
3.66
70.4
1710
214
135
5.50
106
57.0
6.85
21.1
51.2
5.44
16.7
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, INC.
43.1
5.37
15.6
DESIGN OF F L E X U R A L M E M B E R S
3-72
|
Table 3-6 (continued)
|
Maximum Total
...
.
Uniform Load, kips
W12
W Shapes
„
19
22
26
16
14
f
112
LRFD
ASD
LRFD
ASD
LRFD
ASD
3
4
106
158
128
192
114
171
100
151
85.6
129
5
117
176
98.6
148
80.2
121
69.5
104
Design
Span, ft
W10x
W12x
Shape
ASD
LRFD
.
BA .
Fy = 50 ksi
..
LRFD
ASD
6
112
169
97.5
147
82.2
124
66.9
101
57.9
87.0
7
106
159
83.5
126
70.4
106
57.3
86.1
49.6
74.6
ASD
LRFD
515
8
92.8
140
73.1
110
61.6
92.6
50.1
75.4
43.4
65.2
343
9
82.5
124
65.0
97.7
54.8
82.3
44.6
67.0
38.6
58.0
326
490
10
74.3
112
58.5
87.9
49.3
74.1
40.1
60.3
34.7
52.2
293
441
11
67.5
101
53.2
79.9
44.8
67.4
36.5
54.8
31.6
47.5
267
401
12
61.9
93.0
48.7
73.3
41.1
61.8
33.4
50.3
28.9
43.5
245
368
13
57.1
85.8
45.0
67.6
37.9
57.0
30.9
46.4
26.7
40.2
226
339
14
53.0
79.7
41.8
62.8
35.2
52.9
28.7
43.1
24.8
37.3
210
315
15
49.5
74.4
39.0
58.6
32.9
49.4
26.7
40.2
23.2
34.8
196
294
36.6
34.4
54.9
30.8
46.3
25.1
37.7
21.7
32.6
183
276
51.7
29.0
43.6
23.6
35.5
20.4
30.7
173
259
16
46.4
69.8
17
43.7
65.6
18
41.3
62.0
32.5
48.8
27.4
41.2
22.3
33.5
19.3
29.0
163
245
19
39.1
58.7
30.8
46.3
25.9
39.0
21.1
31.7
18.3
27.5
154
232
20
37.1
55.8
29.2
44.0
24.7
37.1
20.1
30.2
17.4
26.1
147
221
21
35.4
53.1
27.8
41.9
23.5
35.3
19.1
28.7
16.5
24.9
140
210
133
200
22
33.8
50.7
26.6
40.0
22.4
33.7
18.2
27.4
15.8
23.7
23
24
32.3
25.4
38.2
21.4
32.2
17.4
26.2
15.1
22.7
30.9
48.5
46.5
24.4
36.6
20.5
30.9
16.7
25.1
14.5
21.7
128
122
184
25
29.7
44.6
23.4
35.2
19.7
29.6
16.0
24.1
13.9
20.9
117
176
26
28.6
42.9
33.8
19.0
28.5
15.4
23.2
13.4
20.1
113
170
109
163
105
158
2930
367
220
2.68
172
4410
551
331
4.02
257
27
27.5
41.3
22.5
21.7
32.6
18.3
27.4
14.9
22.3
12.9
19.3
28
26.5
39.9
20.9
31.4
17.6
26.5
14.3
21.5
12.4
18.6
13.8
20.8
12.0
18.0
401
50.1
29.9
3.82
52.8
603
75.4
44.9
5.75
79.1
347
43.4
26.0
3.42
42.8
522
65.2
39.1
5.15
64.3
29
25.6
38.5
20.2
30.3
17.0
25.6
30
24.8
37.2
19.5
29.3
16.4
24.7
< « , kip-ft
< b M , kip-ft
<\>b Mr , kip-ft
BF, kips
o/„,kips
743
92.8
58.3
3.61
56.2
1120
140
87.7
5.42
84.3
585
73.1
44.4
4.65
64.0
879
110
66.7
6.99
96.0
192
Beam Properties
AL/Qb
BF
Zx , in. 3
37.2
5.33
14.9
Lr ,tt
ASD
LRFD
Q d =1.67
Q„=1.50
0 fi = O.9O
<j) v = 1.00
f
29.3
3.00
9.17
493
61.6
37.2
4.27
57.2
741
92.6
55.9
6.43
85.7
24.7
2.90
8.62
20.1
2.73
8.03
Shape does not meet compact limit for flexure with Fy = 50 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
17.4
2.66
7.74
147
9.47
64.3
M A X I M U M TOTAL UNIFORM L O A D TABLES
_ - . .
n ksi
Fy = 50
3-73
Table 3-6 (continued)
T
Maximum Total
Uniform Load, kips
|
W Shapes
W1O
W10x
Shape
100
Span, ft
Design
88
ASD
LRFD
8
302
9
288
10
259
453
433
390
11
236
12
216
13
200
14
185
15
173
16
162
17
153
18
144
19
137
20
130
355
325
300
279
260
244
229
217
205
195
186
177
170
163
156
21
124
22
118
23
113
24
108
25
104
26
27
99.8
96.1
150
144
o b W c , kip-ft
, kip-ft
2590
324
196
2.66
151
3900
488
294
4.01
226
77
ASD
LRFD
262
393
377
339
251
226
ASD
225
337
325
293
266
244
225
209
195
155
183
172
163
154
146
106
216
195
308
283
261
242
226
177
141
212
122
133
199
188
178
170
115
205
188
173
161
150
125
119
113
162
150
139
130
108
103
97.4
LRFD
ASD
LRFD
293
284
256
172
258
249
224
149
224
222
200
189
170
142
131
122
114
100
94.6
89.6
85.1
233
213
197
183
171
160
151
142
135
128
77.9
68.1
74.9
113
65.5
98.4
1700
213
132
2.57
97.8
2560
320
199
3.86
147
81.2
90.2
136
86.7
83.5
130
126
2260
282
172
2.63
131
3390
424
259
3.95
197
98.1
ASD
196
122
116
111
107
102
92.8
88.6
84.7
54
ASD
81.1
77.4
94.0
103
60
LRFD
139
133
127
122
117
161
154
147
141
107
68
LRFD
74.0
70.9
165
149
135
124
115
106
99.3
93.1
87.6
82.7
78.4
74.5
203
186
172
160
149
140
132
124
118
112
148
133
121
111
102
95.0
88.6
83.1
78.2
73.9
70.0
66.5
182
166
154
143
133
125
118
111
105
99.9
59.6
107
102
97.3
93.2
89.5
53.2
95.1
90.8
86.9
83.2
79.9
1490
186
116
2.53
85.8
2240
280
175
3.80
129
1330
166
105
2.49
74.7
2000
250
158
3.74
112
70.9
67.7
64.7
62.0
63.3
60.4
57.8
55.4
Beam Properties
M,Kl b
ifa
BF
kiP-ft
BF.kips
o/„,kips
Zx , in.3
Lp ,n
Lr ,n
130
9.36
57.7
ASD
LRFD
Q b = 1.67
Q , = 1.50
= 0.90
0 V =1.OO
113
9.29
51.1
1950
244
150
2.59
112
2930
366
225
3.90
169
97.6
9.18
45.2
85.3
9.15
40.6
74.6
9.08
36.6
Note: For beams laterally unsupported, see Table 3-1 0.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
66.6
9.04
33.7
DESIGN OF FLEXURAL MEMBERS
3-74
|
Table 3-6 (continued)
|
Maximum Total
Uniform Load, kips
W 10
W Shapes
.
W10x
Shape
49
Design
ASD
45
LRFD
ASD
39
LRFD
ASD
33
LRFD
ASD
30
LRFD
5
8
136
26
ASD
LRFD
ASD
LRFD
126
188
107
161
156
113
169
122
183
104
141
212
125
187
111
166
104
157
89.3
134
204
137
206
117
176
96.8
146
91.3
137
78.1
117
129
116
81.2
122
69.4
104
73.1
110
62.5
93.9
6
7
Span, ft
„
m ksi
F = 50
9
134
201
122
183
104
156
10
121
181
110
165
93.4
140
86.1
77.4
11
110
165
99.6
150
84.9
128
70.4
106
66.4
99.8
12
151
91.3
137
77.8
117
64.5
97.0
60.9
91.5
56.8
52.1
78.2
13
100
92.7
127
71.9
108
59.6
89.5
56.2
84.5
48.1
72.2
86.1
139
129
84.3
14
78.3
118
66.7
100
55.3
83.1
52.2
78.4
44.6
67.1
15
80.4
121
73.1
110
62.3
93.6
51.6
77.6
48.7
73.2
41.7
62.6
85.4
16
75.3
113
68.5
103
58.4
87.8
48.4
72.8
45.7
68.6
39.0
58.7
17
70.9
107
64.5
96.9
54.9
82.6
45.6
68.5
43.0
64.6
36.8
55.2
18
67.0
101
60.9
91.5
78.0
43.0
64.7
34.7
52.2
63.5
95.4
57.7
86.7
73.9
40.8
61.3
40.6
38.4
61.0
19
51.9
49.2
57.8
32.9
49.4
20
60.3
90.6
54.8
82.4
46.7
70.2
38.7
58.2
36.5
54.9
31.2
47.0
21
57.4
86.3
52.2
78.4
44.5
66.9
36.9
55.4
34.8
52.3
29.8
44.7
22
54.8
82.4
49.8
74.9
42.5
63.8
35.2
52.9
33.2
49.9
28.4
42.7
23
52.4
78.8
47.6
71.6
40.6
61.0
33.7
50.6
31.8
47.7
27.2
40.8
24
50.2
75.5
45.7
68.6
38.9
58.5
32.3
48.5
30.4
45.8
26.0
39.1
25
48.2
72.5
43.8
65.9
29.2
43.9
25.0
37.6
28.1
42.2
731
91.3
56.6
3.08
62.8
1100
137
85.0
4.62
94.2
625
78.1
48.7
2.90
53.7
939
117
73.2
4.36
80.6
26
Beam Properties
BF
V„/Qv
kip-ft
q>b M kip-ft
kip-ft
BF, kips
kips
1210
151
95.4
2.44
68.0
in.3
1810
227
143
3.67
102
60.4
8.97
31.6
£r ,ft
ASD
LRFD
Q h -1.67
fyb - 0.90
0 V =1-OO
f
1100
137
85.8
2.59
70.7
1650
206
129
3.89
106
54.9
7.10
26.9
934
117
73.5
2.51
62.5
1400
176
111
3.77
93.7
46.8
6.99
24.2
774
96.8
61.1
2.39
56.4
1160
146
91.9
3.59
84.7
38.8
6.85
21.8
Shape does not meet compact limit for flexure with Fy = 50 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
36.6
4.84
16.1
31.3
4.80
14.9
MAXIMUM TOTAL UNIFORM LOAD TABLES
„
„ , .
y
Table 3-6 (continued)
T
Maximum Total
Uniform Load, kips
|
W Shapes
W10-W8
W10x
Shape
22
Design
ASD
19
LRFD
4
W8x
17
ASD
LRFD
102
154
15
ASD
LRFD
97.1
93.3
130
3
12
f
67
ASD
LRFD
ASD
LRFD
146
92.0
138
140
79.8
120
75.0
62.4
93.8
74.7
112
63.9
96.0
49.9
75.0
ASD
LRFD
113
97.6
146
86.2
6
86.5
130
71.9
108
62.2
93.5
53.2
80.0
41.6
62.5
205
308
7
74.1
111
61.6
92.6
53.3
80.1
45.6
68.6
35.7
53.6
200
300
8
64.9
97.5
53.9
81.0
46.7
70.1
39.9
60.0
31.2
46.9
175
263
9
57.7
86.7
47.9
72.0
41.5
62.3
35.5
53.3
27.7
41.7
155
234
10
51.9
78.0
43.1
64.8
37.3
56.1
31.9
48.0
25.0
37.5
140
210
11
47.2
70.9
39.2
58.9
33.9
51.0
29.0
43.6
22.7
34.1
127
191
12
43.2
65.0
35.9
54.0
31.1
46.8
26.6
40.0
31.3
117
175
13
14
39.9
60.0
33.2
49.8
28.7
43.2
24.6
36.9
'20.8
19.2
28.9
108
162
37.1
55.7
46.3
26.7
40.1
22.8
34.3
17.8
26.8
99.9
150
15
34.6
52.0
30.8
28.7
43.2
24.9
37.4
21.3
32.0
16.6
25.0
93.3
140
16
32.4
40.5
23.3
35.1
20.0
30.0
15.6
23.5
87.5
131
30.5
48.8
45.9
26.9
17
25.4
38.1
22.0
33.0
18.8
28.2
14.7
22.1
82.3
124
18
28.8
43.3
24.0
36.0
20.7
31.2
17.7
26.7
13.9
20.8
77.7
117
19
27.3
41.1
22.7
34.1
19.6
29.5
16.8
25.3
13.1
19.7
73.6
111
20
25.9
39.0
21.6
32.4
18.7
28.1
16.0
24.0
12.5
18.8
70.0
105
21
24.7
37.1
20.5
30.9
17.8
26.7
15.2
22.9
11.9
17.9
66.6
100
22
23.6
35.5
19.6
29.5
17.0
25.5
14.5
21.8
11.3
17.1
63.6
95.6
23
24
22.6
33.9
18.7
28.2
16.2
24.4
13.9
21.6
32.5
18.0
27.0
15.6
23.4
13.3
20.9
20.0
10.9
10.4
16.3
15.6
25
20.8
31.2
17.2
25.9
14.9
22.4
12.8
19.2
319
39.9
24.1
2.75
46.0
480
60.0
36.2
4.14
69.0
250
31.2
19.0
2.35
37.5
375
46.9
28.6
3.53
56.3
1400
175
105
1.73
103
2100
263
159
2.60
154
5
Span, ft
3-75
Beam Properties
<j)d IVc , kip-ft
MA
BF
kip-ft
ki
P- f t
BF, kips
W>
ki
Ps
'w
WK
q>b M
519
64.9
40.5
2.68
48.8
780
97.5
60.9
4.02
73.2
26.0
4.70
13.8
ASD
LRFD
Q 6 = 1.67
<f)h = 0.90
Q , = 1.50
=1.00
431
53.9
32.8
3.17
51.2
648
81.0
49.3
4.77
76.8
21.6
3.09
9.72
373
46.7
28.3
2.99
48.5
561
70.1
42.5
4.49
72.8
18.7
2.98
9.13
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, INC.
70.1
7.49
47.7
DESIGN OF F L E X U R A L M E M B E R S
3-76
T
Table 3-6 (continued)
|
Maximum Total
Uniform Load, kips
W8
W Shapes
W8x
Shape
58
Design
ASD
40
48
LRFD
ASD
LRFD
ASD
31 f
35
LRFD
ASD
LRFD
ASD
28
LRFD
5
6
7
Span, ft
Sl
y=
179
268
171
256
136
204
ASD
LRFD
91.9
138
119
178
101
151
91.2
137
90.5
136
113
171
98.9
149
86.6
130
77.6
117
8
149
224
122
184
99.3
149
86.6
130
75.8
114
67.9
102
9
133
199
109
88.3
133
77.0
116
67.4
101
60.3
90.7
10
119
179
97.8
163
147
79.4
119
69.3
104
60.6
91.1
54.3
81.6
11
109
163
88.9
134
72.2
109
63.0
94.6
55.1
82.8
49.4
74.2
12
99.5
149
81.5
122
66.2
99.5
57.7
86.8
50.5
75.9
45.2
68.0
13
91.8
138
75.2
113
61.1
91.8
53.3
80.1
46.6
70.1
41.8
62.8
14
85.3
128
69.9
105
56.7
85.3
49.5
74.4
65.1
38.8
58.3
15
79.6
120
65.2
98.0
53.0
79.6
46.2
69.4
43.3
40.4
60.7
36.2
54.4
51.0
16
74.6
112
61.1
91.9
49.7
74.6
43.3
65.1
37.9
56.9
33.9
17
70.2
106
57.5
86.5
46.7
70.2
40.7
61.2
35.7
53.6
31.9
48.0
18
66.3
99.7
54.3
81.7
44.1
66.3
38.5
57.8
33.7
50.6
30.2
45.3
19
62.8
94.4
51.5
77.4
41.8
62.8
36.5
54.8
31.9
48.0
28.6
42.9
20
59.7
89.7
48.9
73.5
39.7
59.7
34.6
52.1
30.3
45.6
27.1
40.8
21
56.8
85.4
46.6
70.0
693
86.6
54.5
1.62
50.3
1040
130
81.9
2.43
75.5
606
75.8
48.0
1.58
45.6
911
114
72.2
2.37
68.4
543
67.9
42.4
1.66
45.9
816
102
63.8
2.50
68.9
Beam Properties
kip-ft 1190
149
90.8
1.70
89.3
0/n, kiPS
MJQ b $ b M kip-ft
q>b M r , kip-ft
Wh
BF
BF, kips
1790
224
137
2.56
134
59.8
7.42
41.7
Lr ,n
ASD
LRFD
Q ft = 1.67
Q , = 1.50
0 = 0.90
6 k =1.00
f
978
122
75.4
1.68
68.0
1470
184
113
2.53
102
49.0
7.35
35.2
794
99.3
62.0
1.64
59.4
1190
149
93.2
2.47
89.1
39.8
7.21
29.9
34.7
7.17
27.0
Shape does not meet compact limit for flexure with Fy = 50 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
30.4
7.18
24.8
27.2
5.72
21.0
MAXIMUM
TOTAL UNIFORM LOAD TABLES
.
Fy = 50 ksi
3-77
Table 3-6 (continued)
T
Maximum Total
Uniform Load, kips
[
W Shapes
W8
W8x
Shape
24
Design
ASD
21
LRFD
ASD
18
LRFD
ASD
15
LRFD
3
Span, ft
ASD
LRFD
ASD
LRFD
ASD
LRFD
79.5
119
73.5
110
53.7
80.5
85.5
68.4
43.7
65.7
35.0
52.6
82.8
124
74.9
112
67.9
102
117
81.4
122
67.9
102
54.3
81.6
56.9
45.5
4
10 f
13
5
77.7
6
76.8
115
67.9
102
56.6
85.0
45.2
68.0
37.9
57.0
29.2
43.8
7
65.9
99.0
58.2
87.4
48.5
72.9
38.8
58.3
32.5
48.9
25.0
37.6
8
57.6
86.6
50.9
76.5
42.4
63.8
33.9
51.0
28.4
42.8
9
51.2
77.0
45.2
68.0
37.7
56.7
30.2
45.3
25.3
38.0
21.9
19.4
29.2
10
46.1
69.3
40.7
61.2
33.9
51.0
27.1
40.8
22.8
34.2
17.5
26.3
32.9
11
41.9
63.0
37.0
55.6
30.8
46.4
24.7
37.1
20.7
31.1
15.9
23.9
12
38.4
57.7
33.9
51.0
28.3
42.5
22.6
34.0
19.0
28.5
14.6
21.9
13
35.5
53.3
31.3
47.1
26.1
39.2
20.9
31.4
17.5
26.3
13.5
20.2
14
32.9
49.5
29.1
43.7
24.2
36.4
19.4
29.1
16.3
24.4
18.8
15
30.7
46.2
27.1
40.8
22.6
34.0
18.1
27.2
15.2
22.8
12.5
11.7
16
28.8
43.3
25.4
38.2
21.2
31.9
17.0
25.5
10.9
16.4
27.1
40.8
24.0
36.0
20.0
30.0
16.0
24.0
14.2
13.4
21.4
17
20.1
10.3
15.5
18
25.6
38.5
22.6
34.0
18.9
28.3
15.1
22.7
19.0
9.72
14.6
19
24.3
36.5
21.4
32.2
17.9
26.8
14.3
21.5
12.6
12.0
18.0
9.21
13.8
20.4
30.6
17.0
25.5
13.6
20.4
407
50.9
31.8
1.86
41.4
612
76:5
47.8
2.79
62.1
271
33.9
20.6
1.92
39.7
408
51.0
31.0
2.88
59.6
228
28.4
17.3
1.76
36.8
342
42.8
26.0
2.65
55.1
175
21.9
13.6
1.52
26.8
263
32.9
20.5
2.28
40.2
20
17.5
Beam Properties
kip-ft
i
n
(j)Xr k i P- f t
*
BF, kips
(J l/ kips
Zx , in.3
Lp ,n
461
57.6
36.5
1.59
38.9
693
86.6
54.9
2.39
58.3
23.1
5.69
19.0
ASD
LRFD
Q A = 1.67
Q„=1.50
= 0.90
(|)k = 1 0 0
20.4
4.45
14.8
339
42.4
26.5
1.74
37.4
510
63.8
39.9
2.61
56.2
17.0
4.34
13.5
13.6
3.09
10.0
11.4
2.98
9.30
Note: For beams laterally unsupported, see Table 3-1 0.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
8.87
3.14
8.56
3-78
DESIGN OF FLEXURAL MEMBERS
"T
|I
|
Maximum Total
Uniform Load, kips
S24-S20
® Shapes
Table 3-7
S24x
Shape
121
106
100
90
80
ASD
LRFD
437
401
656
603
515
491
429
382
343
772
737
645
574
516
432
399
354
319
648
599
533
480
601
551
508
472
441
365
334
308
286
267
548
502
464
430
402
312
286
264
245
229
469
430
397
369
344
290
266
245
228
213
275
259
244
231
220
413
389
367
348
330
251
236
223
211
200
377
354
335
317
301
215
202
191
181
172
323
304
287
272
258
21
22
23
24
25
209
200
191
183
176
315
300
287
275
264
191
182
174
167
160
287
274
262
251
241
164
156
149
143
137
26
27
28
29
30
169
163
157
152
147
254
245
236
228
220
154
149
143
138
134
232
223
215
208
201
32
34
36
38
40
137
129
122
116
110
207
194
184
174
165
125
118
111
106
100
42
44
46
48
50
105
99.9
95.6
91.6
88.0
157
150
144
138
132
52
54
56
58
60
84.6
81.4
78.5
75.8
73.3
kip-ft 4400
c b 0
<\>b M , kip-ft 550
(jijX, kip-ft 324
U
b
BF, kips
BF
11.3
282
<!>/„. kips
ASD
LRFD
S20x
LRFD
Span, ft
Design
.
Fy = 36 ksi
LRFD
96
LRFD
ASD
LRFD
346
326
293
518
490
441
468
407
356
316
285
702
6i1
535
475
428
436
400
369
343
320
267
244
226
209
195
401
367
339
315
294
259
237
219
203
190
389
356
329
305
285
199
188
177
168
160
300
282
266
252
240
183
172
163
154
147
275
259
245
232
220
178
167
158
150
142
267
252
238
225
214
246
235
224
215
206
152
145
139
133
128
228
218
208
200
192
140
133
127
122
117
210
200
192
184
176
136
129
124
119
114
204
194
186
178
171
132
127
123
118
114
199
191
184
178
172
123
118
114
110
106
184
178
171
165
160
113
109
105
101
97.7
169
163
157
152
147
109
105
102
98.1
94.9
164
158
153
147
143
188
177
167
159
151
107
101
95.4
90.4
85.9
161
152
143
136
129
99.7
93.8
88.6
84.0
79.8
150
141
133
126
120
91.6
86.2
81.4
77.2
73.3
138
130
122
116
110
88.9
83.7
79.0
74.9
71.1
134
126
119
113
107
95.5
91.1
87.2
83.5
80.2
143
137
131
126
121
81.8
78.1
74.7
71.6
68.7
123
117
112
108
103
76.0
72.5
69.4
66.5
63.8
114
109
104
99.9
95.9
69.8
66.6
63.7
61.1
58.6
105
100
95.8
91.8
88.1
67.8
64.7
61.9
59.3
56.9
102
97.2
93.0
89.1
85.5
127
122
118
114
110
77.1
74.3
71.6
69.1
66.8
116
112
108
104
100
66.1
63.6
61.3
59.2
57.2
99.3
95.6
92.2
89.0
86.0
61.4
59.1
57.0
55.0
53.2
92.2
88.8
85.6
82.7
79.9
56.4
54.3
52.4
50.5
48.9
84.7
81.6
78.7
76.0
73.4
6610
826
488
17.1
423
4010
501
302
10.9
219
6030
753
454
16.4
328
3190
399
235
11.4
216
4800
599
353
17.1
324
2930
366
220
10.8
173
4410
551
331
16.2
259
2850
356
207
7.62
234
4280
535
312
11.4
351
6
7
8
9
10
564
550
489
440
847
626
734
661
11
12
13
14
15
400
366
338
314
293
16
17
18
19
20
ASD
ASD
ASD
Beam Properties
W f
z x , in.3
Lp ,n
Lr ,n
306
6.37
26.2
ASD
LRFD
= 1.67
Q k =1.50
= 0.90
<f)u = 1-00
279
6.54
24.8
3430
429
250
11.6
257
5160
645
376
17.5
386
239
5.29
20.7
222
5.41
19.8
204
5.58
19.1
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, INC.
198
5.54
25.0
MAXIMUM TOTAL UNIFORM LOAD TABLES
3-79
Table 3-7 (continued)
Maximum Total
Uniform Load, kips
„ . .
.
Fy = 36 ksi
J
S20 _
■S15
S Shapes
S20x
Shape
75
86
Design
ASD
LRFD
4
5
ASD
S15x
S18x
66
LRFD
36Q
549
ASD
54.7
70
LRFD
ASD
LRFD
3W
356
553
536
ASD
50
LRFD
ASD
LRFD
238
221
356
333
386
376
329
292
263
579
565
494
439
395
364
312
273
243
218
547
469
410
365
328
291
285
250
222
200
436
429
375
334
300
297
255
223
198
178
446
383
335
298
268
239
214
187
166
149
358
321
281
250
225
184
158
138
123
111
277
238
208
185
166
11
12
13
14
15
239
219
202
188
175
359
329
304
282
264
199
182
168
156
146
298
274
253
235
219
182
166
154
143
133
273
250
231
214
200
162
149
137
127
119
243
223
206
191
179
136
125
115
107
99.6
204
187
173
160
150
101
92.2
85.1
79.0
73.8
151
139
128
119
111
16
17
18
19
20
164
155
146
138
131
247
233
220
208
198
137
128
121
115
109
205
193
182
173
164
125
118
111
105
99.9
188
177
167
158
150
111
105
99.0
93.8
89.1
167
158
149
141
134
93.4
87.9
83.0
78.7
74.7
140
132
125
118
112
69.2
65.1
61.5
58.2
55.3
104
97.8
92.4
87.5
83.2
21
22
23
24
25
125
120
114
110
105
188
180
172
165
158
104
99.3
95.0
91.0
87.4
156
149
143
137
131
95.1
90.8
86.9
83.2
79.9
143
136
131
125
120
84.9
81.0
77.5
74.3
71.3
128
122
116
112
107
71.2
67.9
65.0
62.3
59.8
107
102
97.7
93.6
89.9
52.7
50.3
48.1
46.1
44.3
79.2
75.6
72.3
69.3
66.5
26
27
28
29
30
101
97.4
93.9
90.7
87.7
152
146
141
136
132
84.0
80.9
78.0
75.3
72.8
126
122
117
113
109
76.8
74JD
71.3
68.9
66.6
115
111
107
104
100
68.5
66.0
63.6
61.4
59.4
103
99.2
95.7
92.4
89.3
57.5
55.4
53.4
51.5
49.8
86.4
83.2
80.2
77.5
74.9
42.6
41.0
39.5
38.2
36.9
64.0
61.6
59.4
57.4
32
34
36
38
40
82.2
77.4
73.1
69.2
65.7
124
116
110
104
98.8
68.3
64.2
60.7
57.5
54.6
103
96.6
91.2
86.4
82.1
62.4
58.8
55.5
52.6
49.9
93.8
88.3
83.4
79.0
75.1
55.7
52.4
49.5
46.9
44.6
83.7
78.8
74.4
70.5
67.0
46.7
44.0
41.5
39.3
37.4
70.2
66.1
62.4
59.1
56.2
34.6
32.5
30.7
52.0
48.9
46.2
42
44
46
48
50
62.6
59.8
57.2
54.8
52.6
94.1
89.8
85.9
82.4
79.1
52.0
49.6
47.5
45.5
43.7
78.2
74.6
71.4
68.4
65.7
47.6
45.4
43.4
41.6
40.0
71.5
68.2
65.3
62.6
60.0
42.4
40.5
63.8
60.9
35.6
34.0
53.5
51.1
>b M , kip-ft
<bb Mr , kip-ft
BF, kips
kips
2630
329
195
7.55
193
3950
494
293
11.3
289
2180
273
161
7.76
183
3280
410
242
11.7
274
1780
223
130
6.11
184
2680
335
195
9.19
276
1490
187
112
5.99
119
2250
281
168
9.00
179
1110
138
81.4
4.09
119
1660
208
122
6.14
178
Span, ft
6
7
8
9
10
Beam Properties
Wja b
BF
V„/Q v
Z x , in.3
183
5.66
23.4
Lr , n
ASD
LRFD
Q ft = 1 . 6 7
Q , = 1.50
0 V = 100
= 0.90
152
4.83
19.3
2000
250
150
7.50
145
3000
375
225
11.3
218
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, INC.
77.0
4.29
18.2
3-80
DESIGN OF FLEXURAL MEMBERS
T
Table 3-7 (continued)
1
]
Maximum Total
Uniform Load, kips
S15-S10
® Shapes
S15x
Shape
S12x
42.9
Design
ASD
Span, ft
2
3
4
5
LRFD
.
¥
50
ASD
S10x
40.8
LRFD
ASD
LRFD
35
ASD
31.8
LRFD
ASD
35
LRFD
ASD
LRFD
257
255
191
153
178
266
237
219
175
181
171
170
127
102
166
146
214
109
97.2
87.5
219
125
164
146
132
126
188
94.7
84.2
75.7
190
108
142
126
114
107
163
80.1
71.2
64.1
161
91.6
120
107
96.3
100
138
75.1
66.7
60.1
150
85.8
113
100
90.3
84.8
129
63.6
56.5
50.9
127
72.7
95.6
85.0
76.5
356
329
263
160
151
240
228
148
128
222
193
121
120
6
7
8
9
10
124
110
99.4
249
142
187
166
149
11
12
13
14
15
90.4
82.9
76.5
71.0
66.3
136
125
115
107
99.6
79.6
72.9
67.3
62.5
58.3
120
110
101
94.0
87.7
68.9
63.1
58.3
54.1
50.5
103
94.9
87.6
81.3
75.9
58.3
53.4
49.3
45.8
42.7
87.6
80.3
74.1
68.8
64.2
54.6
50.1
46.2
42.9
40.0
82.1
75.2
69.5
64.5
60.2
46.2
42.4
39.1
36.3
33.9
69.5
63.7
58.8
54.6
51.0
16
17
18
19
20
62.2
58.5
55.2
52.3
49.7
93.4
87.9
83.0
78.7
74.7
54.7
51.5
48.6
46.1
43.8
82.2
77.4
73.1
69.2
65.8
47.3
44.6
42.1
39.9
37.9
71.1
67.0
63.2
59.9
56.9
40.1
37.7
35.6
33.7
32.0
60.2
56.7
53.5
50.7
48.2
37.5
35.3
33.4
31.6
30.0
56.4
53.1
50.2
47.5
45.1
31.8
29.9
28.3
26.8
25.4
47.8
45.0
42.5
40.2
38.2
21
22
23
24
25
47.4
45.2
43.2
41.4
39.8
71.2
67.9
65.0
62.3
59.8
41.7
39.8
38.1
36.5
35.0
62.6
59.8
57.2
54.8
52.6
36.1
.34.4
32.9
31.6
30.3
54.2
51.7
49.5
47.4
45.5
30.5
29.1
27.9
26.7
25.6
45.9
43.8
41.9
40.1
38.5
28.6
27.3
26.1
25.0
24.0
43.0
41.0
39.3
37.6
36.1
24.2
23.1
22.1
21.2
20.3
36.4
34.8
33.2
31.9
30.6
26
27
28
29
30
38.2
36.8
35.5
34.3
33.1
57.5
55.4
53.4
51.5
49.8
33.7
32.4
31.3
30.2
29.2
50.6
48.7
47.0
45.4
43.8
29.1
28.1
27.0
26.1
25.2
43.8
42.2
40.7
39.3
37.9
24.7
23.7
22.9
22.1
21.4
37.1
35.7
34.4
33.2
32.1
23.1
22.2
21.5
20.7
20.0
34.7
33.4
32.2
31.1
30.1
32
34
36
31.1
29.2
27.6
46.7
44.0
41.5
994
124
74.7
3.99
88.8
1490
187
112
6.00
133
875
109
63.6
2.22
119
1320
164
95.6
3.34
178
641
80.1
47.9
2.46
74.0
963
120
72.0
3.69
111
601
75.1
45.5
2.42
60.5
903
113
68.4
3.63
90.7
509
63.6
37.0
1.51
85.5
765
95.6
55.6
2.27
128
Beam Properties
k
'P-
ki
BF
ft
p- f t
BF, kips
Vn> klps
3
Zx , in.
69.2
4.41
16.8
ip. ft
i r ,ft
ASD
LRFD
Q t = 1.67
Q u =1.50
= 0.90
=1.00
60.9
4.29
24.9
757
94.7
56.7
2.31
79.8
1140
142
85.2
3.48
120
52.7
4.41
20.8
44.6
4.08
17.2
41.8
4.16
16.4
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, INC.
35.4
3.74
21.4
MAXIMUM TOTAL UNIFORM LOAD TABLES
3-81
Maximum Total
Uniform Load, kips
"T
1
1
S Shapes
S 10-S5
Table 3-7 (continued)
y=
s
'
SIJx
S10x
Shape
25.4
Span, ft
Design
ASD
LRFD
S6x
18.4
23
ASD
LRFD
ASD
LRFD
93.7
2
102
152
3
4
92.0
62.4
89.6
134
69.0
138
104
59.3
89.1
5
81.3
122
55.2
82.9
47.4
71.3
6
67.8
102
46.0
69.1
39.5
7
109
58.1
87.3
39.4
59.2
8
50.8
76.4
45.2
67.9
34.5
30.7
51.8
9
46.1
10
40.7
61.1
27.6
41.5
17.2
ASD
LRFD
S5x
12.5
10
ASD
LRFD
ASD
LRFD
40.1
60.1
30.8
27.1
40.8
46.2
75.4
113
50.3
37.7
75.6
56.7
30.4
45.6
20.3
30.6
30.2
45.4
24.3
36.5
16.3
24.5
59.4
25.1
37.8
20.2
30.4
13.6
20.4
33.9
50.9
21.6
32.4
17.3
26.1
11.6
29.6
44.6
18.9
28.4
15.2
22.8
10.2
15.3
26.3
39.6
16.8
25.2
13.5
20.3
9.04
13.6
23.7
35.6
15.1
22.7
12.1
18.3
8.13
12.2
11
37.0
55.6
25.1
37.7
21.6
32.4
13.7
20.6
11.0
16.6
7.39
11.1
12
33.9
50.9
23.0
34.6
19.8
29.7
12.6
18.9
10.1
15.2
6.78
10.2
13
14
31.3
47.0
21.2
31.9
18.2
27.4
11.6
17.4
9.34
14.0
29.1
43.7
19.7
29.6
16.9
25.5
10.8
16.2
8.67
15
27.1
40.8
18.4
27.6
15.8
23.8
10.1
15.1
8.10
13.0
12.2
16
25.4
38.2
17.2
25.9
14.8
22.3
17
23.9
36.0
16.2
24.4
13.9
21.0
18
22.6
34.0
15.3
23.0
13.2
19.8
151
18.9
11.0
0.459
40.2
227
28.4
16.5
0.691
60.3
121
15.2
9.23
0.515
20.0
183
22.8
13.9
0.775
30.1
81.3
10.2
6.16
0.341
15.4
122
15.3
9.26
0.512
23.1
19
21.4
32.2
14.5
21.8
12.5
18.8
20
20.3
30.6
13.8
20.7
11.9
17.8
21
19.4
29.1
27.8
276
34.5
20.4
0.948
50.8
415
51.8
30.6
1.42
76.2
22
18.5
23
17.7
26.6
24
16.9
25.5
25
16.3
24.5
V c > kip-ft
o b Mp , kip-ft
o ft Afr , kip-ft
BF, kips
407
50.8
30.9
1.58
44.8
611
76.4
46.5
2.38
67.2
Beam Properties
MJQ h
BF
<t>X’ k i Ps
Zx , in.3
28.3
3.95
16.5
Lr ,tt
ASD
LRFD
Q 6 = 1.67
Q , = 1.50
O6 = 0.90
v =1.00
19.2
3.31
18.2
237
29.6
18.1
0.974
31.2
356
44.6
27.2
1.46
46.8
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, INC.
5.66
2.66
14.4
3-82
DESIGN OF FLEXURAL MEMBERS
Table 3-7 (continued)
|1
£
Maximum Total
Uniform Load, kips
§4— 3
S Shapes
, .
c
Bn
F
y = 50 ksi
S4x
Shape
S3x
7.7
9.5
5.7
7.5
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
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
14.5
8.29
10.9
9.70
8.73
8.38
12.5
6.29
5.59
5.03
12.6
7.19
9.45
8.40
7.56
5.63
4.82
8.46
7.25
4.65
3.98
6.98
5.99
10
9.68
17.5
7.26
6.45
5.81
od tVc , kip-ft
, kip-ft
q>b Mr , kip-ft
BF, kips
kips
58.1
7.26
4.25
0.190
18.8
87.3
10.9
6.39
0.286
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
Design
2
3
4
5
6
7
8
Span, ft
9
Beam Properties
Wh
"
b
BF
V„/Qv
Zx , in.3
4.04
2.35
18.2
ip. ft
i r ,ft
ASD
LRFD
Q ft = 1.67
Q , = 1.50
(bp = 0.90
<>„= 1.00
75.6
9.45
5.73
0.304
16.7
50.3
6.29
3.81
0.202
11.1
3.50
2.40
14.7
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. INC.
1.94
2.16
15.7
MAXIMUM TOTAL UNIFORM LOAD TABLES
3-83
Table 3-8
.
Maximum Total
Uniform Load, kips
Fy = 36 ksi
C Shapes
C15-C12
C15x
Shape
50
Design
C12x
40
33.9
ASD
LRFD
3
4
5
278
246
197
418
370
296
2Q2
165
303
248
6
7
8
9
10
164
141
123
109
98.5
247
211
185
164
148
138
118
103
91.8
82.6
11
12
13
14
15
89.5
82.1
75.8
70.3
65.7
135
123
114
106
98.7
16
17
18
19
20
61.6
57.9
54.7
51.8
49.2
21
22
23
24
25
ASD
ASD
30
20.7
25
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
155
146
233
219
158
121
97.1
238
182
146
120
106
84.4
181
159
127
87.5
73.5
132
111
207
177
155
138
124
122
104
91.2
81.0
72.9
183
157
137
122
110
80.9
69.4
60.7
54.0
48.6
122
104
91.2
81.1
73.0
70.3
60.3
52.8
46.9
42.2
106
90.6
79.3
70.5
63.4
61.3
52.5
46.0
40.9
36.8
92.1
79.0
69.1
61.4
55.3
75.1
68.9
63.6
59.0
55.1
113
104
95.5
88.7
82.8
66.3
60.8
56.1
52.1
48.6
99.7
91.4
84.3
78.3
73.1
44.2
40.5
37.4
34.7
32.4
66.4
38.4
35.2
60.8
56.2
32.5
52.1 ' 3 0 . 1
48.7
28.1
57.7
52.9
48.8
45.3
42.3
33.4
30.6
28.3
26.3
24.5
50.2
46.1
42.5
39.5
36.8
92.5
87.1
82.2
77.9
74.0
51.7
48.6
45.9
43.5
41.3
77.6
73.1
69.0
65.4
62.1
45.6
42.9
40.5
38.4
36.5
68.5
64.5
60.9
57.7
54.8
30.4
28.6
27.0
25.6
24.3
45.6
42.9
40.6
38.4
36.5
26.4
24.8
23.4
22.2
21.1
39.6
37.3
35.2
33.4
31.7
23.0
21.6
20.4
19.4
18.4
34.5
32.5
30.7
29.1
27.6
46.9
44.8
42.8
41.0
39.4
70.5
67.3
64.4
61.7
59.2
39.4
37.6
35.9
34.4
33.1
59.1
56.5
54.0
51.8
49.7
34.7
33.2
31.7
30.4
292
52.2
49.8
47.7
45.7
43.9
23.1
22.1
21.1
20.2
19.4
34.8
33.2
31.7
30.4
29.2
20.1
19.2
18.4
17.6
16.9
30.2
28.8
27.6
26.4
25.4
17.5
16.7
16.0
15.3
14.7
26.3
25.1
24.0
23.0
22.1
26
27
28
29
30
37.9
36.5
35.2
34.0
32.8
56.9
54.8
52.9
51.0
49.3
31.8
30.6
29.5
28.5
27.5
47.8
46.0
44.4
42.8
41.4
28.1
27.0
26.1
25.2
24.3
42.2
40.6
39.2
37.8
36.5
18.7
18.0
17.3
16.7
16.2
28.1
27.0
26.1
25.2
24.3
16.2
15.6
15.1
14.6
14.1
24.4
23.5
22.7
21.9
21.1
14.1
13.6
13.1
12.7
12.3
21.3
20.5
19.7
19.1
18.4
31
32
33
34
35
31.8
30.8
29.8
29.0
28.1
47.8
46.3
44.9
43.5
42.3
26.7
25.8
25.0
24.3
23.6
40.1
38.8
37.6
36.5
35.5
23.5
22.8
22.1
21.5
20.8
35.4
34.3
33.2
32.2
31.3
36
37
27.4
26.6
41.1
40.0
23.0
22.3
34.5
33.6
20.3
19.7
30.5
29.6
kip-ft
<bb M kip-ft
$ b Mr , kip-ft
BF, kips
985
123
67.7
3.48
139
1480
185
102
5.23
209
826
103
58.4
3.63
101
1240
155
87.8
5.45
152
486
60.7
33.9
2.18
79.2
730
91.2
51.0
3.27
119
422
52.8
30.2
2.22
60.1
634
79.3
45.4
3.33
90.3
368
46.0
27.1
2.15
43.8
553
69.1
40.7
3.23
65.8
Span, ft
LRFD
Beam Properties
BF
<!>/„, kips
WK
Zx , in.3
68.5
3.60
19.5
ASD
LRFD
JV1.67
£2,= 1.67
0 = 0.90
4>v = 1.00
57.5
3.68
16.0
729
91.2
52.8
3.57
77.6
1100
137
79.3
5.37
117
50.8
3.75
14.5
33.8
3.17
15.5
29.4
3.24
13.4
Note: Beams must be laterally supported if Table 3-8 is used.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
25.6
3.32
12.1
DESIGN OF F L E X U R A L M E M B E R S
3-84
Table 3-8 (continued)
Maximum Total
Uniform Load, kips
s
C10-C9
Shapes
C10x
Shape
ASD
C9x
25
30
Design
Span, ft
,
Fy = 36 ksi
LRFD
ASD
20
LRFD
20
15.3
LRFD
ASD
ASD
LRFD
ASD
LRFD
2
174
262
136
205
98.0
147
104
157
3
128
111
166
92.9
140
62.1
93.3
81.2
122
4
96.1
193
144
82.9
125
69.7
105
57.2
86.0
60.9
91.5
5
76.9
116
66.3
99.6
55.7
83.8
45.7
68.8
48.7
73.2
6
64.1
96.3
55.3
83.0
46.4
69.8
38.1
57.3
40.6
61.0
7
54.9
82.5
47.4
71.2
39.8
59.8
32.7
49.1
34.8
52.3
8
48.0
42.7
72.2
41.4
62.3
34.8
52.4
28.6
43.0
30.4
45.7
9
64.2
36.8
55.4
31.0
46.5
25.4
38.2
27.1
40.7
10
38.4
57.8
33.2
49.8
27.9
41.9
22.9
34.4
24.3
36.6
11
34.9
52.5
30.1
45.3
25.3
38.1
20.8
31.3
22.1
33.3
12
32.0
48.1
27.6
41.5
23.2
34.9
19.1
28.7
20.3
30.5
13
29.6
44.4
25.5
38.3
21.4
32.2
17.6
26.4
18.7
28.1
14
27.5
41.3
23.7
35.6
19.9
29.9
16.3
24.6
17.4
26.1
15
25.6
38.5
22.1
33.2
18.6
27.9
15.2
22.9
16.2
24.4
16
24.0
36.1
20.7
31.1
17.4
26.2
14.3
21.5
15.2
22.9
17
34.0
19.5
29.3
16.4
24.6
13.5
20.2
14.3
21.5
18
22.6
21.4
32.1
18.4
27.7
15.5
23.3
12.7
19.1
13.5
20.3
19
20.2
30.4
17.4
26.2
14.7
22.0
12.0
18.1
12.8
19.3
20
19.2
28.9
16.6
24.9
13.9
20.9
11.4
17.2
12.2
18.3
21
18.3
27.5
15.8
23.7
13.3
19.9
16.4
11.6
17.4
22
17.5
26.3
15.1
22.6
12.7
19.0
10.9
10.4
15.6
11.1
16.6
23
16.7
25.1
14.4
21.7
12.1
18.2
9.95
14.9
24
16.0
24.1
13.8
20.8
11.6
17.5
9.53
14.3
25
15.4
23.1
13.3
19.9
11.1
16.8
9.15
13.8
c , kip-ft
384
48.0
26.0
1.27
87.0
578
72.2
39.1
1.91
131
332
41.4
22.9
1.40
68.0
419
52.4
29.8
2.23
73.7
229
28.6
16.9
1.45
31.0
344
43.0
25.4
2.18
46.7
243
30.4
17.0
1.13
52.2
366
45.7
25.6
1.70
78.4
Beam Properties
o
MJCl b ty b M kip-ft
(j)X- kip-ft
BF, kips
BF
W,
Vn- k 'Ps
Zx , in.3
26.7
2.78
20.1
L
P
Lr ,ft
ASD
LRFD
Q6 -1,67
Q y =1.67
<()b - 0.90
0,1.00
498
62.3
34.4
2.10
102
23.1
2.81
16.1
279
34.8
19.8
1.48
49.0
19.4
2.87
13.0
15.9
2.96
11.0
Note: Beams must be laterally supported if Table 3-8 is used.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
16.9
2.66
14.5
3-85
M A X I M U M TOTAL U N I F O R M L O A D TABLES
Table 3-8 (continued)
_
.
Maximum Total
Uniform Load, kips
Fy = 36 ksi
C Shapes
C9x
Shape
C8x
13.4
15
ASD
LRFD
2
66.4
99.7
3
65.3
98.2
Design
Span, ft
C 9 _C 8
ASD
13.7
18.5
LRFD
ASD
LRFD
ASD
LRFD
99.9
150
62.7
94.2
66.6
100
52.5
54.2
45.2
81.5
68.0
49.9
75.1
54.4
40.0
60.0
4
49.0
73.7
5
39.2
58.9
36.2
11.5
ASD
LRFD
78.9
45.5
68.4
39.4
59.2
34.6
52.0
31.5
47.3
27.7
41.6
6
32.7
49.1
30.2
45.3
33.3
50.0
26.2
39.4
23.1
34.7
7
28.0
42.1
25.8
38.8
28.5
42.9
22.5
33.8
19.8
29.7
8
24.5
36.8
22.6
34.0
25.0
37.5
19.7
29.6
17.3
26.0
9
21.8
32.7
20.1
30.2
22.2
33.4
17.5
26.3
15.4
23.1
10
19.6
29.5
18.1
27.2
20.0
30.0
15.7
23.7
13.8
20.8
11
17.8
26.8
16.4
24.7
18.2
27.3
14.3
21.5
12.6
18.9
12
16.3
24.6
15.1
22.7
25.0
13.1
19.7
11.5
17.3
13.9
20.9
16.6
15.4
18.2
10.6
12.9
12.1
14.3
23.1
21.4
12.1
19.4
11.2
16.9
9.88
16.0
14.9
18.1
13.3
20.0
10.5
15.8
9.22
13.9
13
15.1
22.7
14
14.0
21.0
15
13.1
19.6
16
12.3
18.4
11.3
17.0
12.5
18.8
9.84
14.8
8.65
13.0
17
11.5
17.3
10.6
16.0
11.8
17.7
9.26
13.9
8.14
12.2
18
10.9
16.4
10.1
15.1
11.1
16.7
8.75
13.1
7.69
11.6
19
10.3
9.52
14.3
10.5
15.8
7.28
9.80
9.05
13.6
9.99
15.0
8.29
7.87
12.5
20
15.5
14.7
11.8
6.92
10.9
10.4
21
9.34
14.0
8.61
12.9
22
8.91
13.4
8.22
12.4
196
24.5
14.2
1.18
33.2
295
36.8
21.4
1.78
49.9
300
37.5
20.8
1.24
75.7
157
19.7
11.3
0.909
31.4
237
29.6
17.1
1.37
47.1
138
17.3
10.2
0.903
22.8
208
26.0
15.4
1.36
34.2
Beam Properties
MJQ b
"fa,
BF
< « , kip-ft
<h M n> kip-ft
§ b Mr , kip-ft
BF, kips
W
kips
Zx , in.
3
13.6
2.74
11.4
l r,ft
ASD
LRFD
Q to = 1.67
Q„=W
<[>£ = 0.90
(J>v = 1.00
181
22.6
13.4
1.16
27.1
272
34.0
20.1
1.75
40.8
12.6
2.77
10.7
200
25.0
13.8
0.822
50.4
13.9
2.49
16.1
11.0
2.55
11.7
Note: Beams must be laterally supported if Table 3-8 is used.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
9.63
2.59
10.4
DESIGN OF F L E X U R A L M E M B E R S
5-86
Table 3-8 (continued)
.
Maximum Total
Uniform Load, kips
C Sha
C7-C6
Pe s
C6x
C7x
Shape
14.7
Design
ASD
9.8
12.2
LRFD
ASD
LRFD
LRFD
ASD
10.5
13
ASD
LRFD
ASD
LRFD
2
70.0
105
56.9
85.5
38.0
57.2
52.4
78.7
44.4
66.8
3
4
46.7
70.2
40.5
34.4
51.7
34.9
52.5
29.6
35.0
52.6
30.4
60.9
45.7
25.8
38.8
26.2
39.4
22.2
44.5
33.4
5
28.0
42.1
24.3
36.5
20.7
31.0
21.0
31.5
17.8
26.7
6
23.3
35.1
20.3
30.5
17.2
25.9
17.5
26.2
19.1
22.3
7
20.0
30.1
17.4
26.1
14.8
22.2
15.0
22.5
14.8
12.7
8
17.5
26.3
15.2
22.8
12.9
19.4
13.1
19.7
11.1
16.7
9
15.6
23.4
13.5
20.3
11.5
17.2
11.6
17.5
9.87
10
14.0
21.1
12.2
18.3
10.3
15.5
10.5
15.7
8.89
14.8
13.4
11
12.7
19.1
11.1
16.6
9.39
14.1
9.52
14.3
8.08
12.1
11.7
17.5
10.1
15.2
8.61
12.9
8.73
13.1
7.40
11.1
13
10.8
16.2
9.35
14.1
7.94
11.9
8.06
12.1
6.83
10.3
14
10.0
15.0
8.68
13.1
7.38
11.1
7.48
11.2
6.35
9.54
15
9.34
14.0
8.11
12.2
6.88
10.3
6.98
10.5
5.92
8.90
16
8.75
13.2
7.60
11.4
8.24
7.15
10.7
6.45
6.07
9.70
12.4
105
13.1
7.26
0.413
33.9
157
19.7
10.9
0.620
51.0
88.9
11.1
6.34
0.458
24.4
134
16.7
9.52
0.688
36.6
12
Span, ft
c = 36 ksi
F
y
17
9.13
Beam Properties
< b M , kip-ft
$ b Mr , kip-ft
BF, kips
BF
V*
ki
Ps
3
Zx , in.
Lp , n
Lr . n
140
17.5
9.78
0.620
37.9
211
26.3
14.7
0.932
57.0
9.75
2.34
14.8
ASD
LRFD
Q i> = 1.67
Q r =1.67
§ b = 0.90
= 1.00
122
15.2
8.70
0.664
28.4
183
22.8
13.1
0.998
42.7
8.46
2.37
12.1
103
12.9
7.63
0.674
19.0
155
19.4
11.5
1.01
28.6
7.19
2.40
10.2
7.29
2.18
16.3
Note: Beams must be laterally supported if Table 3-8 is used.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
6.18
2.20
12.6
M A X I M U M TOTAL UNIFORM L O A D TABLES
3-87
Table 3-8 (continued)
_ „ . .
Fy = 36 ksi
Maximum Total
Uniform Load, kips
1
C Shapes
C6-C4
C5x
C6x
Shape
8.2
Design
ASD
LRFD
ASD
LRFD
ASD
LRFD
47.4
31.6
23.7
19.0
24.6
17.0
12.8
10.2
36.9
25.6
19.2
15.3
20.4
13.6
10.2
8.17
30.7
20.5
15.3
12.3
16.5
11.0
8.24
6.59
24.8
16.5
12.4
9.91
10.5
9.02
7.89
7.02
6.31
15.8
13.6
11.9
10.5
9.49
8.50
7.29
6.38
5.67
5.10
12.8
11.0
9.58
8.52
7.67
6.81
5.83
5.10
4.54
4.08
10.2
8.77
7.67
6.82
6.14
5.49
4.71
4.12
3.66
3.30
8.26
7.08
6.19
5.50
4.95
5.74
5.26
8.63
7.91
4.64
6.97
6.39
40.8
5.10
2.88
0.165
16.6
61.4
7.67
4.33
0.249
25.0
33.0
4.12
2.42
0.185
9.52
49.5
6.19
3.64
0.279
14.3
31.6
21.0
15.8
12.6
10
12.4
10.6
9.26
8.23
7.41
18.6
15.9
13.9
12.4
11.1
11
6.74
12
6.18
5.70
5.29
4.94
10.1
9.28
8.57
7.96
7.43
74.1
9.26
5.48
0.477
15.5
111
13.9
8.23
0.717
23.3
4
5
6
7
8
9
13
14
15
5.4
7.2
ASD
ASD
46.7
37.1
27.8
22.3
3
Span, ft
LRFD
31.0
24.7
18.5
14.8
2
C4x
6.7
9
LRFD
4.25
Beam Properties
kip-ft
<\>b M , kip-ft
<$b Mr , kip-ft
BF, kips
BF
WK
V n > k j PS
Zx , in. 3
Lp , n
Lr , n
5.16
2.23
10.2
ASD
LRFD
Qh =1.67
Q , = 1.67
<f)h = 0.90
0 V = 1.OO
63.1
7.89
4.47
0.289
21.0
94.9
11.9
6.72
0.435
31.6
4.39
2.02
13.9
51.0
6.38
3.76
0.314
12.3
76.7
9.58
5.66
0.471
18.5
3.55
2.04
10.4
2.84
1.86
15.3
Note: Beams must be laterally supported if Table 3-8 is used.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
2.29
1.85
11.0
3-88
DESIGN OF FLEXURAL
MEMBERS
Table 3-8 (continued)
Maximum Total
Uniform Load, kips
I
c
C4-C3
Sha
Pe s
C4x
Shape
C3x
4.5
Design
ASD
.
Fy = 36 ksi
6
4.1
5
3.5
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
2
12.9
19.4
12.5
18.8
10.9
16.4
9.50
14.3
8.88
13.3
3
10.2
8.34
12.5
7.28
9.52
5.92
8.90
7.62
6.25
9.40
5.46
10.9
8.21
6.33
4
15.3
11.5
4.75
7.14
4.44
6.67
5
6.10
9.16
5.00
7.52
4.37
6.56
3.80
5.71
3.55
5.34
6
3.64
5.47
3.17
4.76
2.96
4.45
4.69
2.71
4.08
2.54
3.81
32.8
4.10
2.33
0.129
15.0
19.0
2.37
1.39
0.0933
6.60
28.5
3.57
2.08
0.140
9.91
17.8
2.22
1.31
0.0952
5.12
26.7
3.34
1.97
0.143
7.70
7.64
4.17
6.26
4.35
6.54
3.57
5.37
8
3.81
5.73
9
3.39
5.09
10
3.05
4.58
3.12
Span, ft
5.08
7
Beam Properties
<«,
kip-ft
, kip-ft
4>X> k i P' f t
BF, kips
v „ , kips
Wb
BF
Zx , in.3
Lp , n
Lr ,n
30.5
3.81
2.30
0.185
6.47
45.8
5.73
3.45
0.278
9.72
2.12
1.90
10.1
ASD
LRFD
Q ft = 1.67
Q , = 1.67
() b = 0.90
, = 1.00
25.0
3.13
1.74
0.0760
13.8
37.6
4.70
2.61
0.114
20.8
1.74
1.72
20.0
21.8
2.73
1.55
0.0860
10.0
1.52
1.69
15.4
1.32
1.66
12.3
Note: Beams must be laterally supported if Table 3-8 is used.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1.24
1.64
11.2
MAXIMUM TOTAL UNIFORM LOAD TABLES
3-89
Table 3-9
c = 36 ksi.
F
y
Maximum Total
Uniform Load, kips
MC Shapes
M C 1 8 -MC13
MC18x
Shape
58
Design
ASD
51.9
LRFD
ASD
MC13x
45.8
LRFD
ASD
LRFD
42.7
ASD
LRFD
40
ASD
LRFD
ASD
LRFD
315
2W
219
175
398
328
263
188
184
147
283
277
221
180
154
135
120
108
270
232
203
180
162
146
125
109
97.1
87.4
219
188
164
146
131
123
105
92.0
81.8
73.6
184
158
138
123
111
155
142
132
122
114
98.1
89.9
83.0
77.1
72.0
147
135
125
116
108
79.5
72.8
67.2
-62.4
58.3
119
109
101
93.8
87.6
66.9
61.4
56.6
52.6
49.1
101
92.2
85.1
79.0
73.8
71.1
66.9
63.2
59.9
56.9
107
101
95.0
90.0
85.5
67.5
63.5
60.0
56.8
54.0
101
95.4
90.1
85.4
81.1
54.6
51.4
48.6
46.0
43.7
82.1
77.3
73.0
69.1
65.7
46.0
43.3
40.9
38.7
36.8
69.2
65.1
61.5
58.2
55.3
89.8
85.7
81.9
78.5
75.4
54.2
51.7
49.5
47.4
45.5
81.4
77.7
74.3
71.2
68.4
51.4
49.1
46.9
45.0
43.2
77.3
73.7
70.5
67.6
64.9
41.6
39.7
38.0
36.4
35.0
62.6
59.7
57.1
54.7
52.5
35.1
33.5
32.0
30.7
29.4
52.7
50.3
48.1
46.1
44.3
48.2
46.4
44.8
43.2
41.8
72.5
69.8
67.3
65.0
62.8
43.8
42.1
40.6
39.2
37.9
65.8
63.3
61.1
59.0
57.0
41.5
40.0
38.5
37.2
36.0
62.4
60.1
57.9
55.9
54.1
33.6
32.4
31.2
30.1
29.1
50.5
48.7
46.9
45.3
43.8
28.3
27.3
26.3
25.4
24.5
42.6
41.0
39.5
38.2
36.9
64.4
60.6
57.2
54.2
51.5
39.2
36.9
34.8
33.0
31.4
58.9
55.4
52.4
49.6
47.1
35.5
33.5
31.6
29.9
28.4
53.4
50.3
47.5
45.0
42.7
33.7
31.7
30.0
28.4
27.0
50.7
47.7
45.1
42.7
40.6
27.3
41.1
23.0
34.6
32.6
31.1
49.0
46.8
29.9
28.5
44.9
42.8
27.1
25.9
40.7
38.9
25.7
24.5
38.6
36.9
1370
171
94.4
5.18
163
2060
257
142
7.78
245
1250
157
87.6
5.25
140
1880
236
132
7.89
210
1080
135
77.4
5.14
105
1620
203
116
7.73
157
874
109
60.8
2.09
132
1310
164
91.4
3.15
199
736
92.0
52.7
2.29
94.2
1110
138
79.3
3.44
142
3
4
5
336
274
490
412
?7Q
251
420
377
2?3
228
350
342
210
6
7
8
9
10
228
196
171
152
137
343
294
257
229
206
209
179
157
139
125
314
269
236
209
188
190
163
142
126
114
285
244
214
190
171
11
12
13
14
15
125
114
105
97.9
91.4
187
172
158
147
137
114
105
96.5
89.6
83.6
171
157
145
135
126
103
94.8
87.5
81.3
75.8
16
17
18
19
20
85.7
80.6
76.1
72.1
68.5
129
121
114
108
103
78.4
73.8
69.7
66.0
62.7
118
111
105
99.2
94.2
21
22
23
24
25
65.3
62.3
59.6
57.1
54.8
98.1
93.6
89.6
85.8
82.4
59.7
57.0
54.5
52.3
50.2
26
27
28
29
30
52.7
50.8
48.9
47.3
45.7
79.2
76.3
73.6
71.0
68.7
32
34
36
38
40
42.8
40.3
38.1
36.1
34.3
42
44
< « , kip-ft
<\>b M , kip-ft
kip-ft
BF, kips
Span, ft
50
Beam Properties
BF
0/
kips
Zx , in. 3
£p ,ft
Lr , n
ASD
95.4
4.23
19.1
LRFD
Q - 1 . 6 7 Oft = 0.90
Q„=1.67 <K-i.oo
87.3
4.30
17.5
1140
142
80.8
5.21
116
1710
214
121
7.84
175
79.2
4.39
16.2
75.1
4.44
15.6
60.8
4.40
27.6
Note: Beams must be laterally supported if Table 3-9 is used.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
51.2
4.49
21.7
3-90
DESIGN OF FLEXURAL MEMBERS
Table 3-9 (continued)
_
Maximum Total
Uniform Load, kips
MC‘13-MC12
MC Shapes
MC13x
Shape
35
Design
ASD
3
4
5
, .
MC12x
31.8
LRFD
,
Fy = M
36 ksi
50
40
45
35
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
126
125
190
188
259
203
162
390
305
244
220
187
149
331
281
225
183
171
137
275
257
104
156
134
117
104
93.8
135
116
101
90.2
81.2
203
174
152
136
122
124
107
93.4
187
160
140
125
112
73.8
67.6
62.4
58.0
54.1
111
102
93.8
87.1
81.3
ASD
ASD
LRFD
206
144
124
217
186
114
97.8
85.6
76.1
68.5
172
147
129
114
103
103
88.6
77.5
68.9
62.0
155
133
117
104
93.2
57.5
53.4
49.8
102
93.6
86.4
80.2
74.8
62.3
57.1
52.7
48.9
45.7
93.6
85.8
79.2
73.5
68.6
56.4
51.7
47.7
44.3
41.3
84.7
77.7
71.7
66.6
62.1
150
134
226
201
111
95.4
83.4
74.2
66.8
167
143
125
111
11
12
13
14
15
60.7
55.6
51.4
47.7
91.2
83.6
77.2
71.7
66.9
56.7
52.0
48.0
44.6
41.6
85.2
78.1
72.1
67.0
62.5
16
17
18
19
20
41.7
39.3
37.1
35.1
33.4
62.7
39.0
36.7
34.7
32.8
31.2
58.6
55.2
52.1
49.4
46.9
50.7
47.7
45.1
42.7
40.6
76.2
71.8
67.8
64.2
61.0
46.7
43.9
41.5
39.3
37.3
70.2
66.0
62.4
59.1
56.1
42.8
40.3
38.0
36.0
34.2
64.3
60.6
57.2
54.2
51.5
38.8
36.5
34.5
32.6
31.0
58.3
54.8
51.8
49.1
46.6
21
22
23
24
25
31.8
30.3
29.0
27.8
26.7
47.8
45.6
43.6
29.7
28.4
27.1
26.0
25.0
44.7
42.6
40.8
39.1
37.5
-38.7
36.9
35.3
33.8
32.5
58.1
55.5
53.0
50.8
48.8
35.6
34.0
32.5
31.1
29.9
53.5
51.0
48.8
32.6
31.1
29.8
28.5
27.4
49.0
46.8
44.8
44.4
42.4
40.5
42.9
41.2
29.5
28.2
27.0
25.8
24.8
38.8
37.3
26
27
38.6
37.2
35.8
34.6
33.4
24.0
23.1
22.3
21.5
20.8
36.1
34.7
33.5
32.3
31.3
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
26.3
25.4
28
29
30
25.7
24.7
23.8
23.0
22.3
24.5
23.6
22.8
39.6
38.1
36.8
35.5
34.3
23.9
23.0
22.2
21.4
20.7
35.9
34.5
33.3
32.1
31.1
32
20.9
31.4
19.5
29.3
kip-ft
$ b M , kip-ft
$ b Mr , kip-ft
BF, kips
kips
668
83.4
48.7
2.33
75.2
1000
125
73.3
3.50
113
624
78.0
46.2
2.32
63.1
938
117
69.4
3.48
94.8
747
93.4
52.7
1.77
110
1120
140
79.2
2.66
166
685
85.6
49.1
1.86
91.6
1030
129
73.7
2.80
138
620
77.5
45.3
1.92
72.2
932
117
68.1
2.88
108
6
7
Span, ft
8
9
10
44.5
100
59.0
55.7
52.8
50.2
41.8
40.1
89.1
78.0
69.3
62.4
83.0
74.7
67.9
62.2
46.8
44.9
Beam Properties
BF
V„/Q v
Z , in.3
46.5
4.55
19.5
i f ,ft
ASD
LRFD
Q h = 1.67
Q , = 1.67
$ h = 0.90
$ , = 1.00
43.4
4.59
18.3
812
101
56.5
1.66
130
1220
152
84.9
2.50
195
56.5
4.53
31.6
52.0
4.55
27.5
47.7
4.58
24.2
Note: Beams must be laterally supported if Table 3-9 is used.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
43.2
4.61
21.4
3-91
M A X I M U M TOTAL U N I F O R M L O A D TABLES
Table 3-9 (continued)
, .
Maximum Total
Uniform Load, kips
e = 36 ksi
F
y
MC Shapes
MC12x
Shape
31
MC10x
41.1
10.6
ASD
LRFD
2
59.0
3
4
55.7
88.6
83.7
115
5
114
6
95.2
7
81.6
71.4
Design
ASD
8
9
10
63.5
57.1
11
LRFD
173
172
143
123
107
95.4
33.4
62.8
50.2
27.9
23.9
20.9
35.9
31.4
41.8
41.9
33.6
ASD
LRFD
LRFD
ASD
LRFD
ASD
LRFD
224
98.3
94.0
148
141
75.2
113
62.7
53.7
94.2
80.7
47.0
41.8
37.6
70.6
206
188
141
283
212
149
121
182
110
108
113
170
97.0
146
86.2
165
162
130
94.1
80.6
70.5
141
80.8
69.3
60.6
121
104
71.8
61.6
92.6
53.9
47.9
43.1
72.0
64.8
121
106
94.2
84.8
53.9
91.1
81.0
48.5
72.9
77.1
44.1
47.0
43.4
70.7
40.4
17.9
16.7
40.3
37.6
60.6
56.5
66.3 ' 3 9 . 2
60.7
35.9
56.1
33.2
52.1
30.8
48.6
28.7
53.0
49.9
47.1
30.3
85.8
25.1
62.7
56.4
15.2
22.8
51.3
13.9
20.9
19.3
65.2
37.3
34.6
78.0
47.6
13
43.9
40.8
71.5
66.0
38.1
61.3
57.2
12.9
11.9
11.1
35.7
53.6
10.4
15.7
35.3
33.6
31.7
50.5
47.7
9.83
33.2
9.29
14.8
14.0
19
20
30.1
45.2
42.9
8.80
13.2
31.4
29.7
8.36
12.6
28.-2
44.6
42.4
25.5
24.2
21
27.2
26.0
24.8
40.9
39.0
7.96
7.60
7.27
12.0
11.4
26.9
25.7
40.4
10.9
24.5
23.1
22.0
21.1
34.7
38.6
6.96
6.69
10.5
23.5
22.6
20.2
19.4
30.4
34.3
29.2
18.0
17.2
485
60.6
34.9
1.14
74.4
729
91.1
52.5
1.71
112
431
53.9
31.8
1.22
55.0
16
17
18
22
23
24
28.6
25
23.8
22.8
26
27
22.0
21.2
28
20.4
29
30
37.3
35.8
10.0
33.0
6.43
9.66
31.8
30.7
6.19
5.97
19.7
19.0
29.6
5.76
5.57
9.31
8.97
8.66
571
71.4
42.4
1.91
57.4
858
107
63.8
2.88
86.3
28.6
36.9
35.3
33.9
25
ASD
27.9
51.9
28.5
309
18.6
16.7
12
14
15
Span, ft
MC12-MC10
32.3
28.5
26.9
45.6
42.9
26.9
25.4
40.5
38.4
36.4
23.9
22.7
33.1
31.7
21.6
20.5
19.6
18.7
108
81.0
58.9
54.0
49.8
62.8
56.5
34.2
51.4
31.3
47.1
43.5
46.3
43.2
28.9
26.9
25.1
40.4
37.7
40.5
23.5
35.3
38.1
36.0
34.1
32.4
22.1
19.8
18.8
33.2
31.4
29.7
30.9
29.4
17.9
17.1
28.2
27.0
16.3
20.9
25.9
15.7
15.0
648
81.0
47.8
1.83
82.6
376
47.0
27.7
1.29
49.1
28.3
26.9
25.7
24.6
23.5
22.6
8.37
Beam Properties
W
kip-ft
i?b M , kip-ft
o b Mr , kip-ft
BF, kips
o v l/n , k 'Ps
BF
.E C C
co _
39.7
4.63
19.8
ASD
LRFD
Q b =1.67
Q , = 1.67
| k = i.oo
= 0.90
167
20.9
11.6
2.76
29.5
251
31.4
17.4
4.16
44.3
11.6
1.45
4.82
564
70.5
39.6
1.00
103
848
106
59.5
1.50
155
39.3
4.74
35.7
33.7
4.80
27.3
30.0
4.84
23.0
Note: Beams must be laterally supported if Table 3-9 is used.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
565
70.6
41.6
1.94
73.9
26.2
4.13
19.1
DESIGN OF FLEXURAL MEMBERS
3-92
Table 3-9 (continued)
Maximum Total
Uniform Load, kips
MC10x
22
ASD
MC9x
8.4
LRFD
2
3
c
y =
36 ksi
MC Shapes
MC 10-MC8
Design
F
6.5
25.4
ASD
LRFD
ASD
LRFD
44.0
66.1
39.3
59.1
ASD
MC8x
23.9
LRFD
ASD
22.8
LRFD
ASD
LRFD
133
37.9
57.0
28.3
42.5
105
157
93.1
140
88.4
4
75.0
113
28.4
42.8
21.2
31.9
84.4
127
80.8
121
68.5
103
5
68.7
103
22.8
34.2
17.0
25.5
67.5
102
64.6
97.1
54.8
82.3
6
57.3
86.1
19.0
28.5
14.1
21.2
56.3
84.6
53.9
81.0
45.6
68.6
7
49.1
73.8
16.3
24.4
12.1
18.2
48.2
72.5
46.2
69.4
39.1
58.8
40.4
60.7
34.2
51.4
45.7
8
43.0
64.6
14.2
21.4
10.6
15.9
42.2
63.5
9
38.2
57.4
12.6
19.0
9.42
14.2
37.5
56.4
35.9
54.0
30.4
10
34.4
51.7
11.4
17.1
8.48
12.7
33.8
50.8
32.3
48.6
27.4
41.2
11
31.2
47.0
10.3
15.5
7.71
11.6
30.7
46.1
29.4
44.2
24.9
37.4
12
28.6
43.0
9.48
14.3
7.06
10.6
28.1
42.3
26.9
40.5
22.8
34.3
13
26.4
39.7
8.75
13.2
6.52
9.80
26.0
39.0
24.9
37.4
21.1
31.7
14
24.5
36.9
8.13
12.2
6.06
9.10
24.1
36.3
23.1
34.7
19.6
29.4
15
22.9
34.4
7.59
11.4
5.65
8.49
22.5
33.8
21.5
32.4
18.3
27.4
16
21.5
32.3
7.11
10.7
5.30
7.96
21.1
31.7
20.2
30.4
17.1
25.7
17
20.2
30.4
6.69
10.1
4.99
7.49
19.9
29.9
19.0
28.6
16.1
24.2
18
19.1
28.7
6.32
9.50
4.71
7.08
18.8
28.2
18.0
27.0
15.2
22.9
19
18.1
27.2
5.99
9.00
4.46
6.71
17.8
26.7
17.0
25.6
14.4
21.7
20
17.2
25.8
5.69
8.55
4.24
6.37
16.9
25.4
16.2
24.3
13.7
20.6
21
16.4
24.6
5.42
8.14
4.04
6.07
16.1
24.2
15.4
23.1
22
15.6
23.5
5.17
7.77
3.85
5.79
15.4
23.1
14.7
22.1
23
14.9
22.5
4.95
7.44
3.69
5.54
24
14.3
21.5
4.74
7.13
3.53
5.31
25
13.7
20.7
4.55
6.84
3.39
5.10
<|)ft IVc , kip-ft
§ b M p , kip-ft
§ b M r , kip-ft
BF, kips
344
43.0
25.8
1.29
kiPS
37.5
517
64.6
38.7
1.93
56.4
114
14.2
8.03
1.76
22.0
171
21.4
12.1
2.65
33.0
338
42.2
24.6
0.966
52.4
508
63.5
36.9
1.45
78.7
323
40.4
23.7
0.983
46.6
486
60.7
35.7
1.48
70.0
274
34.2
20.0
0.720
44.2
412
51.4
30.1
1.08
66.4
C/3
Beam Properties
Mr /Q b
BF
Z x , in.
3
23.9
4.15
17.5
ft
t
ASD
LRFD
7.92
1.52
5.03
84.8
10.6
5.77
1.94
19.7
127
15.9
8.67
2.92
29.5
5.90
1.09
3.58
23.5
4.19
22.5
22.5
4.20
21.2
Note: Beams must be laterally supported if Table 3-9 is used.
n on Avanab1® strength tabulated above heavy line is limited by available shear strength.
fy=1.67 (|) Jj_- UswU
Q , = 1.67 0 , = 1.OO
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
19.1
4.26
24.0
MAXIMUM TOTAL UNIFORM LOAD TABLES
3-93
Table 3-9 (continued)
F
Maximum Total
Uniform Load , kips
36 ksi
y =
MC Shapes
MC8x
snanp
o
iiauc
21.4
Design
ASD
LRFD
3
77.6
117
4
65.5
5
6
7
8
32.7
9
10
20
MC7x
18.7
8.5
22.7
ASD
LRFD
37.0
84.5
33.3
25.0
45.0
67.6
20.0
59.0
37.5
56.3
16.6
25.0
50.6
32.1
48.3
14.3
21.4
44.3
28.1
42.2
12.5
18.8
26.2
39.3
25.0
37.5
11.1
23.6
35.4
22.5
33.8
9.98
ASD
LRFD
82.8
124
78.5
98.4
52.4
78.7
43.6
65.6
39.3
37.4
56.2
33.7
49.2
29.5
29.1
43.7
26.2
39.4
2
S.
CZ)
MC8-MC7
ASD
LRFD
118
73.1
110
58.9
88.5
56.2
47.1
70.8
19.1
ASD
LRFD
55.7
91.1
137
50.0
37.5
78.4
58.8
118
63.7
95.8
88.3
52.1
78.4
30.0
47.0
70.7
41.7
62.7
39.2
58.9
34.8
52.2
33.6
50.5
29.8
44.8
29.4
44.2
26.1
39.2
16.7
26.1
39.3
23.2
34.8
15.0
23.5
35.3
20.9
31.3
28.5
ASD
LRFD
11
23.8
35.8
21.4
32.2
20.4
30.7
9.07
13.6
21.4
32.1
19.0
12
21.8
32.8
19.6
29.5
18.7
28.2
8.32
12.5
19.6
29.4
17.4
26.1
13
30.3
28.1
18.1
16.8
27.2
25.3
17.3
16.1
26.0
24.1
7.68
11.5
18.1
27.2
16.0
24.1
14
20.1
18.7
7.13
10.7
16.8
25.2
14.9
22.4
15
17.5
26.2
15.7
23.6
15.0
22.5
6.65
10.0
15.7
23.6
13.9
20.9
16
16.4
24.6
14.7
22.1
14.1
21.1
6.24
9.38
14.7
22.1
13.0
19.6
17
15.4
23.2
13.9
20.8
13.2
19.9
5.87
8.83
13.8
20.8
12.3
18.4
18
14.5
21.9
13.1
19.7
12.5
18.8
5.55
8.33
235
29.4
17.0
0.488
45.5
353
44.2
25.6
0.734
68.4
209
26.1
15.5
0.530
31.9
313
39.2
23.3
0.797
47.9
19
13.8
20.7
12.4
18.6
11,8
17.8
5.25
7.90
20
13.1
19.7
11.8
17.7
11.2
16.9
4.99
7.50
WjQ b
Mja*
kip-ft
, kip-ft
BF
v„/n v
k
'P- f t
BF, kips
kips
262
32.7
19.3
0.735
38.8
394
49.2
29.1
1.10
58.3
236
29.5
17.1
0.769
41.4
354
44.3
25.7
1.16
62.2
99.8
12.5
7.32
0.967
18.5
150
18.8
11.0
1.45
27.8
Beam Properties
Z x ,in. 3
ft
P>
L
r> ft
18.2
4.26
22.5
L
ASD
LRFD
Q fi = 1 . 6 7
Q v =1.67
$>b = 0.90
<t>„= 1.00
16.4
3.61
19.7
225
28.1
16.5
0.783
36.5
338
42.2
24.8
1.18
54.9
15.6
3.62
18.5
6.95
2.08
7.42
16.4
4.34
29.6
Note: Beams must be laterally supported if Table 3-9 is used.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
14.5
4.32
24.3
3-94
DESIGN OF FLEXURAL MEMBERS
P”
Table 3-9 (continued)
L
Maximum Total
Uniform Load, kips
MC6
MC S h a Pe s
,
F = 36 ksi
y
MC6x
Shape
18
Design
ASD
15.3
LRFD
ASD
16.3
LRFD
ASD
12
15.1
LRFD
ASD
LRFD
ASD
LRFD
58.8
88.4
52.8
79.3
58.2
87.5
49.0
73.7
48.1
72.3
56.1
84.3
47.5
71.4
49.6
74.6
47.1
70.8
35.8
53.8
4
42.1
63.2
35.6
53.5
37.2
56.0
35.3
53.1
26.8
40.3
5
33.7
50.6
28.5
42.8
29.8
44.8
28.3
42.5
21.5
32.3
6
28.0
42.2
23.7
35.7
24.8
35.4
17.9
26.9
24.0
36.1
20.3
30.6
21.3
37.3
32.0
23.5
7
20.2
30.3
15.3
23.1
8
31.6
17.8
26.8
18.6
28.0
17.7
26.5
13.4
20.2
9
21.0
18.7
28.1
15.8
23.8
16.5
24.9
15.7
23.6
11.9
17.9
10
16.8
25.3
14.2
21.4
14.9
22.4
14.1
21.2
10.7
16.1
11
15.3
23.0
12.9
19.5
13.5
20.3
12.8
19.3
9.76
14.7
12
14.0
21.1
11.9
17.8
12.4
18.7
11.8
17.7
8.95
13.4
13
12.9
19.5
16.5
11.5
17.2
10.9
16.3
8.26
12.4
14
12.0
18.1
11.0
10.2
15.3
10.6
16.0
10.1
15.2
7.67
11.5
15
11.2
16.9
9.49
14.3
9.93
14.9
9.42
14.2
7.16
10.8
< « , kip-ft
$ b M , kip-ft
<bb Mr , kip-ft
BF, kips
168
21.0
12.4
0.356
29.4
253
31.6
18.7
0.536
44.2
142
17.8
10.6
0.372
26.4
224
28.0
16.4
0.557
43.7
141
17.7
10.4
0.381
24.5
212
26.5
15.7
0.572
36.9
107
13.4
7.84
0.416
24.1
161
20.2
11.8
0.625
36.2
Span, ft
2
3
Beam Properties
BF
ki
Ps
Zx , in.3
11.7
4.39
28.5
Lp ,n
Lr ,n
ASD
LRFD
Q 6 = 1.67
Q„=1.67
O& = 0.90
<t>,= 1.00
214
26.8
16.0
0.559
39.7
9.91
4.36
23.7
149
18.6
10.9
0.371
29.1
10.4
3.69
24.5
9.83
3.68
22.6
Note: Beams must be laterally supported if Table 3-9 is used.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
7.47
3.02
16.4
MAXIMUM TOTAL UNIFORM LOAD TABLES
3-95
Table 3-9 (continued)
.
y
Maximum Total
Uniform Load, kips
MC Shapes
MC6x
Shape
7
6.5
MC4x
MC3x
13.8
7.1
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
2
27.8
41.8
24.1
36.2
39.8
59.8
16.1
24.2
3
4
21.6
32.4
30.8
26.5
39.9
10.7
16.1
Design
LRFD
16.2
24.3
20.5
15.4
23.1
19.9
29.9
8.04
12.1
5
12.9
19.4
12.3
18.5
15.9
23.9
6.44
9.67
6
10.8
9.24
16.2
10.3
15.4
13.3
8.06
13.9
8.79
13.2
11.4
19.9
17.1
5.36
7
4.60
6.91
8
8.09
12.2
11.6
9.94
14.9
10.3
8.84
13.3
9.25
7.95
12.0
79.5
9.94
5.57
0.126
25.9
120
14.9
8.36
0.190
38.9
32.2
4.02
2.28
0.0747
12.1
48.4
6.05
3.42
0.112
18.2
9
7.19
10.8
7.69
6.84
10
6.47
9.72
6.16
11
5.88
8.84
5.60
8.41
12
5.39
8.10
5.13
7.71
13
14
4.98
4.62
7.48
4.73
7.12
6.94
4.40
6.61
15
4.31
6.48
4.10
6.17
kip-ft
)b M , kip-ft
ty b Mr , kip-ft
BF, kips
kips
64.7
8.09
4.79
0.490
13.9
97.2
12.2
7.20
0.736
20.9
_________________________________
Span, ft
MC6-MC3
Beam Properties
MJQ b
BF
V n /Q v
Zx , in.3
>ft
Lf ,ft
4.50
2.23
8.97
ASD
LRFD
Q -1.67
Q , = 1.67
= 0.90
< =ioo
92.5
11.6
6.92
0.730
18.1
61.6
7.69
4.60
0.486
12.0
4.28
2.24
8.60
5.53
3.03
37.7
Note: Beams must be laterally supported if Table 3-9 is used.
Available strength tabulated above heavy line is limited by available shear strength.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
2.24
2.34
25.7
3-96
DESIGN OF FLEXURAL MEMBERS
50 ksi
Table 3-10
Available Moment, Af„/Q (100 kip-ft increments) §M n (150 kip-ft increments)
W Shapes
kip-ft
kip-ft
ASP
LRFD
10000
15000
9500
14250
9000
13500
8500
12750
8000
12000
Available Moment vs. Unbraced Length
---f
7500
11250
7000
10500
6500
9750
6000
9000
5500
8250
5000
7500
&
4
20
36
52
68
Unbraced Length (4-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
84
100
MAXIMUM TOTAL UNIFORM LOAD TABLES
50 ksi
3-97
Table 3-10 (continued)
6M
W Shapes
n
kip-ft
kip-ft
ASP
LRFD
5000
7500
Available Moment vs. Unbraced Length
W40x43l j -
4800
7200
W36X441
_W2ZX539_
4600
6900
Available Moment, Mn /Q (40 kip-ft increments) <)M n (60 kip-ft increments)
W40x397
4400
6600
W40X392L
4200
W40X372
6300
■■
i
i
W40x362
W44x335 ”
4000
6000
:W3x387W36X361
3800
5700
W40X324
3600
5400
3400
5100
:391
~~W40x331"t
W30x357 —
3200
W36X302
4800
\W44x26I
— W27X368--
3000
4500
J
1
6
4qx278TW30x326
]
j—
— i
10
L
14
18
22
Unbraced Length (1-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
26
30
3-98
DESIGN OF FLEXURAL MEMBERS
50 ksi
Table 3-10 (continued)
Available Moment, M n /Q (40 kip-ft increments) $M n (60 kip-ft increments)
W Shapes
kip-ft
kip-ft
ASD
LRFD
5000
7500
4800
7200
4600
6900
4400
6600
4200
6300
4000
6000
3800
5700
3600
5400
3400
5100
3200
4800
3000
4500
Available Moment vs. Unbraced Length
30
34
38
42
46
Unbraced Length (1-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
50
3-99
MAXIMUM TOTAL UNIFORM LOAD TABLES
50 ksi
Table 3-10 (continued)
kip-ft
®M n
kip-ft
ASD
LRFD
3000
4500
W Shapes
Available Moment vs. Unbraced Length
— i Vv-i....
.........
2900
4350
XV.
-Av
W33X291
W40X264
2800
4200
V
W40X249
\ j
Available Moment, M n J£l (20 kip-ft increments) §M n (30 kip-ft increments]
- W36X262 — V -
i i i4
2700
4050
2600
3900
W36X256
I |
W33x263
- W27X307 -i \
........
_ VV24x335 T; ’_
i-
W4QX235
2500
3750
.<
W40x2l'5 j
2400
3600
30x261 „...j._.
.W24X3Q6
2300
3450
W~4fo211
2200
3300
4-
— W40x199
<
o
- .- JVy?3x221
.-W27-X25&4
2100
3150
2000
3000
4w30x235
”W24x279_T
6
10
22
18
14
Unbraced Length (1-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
26
30
3-100
DESIGN OF FLEXURAL MEMBERS
Fy - 5 0 ksi
Table 3-10 (continued)
Available Momemt, Afff /Q (20 kip-ft increments) $M n (30 kip-ft increments)
C„=1
W Shapes
kip-ft
kip-ft
ASP
LRFD
3000
4500
2900
4350
2800
4200
2700
4050
2600
3900
2500
3750
2400
3600
2300
3450
2200
3300
2100
3150
2000
3000
Available Moment vs. Unbraced Length
s
30
34
38
42
46
Unbraced Length (1-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
50
54
M A X I M U M TOTAL UNIFORM LOAD TABLES
Fy = 50 ksi
3-101
Table 3-10 (continued)
M n /Ll
$M n
kip-ft
kip-ft
ASP
LRFD
2000
3000
W Shapes
Available Moment vs. Unbraced Length
.. L &
s,o
1960
2940
I
Available Moment, Afn /Q (8 kip-ft increments) §M n (12 kip-ft increments)
f
W33x20j
1920
2880
“W27x235 T "
-7 36x194 4 - 4
1880
2820
-j}yi?x3iL
rW3Qx21.1_-
■; -7’
..
■cn!
--- \
L24X25Q:
-M'. ..ivr*'
1840
1800
< \4.¥
A
•As
2760
2700
—
—W36x182
ili..
WMZj
1760
,
2640
'40x167,
1720
2580
1680
2520
W24x229
'■Z-
o
<x>»
«£>V
W36X170
1640
2460
1600
2400
iCP
’’
—
5
IS -.'*’
6
10
14
18
22
Unbraced Length (1-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
i \co
4r-
26
H
-
30
3-102
DESIGN OF FLEXURAL MEMBERS
Available Moment, M n !£l (8 kip-ft increments) c>M n (12 kip-ft increments)
Fy = 50 ksi
Table 3-10 (continued)
M„/Q
®M n
kip-ft
kip-ft
ASD
LRFD
2000
3000
1960
2940
1920
2880
1880
2820
1840
2760
1800
2700
1760
2640
W Shapes
Available Moment vs. Unbraced Length
S’
\><
jM
1720
2580
1680
2520
1640
2460
1600
2400
-'tS-AkA
30
34
38
42
46
Unbraced Length (1-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
MAXIMUM TOTAL UNIFORM LOAD TABLES
50 ksi
3-103
Table 3-10 (continued)
M
W Shapes
n
kip-ft
kip-ft
ASP
LRFD
1600
2400
Available Moment vs. Unbraced Length
ttfTW
W
W?7xl9
___
r—
1560
2340
■
I--- -----
-%-J
qzfc-iM
.....
W36x160
(Pt
_w 18x258
Available Moment, M n /Q (8 kip-ft increments) §M n (12 kip-ft increments)
1520
2280
-:TW3Qx-1-7_3.
...
1480
2220
to
rW36x150 J
1440
2160
1400
2100
LA W*'
T"
..
VW
wv WtV
7_W1_8x234;4■ft
1360
2040
’
®-
$1
-w 2-W1320
1980
1280
1920
s
...J.
r*- —'Vi
1240
~upi~ v
1 'Mj
1860
ZwtfejvQ
’N)
1200
1800
6
10
14
18
22
Unbraced Length (1-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
26
30
3-104
DESIGN OF FLEXURAL MEMBERS
ii
ii
£
3 -
Table 3-10 (continued)
W Shapes
Available Moment vs. Unbraced Length
o
Tf
CO
CM
o
CM
CM
CM
I 'X
W
N
O
mtg
IX. .4 ______L.z—J
pi ir
Available Moment, M n /Q (8 kip-ft increments) oM n (12 kip-ft increments)
o
co
CM
CM
o
CM
in
's
30
34
46
42
38
Unbraced Length (1-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
50
54
3-105
MAXIMUM TOTAL UNIFORM LOAD TABLES
Fy ~ 50 ksi
Table 3-10 (continued)
W Shapes
<|>M„
kip-ft
kip-ft
ASD
LRFD
1200
1800
Available Moment vs. Unbraced Length
it
_
1180
1770
|
PV>I
i<> M
I
.. .I. i.. 1. 4'W ' v Wt
I ! I '§■ ' V f •
4 , L_-‘U.L.1_'
:
■
B
W24X162 — ~
'1.
1 f S'
t.co
>£»
NS
1\1T i
-tev
1160
W27x146U
1740
p\M
r .....'NJ...
I§
1140
te
1710
;JLJS.
*
rprtg
wAX
*£ V
1O0
.W V
V
-r, ‘
I
--*-H
I','’
-nr
st:
co> ■
g?u
NJ. 1
O,
1120
1680
1100
1650
■w
1080
1620
■ ■;■ ICP
...4.—
h
1590
1040
1560
1020
1530
1000
1500
i
6
10
T TT-J--rrr
1060
i
Available Moment, M n /Q (4 kip-ft increments) M n (6 kip-ft increments)
¥
—. kii
14
18
22
Unbraced Length (1-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
26
30
3-106
DESIGN OF FLEXURAL MEMBERS
Ey = 50ksi
Table 3-10 (continued)
W Shapes
>M n
kip-ft
kip-ft
ASD
LRFD
1200
1800
Available Moment vs. Unbraced Length
1180
1770
1160
1740
1140
1710
1120
1680
1100
1650
1080
1620
__
W33X2Q1L
W 40x1 99 i
Available Moment, M n !Q. (4 kip-ft increments) §M n (6 kip-ft increments)
I
Aft
i _j
'W
•CD
•X
1060
LiUlt4---ipyV’T
- --
1590
i W,
W
A 'CD
I
B
■n-'* ’ ”;r
Its
--- A iN
T’S“
it
'co*1 1
1040
1560
BxX
1s n
tT.fe'
1 1 i-t
1020
f
1530
-
1000
iSite
-MV
isfr
i
w
rtAro —
SX—
ft
1500
30
46
42
38
Unbraced Length (1-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
50
54
3-107
M A X I M U M TOTAL UNIFORM LOAD TABLES
Fy = 5 0 k s i
Table 3-10 (continued)
C# = 1
W Shapes
M„/Q
kip-ft
ASD
LRFD
1000
1500
990
1485
Available Moment vs. Unbraced Length
ogvxgewv
kip-ft
'
1470
970
1455
960
1440
950
1425
940
1410
930
1395
920
1380
910
1365
900
1350
M-T'i
4.-691X££M
~6iz
—zgixCCM
~ 8Vl-X0SM~
~~c£jx9£M-
1
T
-09 kX9£M
&WM
&
66-1-
! W33X141
Available Moment, M n Kl (2 kip-ft increments) §M n (3 kip-ft increments)
‘.
980
- mil
j..4......
{ ; II
10
14
18
22
Unbraced Length (1-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
26
3-108
Q)
O
CD
Q.
o'
Q)
o
■
~ '7— T
to
1
<D
O
1
i
"O
cu
i
.E (/) 3
r <D c
CD
CT
CD
DESIGN OF FLEXURAL MEMBERS
j
in
O)
co
it
IL.
:..
w
o>
CD
Available Moment,
(2 kip-ft increments) 6M n (3 kip-ft increments)
-W33X201
j
-W30X173L.
■
30
34
46
42
38
Unbraced Length (1-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
50
3-109
MAXIMUM TOTAL UNIFORM LOAD TABLES
Fy = 5 0 ksi
Table 3-10 (continued)
W Shapes
900
1350
890
1335
880
1320
870
1305
860
1290
850
1275
840
1260
830
1245
820
1230
810
1215
800
1200
Available Moment vs. Unbraced Length
__i—
rTTci i pTfT'A.
LRFD
-
6
10
14
18
22
Unbraced Length (1-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
d T J Uj - Ui . _
■iA *- rH~~.r
ASD
.+ i W40x149. -----
kip-ft
W33X130
Available Moment, M n /Q (2 kip-ft increments) §M n (3 kip-ft increments)
MJQ.
kip-ft
26
30
3-110
DESIGN OF FLEXURAL MEMBERS
Fy = 50 ksi
Table 3-10 (continued)
LRFD
Available Moment vs. Unbraced Length
-
in
co
co
'■\92”+”
"H
Available Moment, Mn /Q (2 kip-ft increments) §M n (3 kip-ft increments)
W40X215
....I'" i
W33X201
wi*’ ~ -
ASD
W Shapes
----- ------------L------s------
kip-ft
s
<\>Mn
kip-ft
CO
M„/Q
W40x215"
rwfaxi&'.V-~4-4*
§
30
34
38
42
46
Unbraced Length (1-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
50
54
MAXIMUM TOTAL UNIFORM LOAD TABLES
50 ksi
3-111
Table 3-10 (continued)
W Shapes
$M n
kip-ft
kip-ft
ASP
LRFD
800
1200
Available Moment vs. Unbraced Length
g-Tto-
O
.
790
1185
780
1170
S'UU
.toUhL
i in
Th:
.i..14.
Available Moment, M n /Q (2 kip-ft increments) $M n (3 kip-ft increments)
wU-*
oik
no
1155
760
1140
W2.1x122; j
? to
750
1125
—
to..
V-i
00
to 'to
rvr
740
1110
730
1095
W18 x 1 3 0 ;
W24xi04
720
1080
kO
710
1065
co!
lo
700
|00
1050
6
8
10
12
14
16
18
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
20
22
3-112
DESIGN OF FLEXURAL MEMBERS
Fy = 5 0 k s i
Table 3-10 (continued)
W Shapes
kip-ft
ASD
LRFD
800
1200
790
1185
780
1170
770
1155
760
1140
750
1125
740
1110
730
1095
720
1080
710
1065
700
1050
Available Moment vs. Unbraced Length
Available Moment, M n /Q (2 kip-ft increments) §M n (3 kip-ft increments)
-------T
kip-ft
|
22
24
26
34
32
30
28
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
36
38
MAXIMUM TOTAL UNIFORM LOAD TABLES
50 ksi
3-113
Table 3-10 (continued)
W Shapes
kip-ft
kip-ft
ASP
LRFD
700
1050
Available Moment vs. Unbraced Length
WSIxITL
p
roor
x_>■1
\
.. o
690
tei
Sb
- o-
1035
Available Moment, M n i£l (2 kip-ft increments) <fyM n (3 kip-ft increments)
— V—
680
1020
670
1005
■ -co'
iW
koX
00
I'!
i-’V
660
990
IO
L\ —L—
yO I
650
975
640
960
Mi r
... A.
630
945
I o
620
930
o
ICO
610
915
600
900
4&L
6
8
10
12
14
16
18
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
20
22
3-114
DESIGN OF FLEXURAL MEMBERS
Fy = 5 0 ksi
Table 3-10 (continued)
Available Moment, M n /£l (2 kip-ft increments) oM n (3 kip-ft increments)
Cb = '
M n!Q.
W Shapes
kip-ft
kip-ft
ASD
LRFD
700
1050
690
1035
680
1020
670
1005
660
990
650
975
640
960
630
945
620
930
610
915
600
900
Available Moment vs. Unbraced Length
22
24
26
34
32
30
28
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
36
38
3-115
MAXIMUM TOTAL UNIFORM LOAD TABLES
Fy = 5 0 k s i
Table 3-10 (continued)
C6 = 1
W Shapes
kip-ft
kip-ft
ASD
LRFD
600
900
590
885
Available Moment vs. Unbraced Length
j-
T7V14XJ32.
580
870
Available Moment, Afn /Q (2 kip-ft increments) §M n (3 kip-ft increments)
-■ W18x106 _ r _ ’ L
570
855
560
840
550
825
540
810
530
795
520
780
510
765
500
750
¥
5
W14x120 '
W24x26 I
6
8
10
18
16
14
12
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
20
22
3-116
DESIGN OF FLEXURAL MEMBERS
F, = 50ksi
Ch = 1
Table 3-10 (continued)
W Shapes
Available Moment, M n /£l (2 kip-ft increments) §M n (3 kip-ft increments)
Mn /Q
kip-ft
kip-ft
ASD
LRFD
600
900
590
885
580
870
570
855
560
840
550
825
540
810
530
795
520
780
510
765
500
750
Available Moment vs. Unbraced Length
22
24
26
28
30
32
34
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
36
38
3-117
MAXIMUM TOTAL UNIFORM LOAD TABLES
Fy = 5 0 k s i
Table 3-10 (continued)
C„ = 1
W Shapes
kip-ft
kip-ft
ASD
LRFD
500
750
490
735
480
720
470
705
460
690
450
675
440
660
Available Moment vs. Unbraced Length
&
W14x109
--<yr
I
430
645
420
630
410
615
400
600
06XQSM.
Available Moment, M n Kl (2 kip-ft increments) §M n (3 kip-ft increments)
§M n
6
8
10
12
14
16
18
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
20
22
3-118
DESIGN OF FLEXURAL MEMBERS
Fy = 50ksi
Table 3-10 (continued)
W Shapes
kip-ft
ASD
LRFD
500
750
490
735
480
720
470
705
460
690
450
675
440
660
430
645
420
630
410
615
400
600
Available Moment vs. Unbraced Length
-J"
Available Moment, Mn !£l (2 kip-ft increments) §M n (3 kip-ft increments)
(|)Mn
kip-ft
22
24
26
28
30
32
34
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, 1NC.
36
38
3-119
MAXIMUM TOTAL UNIFORM LOAD TABLES
Fy = 50 ksi
Table 3-10 (continued)
Available Moment, M n /£1 (2 kip-ft increments) §M n (3 kip-ft increments)
V1
M„/Q
$M n
kip-ft
kip-ft
ASD
LRFD
400
600
390
585
380
570
370
555
360
540
350
525
340
510
330
495
320
480
W Shapes
Available Moment vs. Unbraced Length
KL
310
\W12x87
465
■55
l
'
_
14:v
u
I
ir
■
TTST-’TrWl
300
\
■
450
6
8
10
12
14
16
18
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
20
22
3-120
DESIGN OF FLEXURAL MEMBERS
Fy = 50ksi
Table 3-10 (continued)
Available Moment, M ff /Q (2 kip-ft increments) $M n (3 kip-ft increments)
=1
W Shapes
kip-ft
kip-ft
ASP
LRFD
400
600
390
585
380
570
370
555
360
540
350
525
340
510
330
495
320
480
310
465
300
450
Available Moment vs. Unbraced Length
22
24
26
28
30
32
34
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
36
38
MAXIMUM TOTAL UNIFORM LOAD TABLES
50 ksi
3-121
Table 3-10 (continued)
kip-ft
®M n
kip-ft
ASP
LRFD
300
450
290
435
W Shapes
Available Moment vs. Unbraced Length
1 2X 9
...tk
_ _ Z V..
“S'k . rr r _r -p” -
Available Moment, M n /£l (2 kip-ft increments) oM n (3 kip-ft increments)
W 1 0 x 8 8 ! ? Jet
280
420
270
405
tv
VW1 2x72.
..Ml.. . j.
260
390
250
375
240
360
.IS1
ri
230
345
1__L
hv220
330
■.A
? i\
210
315
200
300
&
6
8
~.CP
10
12
14
16
18
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
20
22
DESIGN OF FLEXURAL MEMBERS
3-122
50 ksi
Table 3-10 (continued)
M n !Q.
$M n
kip-ft
kip-ft
ASP
LRFD
300
450
W Shapes
Available Moment vs. Unbraced Length
.[.rffi. .1 ..i.
290
435
iT'/k
Available Moment, Afn /Q (2 kip-ft increments) §M n (3 kip-ft increments)
280
&
-AS-P
420
W+
‘ ...Xpp
270
......
405
vO'!
>CD
260
390
250
375
...........
240
5?;
360
ix'J
230
345
" \a®‘,
--- — I— t
%\
220
330
-f-—
210
315
200
300
, 'CD
22
24
26
28
30
32
34
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
36
38
MAXIMUM TOTAL UNIFORM LOAD TABLES
Fy = 50 ksi
Available Moment, M rt /Q (1 kip-ft increments) oM n (1.5 kip-ft increments)
C
b= '
3 - 123
Table 3-10 (continued)
,
W Shapes
kip-ft
Ikip-ft
ASP
ILRFD
200
300
196
294
192
288
188
282
184
276
Available Moment vs. Unbraced Length
: ________
1 W14X48
i ;
r-W1
t "; r
F_ —p_ — "
W 16x40 ------- j
188
270
176
264
kite
to -
W14X43.
■te
172
258
! i 1 ‘ A1' l
!
’ 11: * 1
■I--—
168
252
:.W10x54;
W 18x35—
164
246
160
240
;_W_12x_45
W16x36
2
4
6
8
10
12
14
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
16
18
3- 1 24
DESIGN OF FLEXURAL MEMBERS
Fy = 50ksi
C
Table 3-10 (continued)
1
W Shapes
kip-ft
ASP
LRFD
200
300
Available Moment vs. Unbraced Length
”\N18x65 -I-
kip-ft
Available Moment, Mn /Q (1 kip-ft increments) <t>Afn (1.5 kip-ft increments)
294
192
288
188
282
184
276
180
270
264
172
258
168
164
160
240
18
20
22
24
26
28
30
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
32
34
DESIGN OF FLEXURAL MEMBERS
Fy = 50ksi
3-125
Table 3-10 (continued)
C =1
W Shapes
Available Moment, Mn /Q (1 kip-ft increments) §M n (1.5 kip-ft increments)
M n /Q
kip-ft
kip-ft
ASP
LRFD
160
240
156
234
152
228
148
222
144
216
140
210
136
204
132
198
128
192
Available Moment vs. Unbraced Length
Y_
124
120
180
I •>- k
■ CJV i t
2
6
8
10
12
14
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
16
t
18
DESIGN OF FLEXURAL MEMBERS
3- 1 26
Table 3-10 (continued)
W Shapes
Available Mememt, Mn /Q (1 kip-ft increments) $M n {1.5 kip-ft increments)
Available Moment vs. Unbraced Length
18
20
22
24
26
28
30
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
32
34
MAXIMUM TOTAL UNIFORM LOAD TABLES
Fy - 5 0 k s i
Table 3-10 (continued)
c„=i
Available Moment, M rt /Q (1 kip-ft increments) §M n (1.5 kip-ft increments)
3-127
M n /£l
M
kip-ft
kip-ft
ASD
LRFD
120
180
116
174
112
168
108
162
104
156
100
150
W Shapes
n
Available Moment vs. Unbraced Length
W10x33
96
144
W12x26
92
138
88
132
84
126
W14X22 [.
80
120
2
4
6
8
10
12
14
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
16
18
DESIGN OF FLEXURAL MEMBERS
3-128
Fy = 50 ksi
Table 3-10 (continued)
W Shapes
kip-ft
kip-ft
ASD
LRFD
Available Moment vs. Unbraced Length
i Vd l*l I ’I H I I I I l\l I I T i I H
180
Available Moment, M / Q (1 kip-ft increments) $M n (1.5 kip-ft increments)
116
112
168
104
156
100
150
96
144
92
138
88
132
84
126
80
120
—.
18
20
22
24
26
28
30
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
32
MAXIMUM TOTAL UNIFORM LOAD TABLES
Fy = 5 0 k s i
Table 3-10 (continued)
Cd = 1
Available Moment, M n !£l (1 kip-ft increments) §M n (1.5 kip-ft increments)
3-129
M n /Q
®M n
kip-ft
kip-ft
ASD
LRFD
80
120
76
114
72
108
68
102
64
96
60
90
56
84
52
78
48
72
44
66
40
60
W Shapes
Available Moment vs. Unbraced Length
W8x28 ;
2
4
6
14
12
10
8
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
16
18
DESIGN OF FLEXURAL MEMBERS
3-130
50ksi
Table 3-10 (continued)
Available Moment, M n !Q. (1 kip-ft increments) §M n (1.5 kip-ft increments)
W Shapes
kip-ft
kip-ft
ASP
LRFD
80
120
76
114
72
108
68
102
64
96
60
90
56
84
Available Moment vs. Unbraced Length
W.
52
78
48
72
44
66
40
60
18
20
22
24
26
28
30
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
32
34
MAXIMUM TOTAL UNIFORM LOAD TABLES
50 ksi
3-131
Table 3-10 (continued)
kip-ft
®M n
kip-ft
ASP
LRFD
40
60
W Shapes
Available Moment vs. Unbraced Length
...
Available Moment, Afn /Q (1 kip-ft increments) (|)Af (1.5 kip-ft increments)
I <$\
36
54
32
48
28
42
24
36
20
30
16
24
12
18
12
3
2
4
6
8
10
12
14
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
16
18
3-132
DESIGN OF FLEXURAL MEMBERS
Available Moment, Mn /Q (2 kip-ft increments) §M n (3 kip-ft increments)
F = 36 ksi
Table 3-1 1
Mn /Q
$M n
kip-ft
kip-ft
ASD
LRFD
180
270
172
258
164
246
156
234
148
222
Channels
Available Moment vs. Unbraced Length
MC 18x58
MC18x5L9
MC1 8x45.8,
140
210
: MC18x42.7-
132
198
124
186
tyCl5x50'
£*..
116
174
MCI 3x50
108
162
; C15x40
MC12x50
100
150
0
2
4
6
8
10
12
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
14
16
MAXIMUM TOTAL UNIFORM LOAD TABLES
36 ksi
3-133
Table 3-1 1 (continued)
Channels
$M n
kip-ft
kip-ft
ASP
LRFD
100
150
Available Moment vs. Unbraced Length
— \Q
.O
t<£>-
96
144
Available Moment, Mn /Q (1 kip-ft increments) §M n (1.5 kip-ft increments;
7MQ12X45
92
138
88
132
Illi■MC13x40
Ao
012x40.
84
126
80
120
..
~MC13x3r5 —
LET
Vr. \
XT
MC13x31.8
76
114
72
108
68
102
•MCl2x3lt
&W
;
64
60
\
96
90
C12x30-.
MC10x33.6
0
2
4
6
8
12
10
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
14
16
DESIGN OF FLEXURAL MEMBERS
3-134
36 ksi
Table 3-11 (continued)
Channels
Available Moment, M n l£l (1 kip-ft increments) t)M n (1.5 kip-ft increments)
$M n
kip-ft
kip-ft
ASP
LRFD
100
150
96
144
92
138
88
132
Available Moment vs. Unbraced Length
&L-j.—i
84
126
80
120
76
114
72
108
68
102
64
96
60
90
-fe-Pu-
16
18
20
22
24
26
28
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
30
32
MAXIMUM TOTAL UNIFORM LOAD TABLES
Fy = 36 ksi
3-135
Table 3-1 1 (continued)
C„ = 1
Available Moment, M n /Q (0.5 kip-ft increments) §M n (0.75 kip-ft increments)
Channels
kip-ft
kip-ft
ASD
LRFD
60
90
58
87
56
84
54
81
Available Moment vs. Unbraced Length
MC10x28.5
C12x25
52
78
50
75
48
72
MCI 0x25 j
46
012x20.7
69
.™
,__i
44
•
>
66
M.
m
42
63
40
60
0
2
4
6
8
10
12
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
14
16
DESIGN OF FLEXURAL MEMBERS
3-136
Fy = 36ksi
Table 3-1 1 (continued)
c«=1
Channels
kip-ft
kip-ft
ASD
LRFD
60
90
Available Moment vs. Unbraced Length
lo
ico
IX
Available Moment, M n /Q (0.5 kip-ft increments) $M n (0.75 kip-ft increments)
th
54
81
52
78
50
75
48
72
46
69
t!
:
44
4
66
'u?—}■
1
I"*"!
42
63
40
60
16
18
20
22
24
26
28
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, 1NC.
30
32
MAXIMUM TOTAL UNIFORM LOAD TABLES
Fy = 3 6 k s i
Table 3-1 1 (continued)
=1
Available Moment, M n /Q (0.5 kip-ft increments) §M n (0.75 kip-ft increments)
3-137
Channels
kip-ft
kip-ft
ASD
LRFD
40
60
38
57
36
54
34
51
32
48
30
45
28
42
26
39
24
36
22
33
20
30
Available Moment vs. Unbraced Length
0
2
4
6
8
10
12
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
14
16
3-138
DESIGN OF FLEXURAL MEMBERS
Fy - 3 6 k s i
Table 3-11 (continued)
VI
M„/n
$M n
kip-ft
kip-ft
ASP
LRFD
40
60
38
57
Channels
Available Moment vs. Unbraced Length
-W
i. W
i £7
Available Moment, M n /Q (0.5 kip-ft increments) $/wn (0.75 kip-ft increments)
-i----- c P ’
36
54
34
51
32
48
-
30
45
28
42
26
39
-«s>
24
36
22
33
-'fe-T
Xy.
20
30
16
18
20
22
24
26
28
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
30
32
MAXIMUM TOTAL UNIFORM LOAD TABLES
F „ - 3 6 ksi
3-139
Table 3-1 1 (continued)
Af„/Q
<bMn
kip-ft
kip-ft
ASP
LRFD
20
30
Channels
Available Moment vs. Unbraced Length
Available Moment, M n /Q (0.5 kip-ft increments) <>Af (0.75 kip-ft increments)
hu
18
27
16
24
14
21
\gr
p
_MC8j<8 5
12
18
\or
10
g\o
“\cn
15
12
4?c
0
2
4
6
8
10
12
Unbraced Length (0.5-ft increments)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
14
16
3-140
DESIGN OF FLEXURAL MEMBERS
Table 3-12
-x
x-
Available
Flexural
_.
i.
. ■ r.
Strength, kip-ft
HSS20-HSS12
"«®"9ular
X-Axis
Shape
HSS20x8x
LRFD
ASD
LRFD
528
794
350
527
432
649
254
305
459
226
339
638
X-Axis
111
167
382
1
/2
169
254
92.7
169
255
3
/s
131
198
62.6
139
94.2
130
196
5
/l6
112
168
48.7
73.2
1
/4
90.9
137
35.2
53.0
/l6
62.7
94.3
22.8
34.2
5
/8
168
252
65.4
98.3
1
/2
140
211
55.4
83.3
3
/8
110
165
37.5
56.3
/l6
93.3
140
29.2
43.9
1
/4
76.2
115
21.1
31.8
20.4
209
314
524
152
229
404
101
152
223
336
76.8
115
264
397
62.7
94.3
205
171
308
42.2
63.4
257
32.1
48.3
131
198
22.8
34.3
HSS14x4x
140
210
257
386
102
153
198
298
68.0
102
3
HSS12x10x
/l6
55.4
83.2
13.6
1
/2
181
272
160
240
3
/8
140
211
116
175
/l6
111
133
/4
78.9
166
119
88.7
1
65.5
98.5
168
252
52.2
78.5
132
198
37.3
56.1
379
569
310
310
466
240
HSS12x8x
466
360
5
/8
188
283
142
214
1
/2
156
235
118
178
3
130
/8
122
183
86.8
/l6
103
155
66.3
99.7
1
/4
77.8
117
48.8
73.4
75.2
32.1
48.3
5
221
333
159
238
166
249
123
185
296
445
182
273
3
HSS16x8x
243
366
142
213
188
283
94.3
142
159
240
73.0
110
HSS12x6x
/l6
50.0
5
/e
158
237
96.6
1
/2
132
198
80.9
145
122
3
/8
103
155
59.9
90.1
/l6
132
46.1
69.4
/4
87.5
71.4
107
33.8
50.8
33.1
5
119
178
52.6
79.1
1
HSS16x4x
213
321
74.6
112
177
267
58.8
88.3
138
LRFD
Q fi = 1.67
Ob - 0 . 9 0
59.2
117
176
30.4
45.7
142
21.8
32.8
100
13.9
414
218
328
227
341
180
271
263
120
3
HSS12x4x
/l6
49.6
74.6
22.0
5
/8
127
192
56.3
84.6
1
/2
107
161
47.9
71.9
3
53.8
/e
84.2
127
35.8
/l6
71.9
108
27.7
41.6
1
/4
58.8
88.4
20.3
30.5
/l6
44.3
66.6
13.1
19.7
3
/8
79.6
120
30.2
45.4
/l6
67.9
102
23.4
35.1
5
20.9
275
175
ASD
39.4
94.3
66.9
HSS14x10x
208
LRFD
306
5
HSS16x12x
ASD
204
269
466
LRFD
/8
349
310
n
ASD
5
HSS14x6x
5
HSS18x6x
6M
° n
3
HSS20x4x
Y-Axis
M
Shape
ASD
425
HSS
Y-Axis
Wn
HSS20x12x
r = 46 ksi.
F
y
180
3
1
HSS12x3 /2X
5
137
207
93.2
140
97.3
146
68.2
103
Note: Values above are reduced for compactness criteria, when appropriate. See Table 1-12 for
limiting dimensions for compactness.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
AVAILABLE FLEXURAL STRENGTH OF HSS
3-141
Y
Table 3-12 (continued)
, .
c = 46
ACksi
F
y
Available Flexural
Stmnath. kin-ft
x
-x
Rectangular HSS
HSS
HSSS
Y-Axis
Afn /Q
X-Axis
X-Axis
Shape
M
5
HSS12x3x
/l6
1
3
5
HSS12x2x
/4
/l6
19.2
28.8
52.5
79.0
14.1
21.2
5
9.15
13.7
1
39.6
59.5
84.5
11.2
16.8
46.3
69.5
52.4
8.37
12.6
8.24
5
/4
/l6
/8
/2
34.9
215
143
179
119
5.48
122
102
/8
93.0
79.0
140
119
79.8
63.8
60.0
90.2
46.1
69.2
58.6
30.7
46.2
5
118
177
82.1
123
/8
/2
98.7
148
69.1
104
3
/8
77.5
116
54.4
81.8
99.3
43.9
54.1
81.3
31.8
47.9
/l6
37.9
57.0
21.1
31.7
3
69.8
105
42.9
64.5
/l6
59.6
89.5
34.7
/4
48.8
73.4
25.3
38.0
37.3
56.1
16.7
25.1
5
3
/8
/2
/8
92.6
78.3
62.0
139
118
93.2
47.2
40.3
32.2
70.9
60.6
/l6
53.1
79.8
26.1
39.3
43.6
65.5
19.1
28.7
/l6
33.4
50.2
12.6
18.9
1
/8
20.7
31.1
6.84
10.3
1
/2
73.2
110
33.8
50.8
3
5
/l6
1
3
/8
58.2
49.8
/8
19.0
28.5
4.72
7.10
3
/e
46.6
70.0
13.2
19.9
/l6
40.1
60.3
10.8
16.2
1
/4
33.2
49.8
7.86
11.8
/l6
25.6
38.4
5.25
7.89
1
16.3
24.6
2.83
4.25
140
117
/8
111
167
93.0
1
/2
92.9
140
78.1
3
/8
72.9
110
61.4
92.3
/l6
62.2
93.4
52.4
78.7
/4
50.9
76.5
37.3
56.0
/t6
32.3
48.6
25.0
37.6
58.1
87.3
74.1
5
/s
88.3
133
1
/2
74.7
112
3
/8
59.1
88.8
49.3
39.2
/l6
50.5
75.9
33.6
50.5
1
/4
41.5
62.4
24.3
36.5
/l6
31.8
47.8
16.2
24.3
1
74.9
22.1
/2
56.4
84.8
24.8
37.3
45.2
67.9
20.2
30.4
5
/l6
38.9
58.5
17.5
26.3
1
/4
32.1
48.3
12.7
19.1
/l6
24.7
37.2
8.50
12.8
5
/8
82.8
124
67.7
102
1
/2
69.9
105
57.3
86.1
3
/8
55.3
83.1
45.4
68.2
/l6
47.3
71.1
38.8
58.4
1
38.8
58.4
30.1
45.2
27.5
41.4
19.7
29.7
40.8
33.2
61.6
16.1
24.3
31.5
47.3
10.6
16.0
20.3
30.5
5.75
8.65
41.0
/l6
/8
ASD
LRFD
Q ft = 1.67
= 0.90
58.9
%
5
27.2
/8
5
3
/4
1
87.4
HSS8x6x
27.3
1
3
/4
18.1
20.0
48.4
1
3
HSS9x3x
46.6
13.2
3
1
33.6
8.75
52.2
/l6
22.3
70.0
13.3
5
1
5
/s
HSS9x5x
54.3
44.3
65.9
66.1
/4
LRFD
29.5
3
/l6
ASD
81.6
38.4
1
1
3
HSS9x7x
LRFD
/4
5
1
5
/l6
ASD
/l6
5
95.9
/8
Y-Axis
M n /Q <Wn
57.7
120
39.0
3
3
153
/4
5
HSS10x2x
184
/l6
3
HSS10x3x
3
/l6
1
HSS10x31/2
LRFD
96.2
56.2
3
HSS10x4x
ASD
64.0
/l6
1
HSS10x5x
LRFD
3
5
HSS10x6x
ASD
1
3
HSS10x8x
n
Shape
/4
/l6
Note: Values above are reduced for compactness criteria, when appropriate. See Table 1-12 for
limiting dimensions for compactness.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DESIGN OF FLEXURAL MEMBERS
3-142
Y
Table 3-12 (continued)
-x
x-
Available Flexural
.
StrAnath. kin-ft
Rectangular HSS
HSS8-HSS5
X-Axis
Mn!Q.
Shape
HSS8x4x
5
LRFD
ASD
LRFD
63.0
94.7
38.1
57.2
3
HSS7x2x
1
ASD
LRFD
ASD
LRFD
/4
17.5
26.4
6.94
10.4
/2
53.8
13.7
20.5
4.67
7.01
43.0
64.7
32.8
26.4
/l6
/8
39.6
1
/8
9.49
14.3
2.63
3.95
/l6
37.0
55.6
22.7
34.2
1
/2
39.5
59.4
1
34.8
30.5
45.9
17.8
26.7
3
/8
31.8
47.8
28.0
52.3
42.1
36.3
/4
HSS6x5x
/l6
23.5
35.3
11.8
17.7
5
/l6
27.4
41.2
1
24.2
/8
14.7
22.1
6.53
9.82
1
/4
22.7
34.1
20.0
30.1
1
/2
45.8
68.8
22.1
33.3
3
/l6
17.5
26.3
14.5
21.8
3
/8
36.9
55.5
18.1
27.2
1
/8
9.80
14.7
8.12
12.2
/l6
31.9
47.9
15.7
23.6
1
/2
33.6
50.5
25.2
37.9
1
/4
26.4
39.6
12.3
18.6
3
/8
27.3
41.0
20.5
30.8
/l6
20.4
30.6
8.19
12.3
5
/l6
35.4
17.8
26.7
1
23.6
/8
13.8
20.8
4.52
6.79
1
/4
19.6
29.4
14.8
22.2
/8
30.8
46.3
10.6
15.9
3
/l6
15.2
22.8
10.8
16.2
/l6
26.7
14.0
1
/8
9.65
14.5
6.07
9.12
/4
22.2
40.1
33.4
9.33
1
7.37
11.1
1
/2
27.7
41.7
16.7
25.1
/l6
17.2
25.9
4.90
7.37
3
/8
22.7
34.2
20.8
1
13.8
/8
11.7
17.6
2.71
4.07
5
/l6
19.8
29.7
12.1
18.2
1
/2
50.2
75.4
39.6
59,6
1
/4
16.5
24.8
10.1
15.2
3
/8
40.1
60.2
31.7
47.7
3
/l6
12.8
19.3
7.46
11.2
/l6
34.4
51.8
27.3
41.1
1
/8
8.89
13.4
4.20
6.31
1
/4
28.4
42.7
22.6
33.9
3
/8
18.2
27.4
7.94
11.9
/l6
21.8
32.8
14.9
22.4
5
/l6
24.0
7.05
10.6
1
16.0
/8
12.1
18.2
8.47
12.7
1
/4
13.4
20.2
5.99
9.01
1
/2
43.2
64.9
29.0
43.6
3
/l6
10.5
15.8
4.46
6.70
3
/8
34.7
52.2
23.4
35.2
1
7.33
11.0
2.52
3.79
/l6
30.0
45.0
20.3
30.5
1
/2
25.1
37.8
21.5
32.2
1
/4
24.8
37.3
16.8
25.3
3
/8
20.6
30.9
17.6
26.5
/l6
19.1
28.7
11.2
16.8
5
/l6
17.9
15.3
23.0
1
12.1
18.1
6.33
9.51
1
3
5
3
5
3
5
3
HSS7x3x
ASD
3
3
HSS7x4x
Y-Axis
49.3
5
HSS7x5x
X-Axis
Shape
80.9
3
HSS8x2x
Y-Axis
M n /Q (|)Mn
1
5
HSS8x3x
/s
_,C1 .
Fy
v = 46 ksi
HSS6x4x
HSS6x3x
HSS6x2x
HSS5x4x
/8
/4
14.9
26.9
22.4
12.8
19.2
1
/2
36.2
54.4
19.4
29.2
3
/l6
11.6
17.4
9.95
15.0
3
/e
29.4
44.2
16.0
24.0
1
7.45
11.2
5.72
8.60
/l6
38.3
13.9
/4
25.5
21.2
31.8
11.6
20.9
17.4
/l6
16.4
24.6
7.80
11.7
1
11.3
17.0
4.38
6.58
5
1
3
/8
/8
ASD
LRFD
Q ft = 1.67
0 6 =O.9O
/8
Note: Values above are reduced for compactness criteria, when appropriate. See Table 1-12 for
limiting dimensions for compactness.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
AVAILABLE FLEXURAL STRENGTH OF HSS
3-143
Y
ICIUIC7 w
F
= 46
ksi
.
1 fc.
IllllUvtlj
Available Flexural
Rectangular HSS
X-Axis
Shape
Wn
HSS5x3x
ASD
LRFD
ASD
LRFD
/2
20.3
30.5
14.0
21.1
3
/8
16.8
25.3
11.7
/l6
14.7
22.1
10.3
1
ASD
LRFD
ASD
LRFD
/4
5.41
8.13
3.63
5.46
17.6
3
/l6
4.33
6.51
2.92
4.40
15.4
1
/8
3.09
4.64
2.09
3.15
1
HSS31 /2x2x
1
12.4
18.6
8.65
13.0
/4
4.53
6.82
2.43
3.65
14.5
6.79
10.2
3
/l 6
3.67
1
5.51
1.99
2.99
/8
6.73
10.1
3.96
5.95
1
/8
2.64
3.96
1.45
2.17
/4
11.1
16.7
6.78
10.2
/l6
5.75
8.65
5.06
7.60
/l6
8.70
13.1
5.35
8.04
1
/4
4.95
7.44
4.36
1
6.55
/8
6.08
9.14
3.14
4.72
3
/l6
3.96
5.96
3.49
5.25
/s
13.1
19.7
6.62
9.95
1
/8
2.82
4.24
2.49
3.74
/l6
11.6
17.4
5.91
8.88
/l6
4.85
7.29
3.62
1
5.45
/4
9.81
14.7
5.05
7.59
1
/4
4.21
6.33
3.16
4.75
/l6
7.74
11.6
4.02
6.04
3
/l6
3.40
5.11
2.56
3.85
1
/8
5.43
8.16
2.37
3.57
1
/8
2.44
3.66
1.84
2.77
3
/8
11.7
17.7
9.58
14.4
1
/4
3.47
5.21
2.09
3.14
/l6
10.4
15.6
8.47
12.7
3
/l6
2.83
1
4.26
1.73
2.59
/4
8.76
13.2
7.17
10.8
1
/8
2.05
3.09
1.26
1.90
/l6
6.90
10.4
5.66
8.50
1
4.84
7.27
3.73
5.61
3
5
3
5
3
HSS4x2 1/2X
3
5
/8
/8
10.3
15.5
7.34
11.0
/l6
9.12
13.7
6.53
9.82
1
3
/4
/l6
1
/8
7.75
6.13
4.32
11.6
9.22
6.49
5.57
4.42
2.94
HSS31/2x1 1/2X
1
HSS3x2 /2X
HSS3x2x
1
HSS3x1 / 2 x
HSS3x1x
1
HSS2 /2x2x
5
5
3
/l6
2.27
3.41
0.991
1.49
1
/8
1.67
2.51
0.747
1.12
1
/4
3.14
4.73
2.69
4.04
/l6
2.56
3.86
2.20
3.30
1
/8
1.86
2.79
1.59
2.39
1
/4
2.54
3.81
1.75
2.64
/l6
2.10
3.16
1.46
2.20
1
1.54
2.31
1.08
1.62
3
8.37
6.65
4.42
HSS21/2x1 1 /2X
3
HSS4x2x
3
5
1
HSS3 /2X2 /2X
/8
8.82
13.3
5.30
7.96
/l6
7.88
11.8
4.76
7.16
1
/4
6.74
10.1
4.10
6.17
/l6
5.37
8.07
3.29
4.94
1
/8
3.80
5.71
2.21
3.32
3
/8
8.24
12.4
6.48
9.74
/l6
7.35
11.1
5.79
8.71
1
/4
6.28
9.44
4.96
7.46
/l6
5.00
7.51
3.96
5.95
3
1
3.54
5.32
2.81
4.22
3
1
$M n
9.66
3
HSS4x3x
$> n
Y-Axis
Mn Kl
/4
1
HSS5x2x
M
/l6
3
HSS5x2 1 /2x
X-Axis
Shape
1
5
HSS5-HSS2
Y-Axis
Mn!Q.
-X
x-
5
3
/8
ASD
LRFD
Q /) = 1.67
o d “0.90
HSS21/2x1x
HSS21/4x2x
1
HSS2x1 / 2 x
HSS2x1x
3
/8
/l6
1.64
2.46
0.826
1.24
1
1.22
1.84
0.629
0.945
/l6
2.19
3.28
2.01
3.03
1
/8
1.59
2.39
1.47
2.20
/l6
1.47
2.20
1.20
1.80
1
1.09
1.64
0.893
1.34
3
3
/8
/8
/l6
1.10
1.66
0.661
0.994
1
0.840
1.26
0.511
0.768
/8
Note: Values above are reduced for compactness criteria, when appropriate. See Table 1 -12 for
limiting dimensions for compactness.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DESIGN OF FLEXURAL MEMBERS
3-144
Table 3-13
-
Available Flexural
StrAnnth kin-ft
HSS16-HSS41/ 2
Square HSS
Shape
M n /Q
Shape
529
W
242
363
/l6 f
187
281
/2
285
428
3
/8 f
189
284
f
151
227
86.3
130
f
56.9
85.6
/8
168
252
/2
139
210
/8
108
163
/t6 f
129
/4f
86.1
64.4
96.8
/l6 f
42.8
64.3
/l6
200
111
167
/8
86.8
130
/l6
73.8
111
1
/4f
52.0
78.2
/l6 f
36.3
54.6
1
20.3
30.5
3
5
3
1
103
154
/2
86.0
67.6
/l6
57.6
86.6
1
/4 f
44.1
66.3
/l6 f
30.1
45.3
1
16.9
25.4
/8f
54.6
46.9
25.7
38.7
18.5
27.8
10.8
16.2
30.0
45.1
25.9
38.9
21.4
32.2
16.4
24.6
9.37
14.1
21.0
31.6
26.2
CO
i—
3/8
129
102
36.3
31.2
17.5
CD
3
/8
co
5
/8
HSS41/ 2x4 1/2X
80.0
68.3
45.0
CD
T—“
t—
in
5
HSS8x8x
f
53.2
45.4
36.5
CO
CO
133
/2
20.6
24.3
CM
V—
/8
1
35.5
30.0
CD
Tco
5
HSS5x5x
CO
1—
1—
m
HSS9x9x
HSS51/2X5 1/2X
53.6
23.6
13.7
CO
CO
/4f
35.6
CM
1—
1
D
Tco
175
CD
1—
in
223
116
CO
CO
149
/l6 f
T—
/8f
CD
T—
co
309
1
3
HSS6x6x
1—
376
206
3
5
65.2
CD
250
/2
1
76.2
m
/s
1
5
HSS10x10x
50.7
43.4
CO
CO
3
114
96.4
CM
T—
5
3
5
521
1
/l6
75.9
CO
LD
HSS12x12x
347
LRFD
64.1
'O’ *CO
1T'1—
co
5
/8
HSS7x7x
Wn
CD
T—
690
m
459
352
ASD
OO
CO
/8
1/ 2 f
5
HSS14x14x
LRFD
CM
\
T—
5
ASD
CO
LD
5
HSS16x16x
1
e = 46 ksi.
F
y
Shape exceeds compact limit for flexure with Fy = 46 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
13.5
20.3
8.04
12.1
23.4
35.2
19.2
28.8
16.7
25.1
13.9
20.9
10.8
16.3
6.48
9.73
AVAILABLE FLEXURAL STRENGTH OF HSS
3-145
Table 3-13 (continued)
_
. .
Fy = 46 ksi
Available Flexural
Stmncith. kin-ft
I
HSS4-HSS2
Square HSS
Shape
$M n
ASD
LRFD
/2
17.7
26.6
3
/8
14.7
22.1
/ie
12.8
19.3
1
10.8
16.2
/l6
8.42
12.7
1
5.48
8.23
10.8
16.2
/l6
9.50
14.3
1
/4
8.03
12.1
/l6
9.51
5
3
HSS31/2x3 1/2x
3
HSS3x3x
5
3
/4
/8f
3
5
f
Mn /Q
1
HSS4x4x
/8
1
/8
6.33
4.44
3
6.67
/8
7.46
11.2
/l6
6.66
10.0
1
/4
5.69
8.55
/l6
4.53
6.81
1
3.21
4.82
/8
-
<W n
Shape
ASD
HSS21/2x2 1/2X
5
/l6
1
3
HSS21/4X2 1/4X
3
HSS2x2x
3
LRFD
4.32
6.49
5.64
/4
3.75
/l6
3.03
4.55
1
/8
2.17
3.27
1
/4
2.93
4.41
/l6
2.39
3.60
1
/8
1.73
2.60
1
/4
2.21
3.33
/l6
1.83
2.75
1
1.34
2.02
/8
Shape exceeds compact limit for flexure with Fy = 46 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DESIGN OF FLEXURAL MEMBERS
3-146
Table 3-14
Available Flexural
Strength, kip-ft
HSS20.000HSS6.625
HSS18.000x
HSS16.000x
HSS14.000x
HSS12.750x
HSSIO.OOOx
HSS9.625x
<W n
Shape
ASD
LRFD
ASD
LRFD
0.500
371
558
0.625
78.9
119
0.375*
273
410
0.500
65.0
97.6
0.375
50.1
75.3
0.500
300
450
0.322
43.6
65.5
0.375*
225
338
0.250
34.4
51.7
0.188*
25.9
39.0
0.625
289
435
0.500
235
353
0.438
207
312
269
HSS8.625x
HSS7.625x
0.375
38.8
58.2
0.328
34.3
51.5
0.500
48.3
72.6
0.375
37.4
56.3
0.312
31.7
47.7
0.375
179
0.312*
147
221
0.250*
114
171
0.250
25.8
38.8
0.188
19.6
29.4
0.625
220
331
0.500
179
268
0.375
136
205
0.312
115
172
0.250*
88.8
133
HSS7.500x
HSS7.000x
0.500
41.7
62.7
0.375
32.4
48.7
0.312
27.5
41.3
33.6
147
221
0.250
22.4
0.375
113
169
0.188
17.0
25.5
0.250*
74.6
112
0.125*
11.0
16.6
0.500
103
155
0.500
40.1
60.3
0.375
79.2
119
0.375
31.2
46.9
0.250
54.0
81.2
0.312
26.5
39.8
0.250
21.6
32.4
0.188
16.4
24.6
55.7
0.500
HSS10.750X
Round HSS
M n /£1
Shape
HSS20.000x
Fy = 42 ksi
HSS6.875X
0.625
108
163
0.500
88.7
133
0.375
68.2
102
0.500
37.1
0.312
57.5
86.4
0.432
32.7
49.1
0.250
46.6
70.0
0.375
28.8
43.3
0.188*
34.0
51.2
HSS6.625X
0.312
24.5
36.8
0.280
22.1
33.2
30.0
0.500
81.8
123
0.250
20.0
0.375
63.0
94.6
0.188
15.2
22.8
0.312
53.2
79.9
0.125*
9.97
15.0
0.250
43.1
31.7
64.8
0.188*
ASP
LRFD
Q ft = 1 . 6 7
0 d = O.9O
47.7
* Shape exceeds compact limit for flexure with F = 42 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
AVAILABLE FLEXURAL STRENGTH OF HSS
3-147
Table 3 - 1 4 (continued)
Fy - 42 ksi
Available» Flexural
Strengtlh, kip-ft
HSS6.000HSS1.660
Rouncd H S S
Shape
OIICip<7
ASD
HSS6.000x
HSS5.563x
HSS5.500x
HSS5.000x
LRFD
HSS3.500x
9.47
29.9
45.0
0.313
6.30
0.375
23.4
35.2
0.300
6.08
9.14
0.312
19.9
29.9
0.250
5.22
7.85
6.90
0.280
18.0
27.0
0.216
4.59
0.250
24.4
0.203
4.35
6.53
0.188
16.2
12.4
18.6
0.188
4.04
6.07
0.125 f
8.30
12.5
0.125
2.79
4.19
0.500
25.4
38.2
0.250
3.75
5.63
0.375
19.9
29.9
0.216
3.31
4.97
0.258
14.3
21.4
0.203
3.13
4.71
0.188
10.6
15.9
0.188
0.134
7.69
11.6
0.152
0.500
24.8
37.2
0.375
19.4
29.2
0.258
13.9
20.9
0.500
20.1
HSS3.000x
HSS2.875X
2.92
4.38
2.42
3.63
0.134
2.15
0.125
2.02
3.23
3.04
5.14
'
0.250
3.42
0.203
2.86
4.30
30.2
0.188
2.66
4.00
0.125
1.85
2.78
0.375
15.9
23.8
0.312
13.5
20.4
HSS2.500X
0.258
11.4
17.1
0.250
2.52
3.79
0.250
11.1
16.7
0.188
1.98
2.97
0.188
8.50
12.8
0.125
1.38
2.08
0.125
5.80
8.72
0.250
2.25
3.38
0.375
12.6
19.0
0.218
2.01
3.03
0.337
11.5
0.188
1.77
2.66
0.237
8.45
17.3
12.7
0.154
1.50
2.25
0.188
6.83
10.3
0.125
1.24
1.87
0.125
4.67
7.02
0.188
1.09
1.64
0.313
8.41
12.6
0.145
0.883
1.33
0.250
0.237
6.94
10.4
0.120
0.746
1.12
6.60
9.91
0.226
6.33
9.51
0.140
0.639
0.961
0.220
6.19
9.31
HSS1.900X
HSS4.000x
LRFD
0.500
HSS2.375X
HSS4.500x
ASD
0.188
5.34
8.03
0.125
3.67
5.51
ASD
LRFD
Q ft =1.67
()>£ — 0.90
HSS1.660x
* Shape exceeds compact limit for flexure with F = 42 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DESIGN OF FLEXURAL MEMBERS
3-148
i
Table 3-15
Pipe
_ 35 k s j
Available Flexural Strength,
kip-ft
”
Shape
ASD
LRFD
Shape
Pipe 12 X-Strong
123
184
Pipe 12 Std
93.8
141
Pipe 10 X-Strong
86.0
129
Pipe 10 Std
64.4
96.8
Pipe 8 XX-Strong
87.2
131
Pipe 8 X-Strong
54.1
81.4
Pipe 8 Std
36.3
Pipe 6 XX-Strong
54.6
47.9
72.0
Pipe 6 X-Strong
27.3
41.0
Pipe 6 Std
18.5
27.8
ASD
LRFD
Q fc = 1.67
< = 0.90
ASD
LRFD
Pipe 5 XX-Strong
29.1
43.7
Pipe 5 X-Strong
16.6
24.9
Pipe 5 Std
11.9
17.9
Pipe 4 XX-Strong
Pipe 4 X-Strong
16.6
9.65
24.9
14.5
Pipe 4 Std
7.07
10.6
1
Pipe 3 /2 X-Strong
7.11
10.7
Pipe 31/2 Std
5.30
7.96
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
AVAILABLE FLEXURAL STRENGTH OF HSS
3-149
,
Table 3-15 (continued)
Pip©
F y = 35 ksi
Available Flexural Strength,
kip-ft
Shape
ASD
Shape
LRFD
1
Pipe 3 XX-Strong
8.55
12.8
Pipe 1 /4 X-Strong
Pipe 3 X-Strong
5.08
7.64
Pipe 3 Std
3.83
5.75
Pipe 21/2 XX-Strong
5.08
7.64
Pipe 21/2 X-Strong
3.09
4.64
Pipe 21/2 Std
2.39
3.59
Pipe 2 XX-Strong
2.79
4.19
Pipe 2 X-Strong
1.68
2.53
Pipe 2 Std
1.25
1.87
Pipe 1 1/2 X-Strong
0.958
1.44
0.736
1.11
1
Pipe 1 /2 Std
ASD
LRFD
=1.67
0 fi =O.9O
ASD
LRFD
0.686
1.03
Pipe 1 1/4 Std
0.533
0.801
Pipe 1 X-Strong
0.385
0.579
Pipe 1 Std
0.308
0.463
Pipe 3/4 X-Strong
0.207
Pipe 3/4 Std
0.164
0.311
0.247
Pipe 1/2 X-Strong
0.120
0.180
0.0969
0.146
1
Pipe /2 Std
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3-150
DESIGN OF FLEXURAL MEMBERS
Table 3-1 6a
36 ksi
Available Shear Stress, ksi
<.)i/n
A
Tension Field Action NOT Included
w
ASD
LRFD
12.9
19.4
12.0
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
■hi-’ 2.00
3.00
11-14-
LRFD
60
80
100
120
140
160
Tt'
180
h
200
220
240
260
280
300
iihzi
Hf
320
0.00 0.25
ASD
.67 o
0.50
0.75
1.00
1.25
1.50
1.75
2.00
2.25
2.50
a
h
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
2.75
3.00
Q.90
3-151
STRENGTH OF OTHER FLEXURAL MEMBERS
Table 3-1 6b
36 ksi
Available Shear Stress, ksi
Tension Field Action Included
w
ASD
LRFD
12.9
19.4
12.0
18.0
100
10.0
15.0
120
8.00
12.0
7.00
10.5
6.00
9.00
ASD
LRFD
60
TH
80
140
160
180
h
tw
200
U220
240
260
i-|
4pr
280
300
±LH
320
0.00 0.25
Q„=1.67|<|> y =0.90
0.50
0.75
1.00
1.25
1.50
1.75
2.00
2.25
2.50
a
h
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
2.75
3.00
3-152
DESIGN OF FLEXURAL MEMBERS
Table 3-1 7a
50 ksi
Available Shear Stress, ksi
0Kn
Tension Field Action NOT Included
w
60
80
100
Tit
q..
L
120
140
U,
l-u
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
6.00
9.00
5.00
7.50
4.00
6.00
3.00
4.50
2.00
3.00
ASD
LRFD
160
180
h
200
220
’tt
240
260
u
280
l-H
300
320
0.00
I I
iiiii
Q„= 1.67 0 , = 0.90
if [iniF
0.25
0.50
0.75
1.00
1.25
1.50
1.75
2.00
2.25
2.50
a
h
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
2.75
3.00
STRENGTH OF OTHER FLEXURAL MEMBERS
3-153
Table 3-1 7b
Available Shear Stress, ksi
Fy = 50 ksi
vn
Tension Field Action Included
60
0K.
QA w
w
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
200
220
240
260
280
300
320
0.00 0.25
Q - 1 . 6 7 (f) =0.90
0.50
0.75
1.00
1.25
1.50
a
1.75
2.00
2.25
2.50
h
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
2.75
3.00
3-154
DESIGN OF FLEXURAL MEMBERS
Table 3-1 8a
Raised Pattern Floor
Plate Deflection-Controlled
Applications
,w
Recommended Maximum
Uniformly Distributed Service Load,
lb/ft 2
Plate thickness f,
in.
1
/8
3
Theoretical
weight,
lb/ft 2
1.5
2
2.5
3
3.5
Moment of
inertia per ft
of width,
in. 4 /ft
6.15
89.5
37.8
19.3
11.2
7.05
0.00195
0.00659
Span, ft
/l6
8.70
302
127
65.3
37.8
23.8
1
/4
11.3
716
302
155
89.5
56.4
0.0156
5
/l6
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
1V4
52.1
89500
37800
19300
11200
7050
1.95
1
1 /2
62.3
155000
65300
33400
19300
12200
3.38
3
1 /4
72.5
246000
104000
53100
30700
19300
5.36
2
82.7
367000
155000
79200
45800
28900
8.00
Plate thickness t,
in
Theoretical
weight,
lb/ft 2
4
4.5
5
6
7
Moment of
inertia per ft
of width,
in. 4/ft
/l6
8.70
15.9
11.2
8.16
4.72
2.97
0.00659
1
11.3
37.8
26.5
19.3
11.2
7.05
0.0156
13.8
0.0305
3
5
/4
Span, ft
/l6
13.8
73.8
51.8
37.8
21.9
3
/e
16.4
127
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
451
1.00
1
41.9
2420
1700
1240
716
1
1 /4
52.1
4720
3320
2420
1400
881
1.95
1V2
62.3
8160
5730
4180
2420
1520
3.38
3
1 /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, INC.
STRENGTH OF OTHER FLEXURAL MEMBERS
3-155
Table 3-1 8b
Raised Pattern Floor Plate
Flexural-Strength-Controlled
Applications
Recommended Maximum
Uniformly Distributed Load,
lb/ft 2
Plate
Theoretical
thickness t,
weight,
in.
lb/ft 2
Design
1
/8
3
6.15
Plastic
section
modulus
1.5
2
2.5
3
3.5
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
0.0469
/l6
8.70
499
750
281
422
180
270
125
188
91.7
138
0.105
1
/4
11.3
887
1330
499
750
319
480
222
333
163
245
0.188
/l6
13.8
1390
2080
780
1170
499
750
347
521
255
383
0.293
3
719
1080
499
750
367
551
0.422
2000 3000 1280 1920
887
1330. 652
980
0.750
5
/8
16.4
2000
3000 1120 1690
/2
21.5
3550
5330
/8
26.6
5540 8330 3120 4690 2000 3000 1390
2080 1020 1530
1.17
1.69
1
5
3
/4
31.7
7980 12000 4490 6750 2870 4320 2000
3000 1470 2200
7
/8
36.8
10900 16300 6110 9190 3910 5880 2720
4080 2000 3000
2.30
1
41.9
14200 21300 7980 12000 5110 7680 3550
5330 2610 3920
3.00
8330 4070 6120
4.69
11/4
52.1
22200 33300 12500 18800 7980 12000 5540
11/z
62.3
31900 48000 18000 27000 11500 17300 7980 12000 5870 8820
6.75
1 3/4
72.5
43500 65300 24500 36800 15600 23500 10900 16300 7980 12000
9.19
2
82.7
56800 85300 31900 48000 20400 30700 14200 21300 10400 15700
12.0
Span, ft
Plastic
section
Plate
Theoretical
thickness t,
weight,
in.
lb/ft 2
Design
3
4
4.5
5
6
7
per ft ol
ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD width, in.3 /ft
/l6
8.70
70.2
105
55.4
83.3
44.9
67.5
31.2
46.9
22.9
34.4
0.105
1
11.3
125
188
98.6
148
79.8
120
55.4
83.3
40.7
61.2
0.188
/4
5
/l6
13.8
195
293
154
231
125
188
86.6
130
63.6
95.7
0.293
3
/8
16.4
281
422
222
333
180
270
125
188
91.7
138
0.422
/2
21.5
499
750
394
593
319
480
222
333
163
245
0.750
616
926
887
1
5
/a
26.6
780
1170
499
750
347
521
255
383
1.17
3/4
31.7
1120
1690
1330
719
1080
499
750
367
551
1.69
7
36.8
1530
2300 1210 1810
978
1470
679
1020
499
750
2.30
887
1330
652
/8
1
41.9
2000
3000 1580 2370 1280 1920
980
3.00
11/4
52.1
3120
4690 2460 3700 2000 3000 1390
2080 1020 1530
4.69
1
1 /2
62.3
4490
6750 3550 5330 2870 4320 2000
3000 1470 2200
6.75
3
1 /4
72.5
6110
9190 4830 7260 3910 5880 2720
4080 2000 3000
9.19
2
82.7
7980 12000 6310 9480 5110 7680 3550
5330 2610 3920
12.0
Note: Material conforms to ASTM A786.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DESIGN OF FLEXURAL MEMBERS
3-156
Table 3-19
T
Composite W Shapes
|
Available Strength in Flexure,
W40
kip-ft
bM p
Shape
kip-ft
PNAC
n
a
F = so ksi
y
K2b , in.
za„
2
2.5
3
3.5
ASO LRFD
ASD
LRFD
ASD LRFD
W40x297
3320
4990
TFL
2
3
4
BFL
6
7
4370
0
0.413 3720
0.825 3060
1.24 2410
1.65 1760
4.59 1430
8.17 1090
4780
4710
4620
4520
4410
4330
4190
7180
7080
6950
6800
6630
6510
6300
4890
4800
4700
4580
4460
4370
4220
7350
7220
7060
6890
6700
6570
6340
5000
4890
4780
4640
4500
4400
4250
7510
7360
7180
6980
6760
6620
6380
5110
4990
4850
4700
4540
4440
4270
7680
7490
7290
7070
6830
6670
6420
W40x294
3170
4760
TFL
2
3
4
BFL
6
7
0
4310
0.483 3730
0.965 3150
1.45 2580
1.93 2000
5.69 1540
10.00 1080
4780
4710
4630
4540
4440
4310
4080
7180
7080
6970
6830
6670
6480
6140
4890
4810
4710
4610
4480
4350
4110
7340
7220
7080
6920
6740
6530
6180
4990
4900
4790
4670
4530
4390
4140
7500
7360
7200
7020
6820
6590
6220
5100
4990
4870
4730
4580
4420
4170
7670
7500
7320
7120
6890
6650
6260
W40x278
2970
4460
TFL
2
3
4
BFL
6
7
4100
0
0.453 3560
0.905 3020
1.36 2470
1.81 1930
5.65 1480
10.1 1020
4520
4460
4380
4300
4200
4080
3850
6790
6700
6590
6460
6320
6130
5790
4620
4540
4460
4360
4250
4120
3880
6940
6830
6700
6550
6390
6190
5830
4720
4630
4530
4420
4300
4150
3910
7100
6960
6820
6650
6460
6240
5870
4820
4720
4610
4480
4350
4190
3930
7250
7100
6930
6740
6530
6300
5910
W40X277
3120
4690
TFL
2
3
4
BFL
6
7
0
0.394
0.788
1.18
1.58
4.22
7.59
4070
3450
2820
2200
1580
1300
1020
4440
4370
4290
4190
4090
4030
3920
6670
6560
6440
6300
6150
6050
5890
4540
4450
4360
4250
4130
4060
3940
6820
6690
6550
6390
6210
6100
5920
4640
4540
4430
4300
4170
4090
3970
6970
6820
6660
6470
6260
6150
5960
4740
4630
4500
4360
4210
4120
3990
7130
6950
6760
6550
6320
6200
6000
W40x264
2820
4240
TFL
2
3
4
BFL
6
7
3880
0
0.433 3360
0.865 2850
1.30 2330
1.73 1810
5.50 1390
969
9.90
4260
4200
4130
4050
3960
3850
3650
6400
6310
6210
6090
5950
5790
5480
4350
4280
4200
4110
4010
3880
3670
6540
6440
6320
6180
6020
5840
5520
4450
4370
4270
4170
4050
3920
3690
6690
6560
6420
6270
6090
5890
5550
4550
4450
4340
4230
4100
3950
3720
6830
6690
6530
6350
6160
5940
5590
ASD LRFD
ASD
LRFD
in.
kip
a
K1 = distance from top of the steel beam to plastic neutral axis.
K2 = distance from top of the steel beam to concrete flange force.
c
See Figure 3-3c for PNA locations.
b
Q4 = 1.67 o - 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
ASD LRFD
COMPOSITE BEAM SELECTION TABLES
3-157
Table 3-19 (continued)
Composite> W Shapes
F„
= 50 ksi
y
I
Available Strerigth in Flexure,
ki[□-ft
W40
K2 b , in.
Shape
4
5
4.5
5.5
6
6.5
7
ASD
LRFD
ASD
LRFD
ASD
LRFD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
W40x297
5220
5080
4930
4760
4590
4480
4300
7840
7630
7410
7160
6900
6730
6470
5330
5170
5010
4820
4630
4510
4330
8000
7770
7520
7250
6960
6780
6510
5430
5260
5080
4890
4680
4550
4360
8170 5540 8330
7910 5360 8050
7640 5160 7750
7340 4950 7430
7030 4720 7090
6830 4580 6890
6550 4380 6590
5650
5450
5230
5010
4760
4620
4410
8500
8190
7870
7520
7160
6940
6630
5760
5540
5310
5070
4810
4650
4440
8660
8330
7980
7610
7230
6990
6670
5870
5640
5390
5130
4850
4690
4460
8820
8470
8100
7700
7290
7050
6710
W40x294
5210
5090
4950
4800
4630
4460
4190
7830
7640
7440
7210
6970
6710
6300
5320
5180
5030
4860
4680
4500
4220
7990 5420 8150 5530 8310 5640 8480 5750 8640
7780 5270 7920 5370 8060 5460 8200 5550 8340
7560 5110 7670 5180 7790 5260 7910 5340 8030
7310 4930 7410 4990 7500 5060 7600 5120 7700
7040 4730 7120 4780 7190 4830 7270 4880 7340
6760 4540 6820 4580 6880 4620 6940 4650 7000
6340 4250 6380 4270 6420 4300 6460 4330 6500
5850
5640
5420
5180
4930
4690
4350
8800
8480
8150
7790
7410
7050
6540
W40x278
4930
4810
4680
4550
4390
4230
3960
7400
7230
7040
6830
6610
6350
5950
5030
4900
4760
4610
4440
4260
3980
7560
7360
7150
6930
6680
6410
5980
5130
4990
4840
4670
4490
4300
4010
7710 5230 7860 5330 8020 5440
7500 5080 7630 5170 7770 5260
7270 4910 7380 4990 7490 5060
7020 4730 7110 4790 7200 4850
6750 4540 6820 4590 6900 4640
6460 4340 6520 4370 6580 4410
6020 4030 6060 4060 6100 4080
5540
5340
5140
4920
4680
4450
4110
8330
8030
7720
7390
7040
6690
6180
W40x277
4840
4710
4570
4410
4250
4160
4020
7280
7080
6870
6630
6380
6250
6040
4940
4800
4640
4470
4290
4190
4040
7430
7210
6970
6720
6440
6290
6080
5050
4880
4710
4520
4330
4220
4070
7580 5150 7740 5250 7890 5350 8040 5450 8190
7340 4970 7470 5060 7600 5140 7730 5230 7860
7080 4780 7180 4850 7290 4920 7400 4990 7500
6800 4580 6880 4630 6960 4690 7050 4740 7130
6500 4370 6560 4400 6620 4440 6680 4480 6740
6340 4250 6390 4290 6440 4320 6490 4350 6540
6110 4090 6150 4120 6190 4140 6230 4170 6270
W40x264
4640
4540
4420
4280
4140
3990
3740
6980
6820
6640
6440
6230
6000
5630
4740
4620
4490
4340
4190
4020
3770
7130
6940
6740
6530
6290
6050
5660
4840
4700
4560
4400
4230
4060
3790
7270
7070
6850
6610
6360
6100
5700
ASD
LRFD
Q fi = 1.67
ASD
4930
4790
4630
4460
4280
4090
3820
7420
7190
6960
6700
6430
6150
5730
5030
4870
4700
4520
4320
4130
3840
7560
7320
7060
6790
6500
6200
5770
a n = distance from top of the steel beam to plastic neutral axis,
D
Y2 = distance from top of the steel beam to concrete flange force.
c
= 0.90 See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
5130
4950
4770
4580
4370
4160
3860
8170
7900
7610
7300
6970
6630
6140
7710
7450
7170
6880
6570
6260
5810
5220
5040
4840
4630
4410
4200
3890
7850
7570
7280
6960
6630
6310
5840
DESIGN OF FLEXURAL MEMBERS
3-158
Table 3-19 (continued)
~T
Composite W Shapes
|
Available Strength in Flexure,
W40
kip-ft
M
Shape
b <h
kip-ft
ASD
LRFD
W40x249
2790
4200
W40x235
2520
3790
PNAC
k
K2b , in.
M
p
e
n a
2
2.5
3
3.5
in.
kip
ASD
LRFD
ASD
LRFD
ASD LRFD ASD
LRFD
TFL
2
3
4
BFL
6
7
0
0.355
0.710
1.07
1.42
4.04
7.47
3670
3110
2550
1990
1430
1170
917
3970
3910
3840
3760
3670
3610
3510
5960
5870
5770
5650
5510
5430
5280
4060
3990
3900
3810
3700
3640
3530
6100
5990
5860
5720
5560
5470
5310
4150
4060
3960
3860
3740
3670
3560
6240
6110
5960
5800
5620
5510
5350
4240
4140
4030
3910
3770
3700
3580
6380
6220
6050
5870
5670
5560
5380
TFL
2
3
4
BFL
6
7
3450
0
0.394 2980
0.788 2510
1.18 2040
1.58 1580
5.16 1220
862
9.46
3760
3710
3650
3580
3500
3410
3240
5650
5570
5480
5380
5260
5120
4880
3850
3780
3710
3630
3540
3440
3270
5780
5690
5580
5450
5320
5170
4910
3930
3860
3770
3680
3580
3470
3290
5910
5800
5670
5530
5380
5220
4940
4020
3930
3840
3730
3620
3500
3310
6040
5910
5770
5610
5440
5260
4970
W40x215
2410
3620
TFL
2
3
4
BFL
6
7
3170
0
0.305 2690
0.610 2210
0.915 1730
1.22 1250
3.80 1020
792
7.30
3400
3350
3290
3220
1150
3100
3020
5110
5030
4940
4840
4730
4660
4530
3480
3410
3340
3260
3180
3130
3040
5230
5130
5020
4910
4780
4700
4560
3560
3480
3400
3310
3210
3150
3050
5350
5230
5110
4970
4830
4740
4590
3640
3550
3450
3350
3240
3180
3070
5460
5330
5190
5040
4870
4780
4620
W40x211
2260
3400
TFL
2
3
4
BFL
6
7
3100
0
0.354 2680
0.708 2270
1.06 1850
1.42 1430
4.98 1100
775
9.35
3360
3310
3260
3200
3130
3050
2900
5040
4980
4900
4810
4700
4590
4360
3430
3380
3310
3240
3170
3080
2920
5160
5080
4980
4880
4760
4630
4390
3510
3440
3370
3290
3200
3110
2940
5280
5180
5070
4940
4810
4670
4420
3590
3510
3430
3340
3240
3130
2960
5390
5280
5150
5010
4870
4710
4450
W40x199
2170
3260
TFL
2
3
4
BFL
6
7
2920
0
0.266 2510
0.533 2090
0.799 1670
1.07 1250
4.11
989
731
8.09
3110
3070
3020
2960
2900
2850
2740
4680
4610
4540
4450
4360
4280
4120
3190
3130
3070
3000
2930
2870
2760
4790
4710
4620
4520
4410
4320
4150
3260
3190
3120
3050
2960
2900
2780
4900
4800
4690
4580
4460
4350
4180
3330
3260
3180
3090
3000
2920
2800
5010
4890
4770
4640
4500
4390
4210
ASD
LRFD
a
K1 = distance from top of the steel beam to plastic neutral axis.
Y2 = distance from top of the steel beam to concrete flange force.
c
See Figure 3-3c for PNA locations.
b
Qb -1.67
< =0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
COMPOSITE BEAM SELECTION TABLES
3-159
Table 3-19 (continued)
Composite W Shapes
Fy = 50 ksi
Available Strength in Flexure,
I
W40
kip-ft
K2 b , in.
Shape
4
4.5
5
5.5
6
6.5
7
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD ASD LRFD
W40x249
4330
4220
4090
3960
3810
3730
3600
6510
6340
6150
5940
5720
5600
5410
4430
4300
4160
4000
3840
3760
3620
6650
6460
6250
6020
5780
5650
5450
4520
4370
4220
4050
3880
3790
3650
6790
6570
6340
6090
5830
5690
5480
4610
4450
4280
4100
3920
3810
3670
6930
6690
6440
6170
5890
5730
5520
4700
4530
4350
4150
3950
3840
3690
7060
6810
6530
6240
5940
5780
5550
4790
4610
4410
4200
3990
3870
3720
7200
6920
6630
6320
5990
5820
5590
4880
4680
4470
4250
4020
3900
3740
7340
7040
6720
6390
6050
5870
5620
W40x235
4100
4010
3900
3780
3660
3530
3330
6170
6020
5860
5680
5500
5310
5000
4190
4080
3960
3830
3700
3560
3350
6300
6130
5950
5760
5560
5350
5040
4280
4150
4020
3880
3740
3590
3370
6430
6240
6050
5840
5610
5400
5070
4360
4230
4090
3930
3770
3620
3390
6560
6360
6140
5910
5670
5440
5100
4450
4300
4150
3990
3810
3650
3420
6690
6470
6240
5990
5730
5490
5130
4530
4380
4210
4040
3850
3680
3440
6810
6580
6330
6070
5790
5540
5170
4620
4450
4270
4090
3890
3710
3460
6940
6690
6420
6140
5850
5580
5200
W40x215
3710
3610
3510
3390
3270
3200
3090
5580
5430
5270
5100
4920
4810
4650
3790
3680
3560
3440
3300
3230
3110
5700
5530
5360
5170
4970
4850
4680
3870
3750
3620
3480
3330
3250
3130
5820
5630
5440
5230
5010
4890
4710
3950
3820
3670
3520
3370
3280
3150
5940
5740
5520
5300
5060
4930
4740
4030
3880
3730
3570
3400
3300
3170
6060
5840
5600
5360
5110
4970
4770
4110
3950
3780
3610
3430
3330
3190
6180
5940
5690
5430
5150
5010
4800
4190
4020
3840
3650
3460
3360
3210
6300
6040
5770
5490
5200
5040
4830
W40x211
3670 5510 3740 5630 3820 5740 3900 5860
3580 5380 3650 5480 3710 5580 3780 5680
3480 5240 3540 5320 3600 5410 3650 5490
3380 5080 3430 5150 3470 5220 3520 5290
3270 4920 3310 4970 3340 5030 3380 5080
3160 4750 3190 4790 3220 4830 3240 4870
2980 4480 3000 4510 3020 4530 3040 4560
3970
3850
3710
3570
3420
3270
3060
5970
5780
5580
5360
5130
4920
4590
4050
3910
3770
3610
3450
3300
3080
6090
5880
5660
5430
5190
4960
4620
4130
3980
3820
3660
3490
3330
3090
6210
5980
5750
5500
5240
5000
4650
W40x199
3410 5120 3480 5230 3550 5340 3620 5450
3320 4990 3380 5080 3440 5180 3510 5270
3230 4850 3280 4930 3330 5010 3380 5090
3130 4700 3170 4770 3210 4830 3250 4890
3030 4550 3060 4600 3090 4640 3120 4690
2950 4430 2970 4470 3000 4500 3020 4540
2820 4230 2830 4260 2850 4290 2870 4310
3700
3570
3440
3300
3150
3050
2890
5560
5360
5160
4950
4740
4580
4340
3770
3630
3490
3340
3180
3070
2910
5670
5460
5240
5020
4780
4610
4370
3840
3690
3540
3380
3210
3090
2930
5780
5550
5320
5080
4830
4650
4400
ASD
LRFD
L2b = 1,67
a n = distance from top of the steel beam to plastic neutral axis.
b
Y2 = distance from top of the steel beam to concrete flange force.
0.90 c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3-160
DESIGN OF FLEXURAL MEMBERS
Table 3-19 (continued)
_
~T
Composite W Shapes
|
Available Strength in Flexure,
W40-W36
kip-ft
$b M P
Shape
W40x183
kip-ft
ASD
LRFD
1930
2900
PNA
C
K2b, in.
n a
in.
f „ — OU KSI
2
kip
2.5
3
3.5
ASD LRFD
ASD
LRFD
ASD LRFD
ASD
LRFD
6
7
2670
0
0.300 2310
0.600 1960
0.900 1600
1.20 1250
4.76
958
9.24
666
2860
2820
2780
2730
2670
2610
2480
4300
4240
4170
4100
4020
3920
3720
2930
2880
2830
2770
2710
2630
2490
4400
4330
4250
4160
4070
3960
3750
2990
2940
2880
2810
2740
2660
2510
4500
4410
4320
4220
4110
3990
3770
3060
2990
2920
2850
2770
2680
2530
4600
4500
4390
4280
4160
4030
3800
TFL
2
3
4
BFL
W40x167
1730
2600
TFL
2
3
4
BFL
6
7
0
2460
0.256 2160
0.513 1850
0.769 1550
1.03 1250
4.97
931
614
9.84
2610
2580
2540
2500
2460
2390
2240
3930
3880
3820
3760
3700
3590
3370
2670
2630
2590
2540
2490
2410
2250
4020
3960
3890
3820
3740
3620
3390
2730
2690
2640
2580
2520
2430
2270
4110
4040
3960
3880
3790
3660
3410
2800
2740
2680
2620
2550
2460
2280
4200
4120
4030
3940
3840
3690
3430
W40x149
1490
2240
TFL
2
3
4
BFL
6
7
0
0.208
0.415
0.623
0.830
5.14
10.4
2190
1950
1700
1460
1210
879
548
2310
2280
2250
2220
2190
2110
1950
3470
3430
3390
3340
3290
3180
2930
2360
2330
2300
2260
2220
2140
1970
3550
3500
3450
3390
3340
3210
2950
2420
2380
2340
2290
2250
2160
1980
3630
3570
3510
3450
3380
3240
2970
2470
2430
2380
2330
2280
2180
1990
3710
3650
3580
3500
3430
3280
3000
W36x302
3190
4800
TFL
2
3
4
BFL
6
7
0
0.420
0.840
1.26
1.68
4.09
6.91
4440
3740
3040
2340
1640
1380
1110
4580
4500
4410
4300
4180
4120
4020
6880
6770
6630
6470
6290
6200
6050
4690
4600
4490
4360
4220
4160
4050
7050
6910
6740
6560
6350
6250
6090
4800
4690
4560
4420
4270
4190
4080
7220
7050
6860
6650
6410
6300
6130
4910
4780
4640
4480
4310
4230
4110
7380
7190
6970
6730
6470
6350
6170
W36x282
2970
4460
TFL
2
3
4
BFL
6
7
0
0.393
0.785
1.18
1.57
3.99
6.84
4150
3500
2840
2190
1540
1290
1040
4250
4180
4100
4000
3890
3830
3740
6390
6290
6160
6010
5850
5760
5620
4360
4270
4170
4060
3930
3870
3770
6550
6420
6270
6100
5910
5810
5660
4460
4360
4240
4110
3970
3900
3790
6700
6550
6370
6180
5960
5860
5700
4560
4440
4310
4170
4010
3930
3820
6860
6680
6480
6260
6020
5910
5740
ASD
Q d = 1.67
LRFD
= 0.90
a
K1 = distance from top of the steel beam to plastic neutral axis.
b
Y2 = distance from top of the steel beam to concrete flange force.
c
See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
COMPOSITE BEAM SELECTION TABLES
3-161
Table 3-19 (continued)
LT--'
Composite WShapes
Fy = 50 ksi
Available Strength in Flexure,
kip-ft
I
W40-W36
K2 b , in.
Shape
W40x183
W40x167
W40x149
7
4
4.5
5
5.5
6
6.5
ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD
3120
4700
3190
4800
3260
4900
3320
5000
3390
5100 3460
5200
3520
5300
3050
4590
3110
4670
3170
4760
3220
4850
3280
4930 3340
5020
3400
5110
2970
4470
3020
4540
3070
4620
3120
4690
3170
4760 3220
4840
3270
4910
2890
4340
2930
4400
2970
4460
3010
4520
3050
4580 3090
4640
3130
4700
2800
4210
2860
4300
2890
4350
2920
4400 2960
4440
2990
4490
2750
4140
3870
2780
4170
2800
2850
4280
2590
3900
2610
4210 2820
3920 2630
4240
2580
3950
2640
3970
2700
4060
2830 4250
2730 4100
2540
3820
2560
2860
4290
2920
4390
2980
4480
3040
4570
3100
4660 3160
4760
3230
4850
2790
4200
2850
4280
2900
4360
2960
4440
3010
4520 3060
4600
2730
4100
2770
4170
2820
4240
2870
4310
2910
4380 2960
4450
3120
3010
4520
2660
4000
2700
4050
2740
4110
2770
4170
2810
4230 2850
4290
2890
4340
2580
3880
2620
3930
2650
3980
2680
4030
2710
4070 2740
4120
2770
4170
2480
3730
3460
2500
3760
2530
3800
2550
3830
2570
3870 2600
3900
2620
3940
2300
2320
3480
2330
3500
2350
3530
2360
3550 2380
3570
2390
3600
2530
4290
W36x282
ASD
3800
2580
3880
2640
3960
2690
4040
2740
2850
3720
3790
2570
3870
2620
3940
2670
4120 2800
4010 2720
4210
2520
4090
2770
4160
2420
3640
2470
3710
2510
3770
2550
3830
2590
3900 2630
3960
2680
4020
2370
3560
3470
2400
3610
2440 3670
2480
3720
2510
3780 2550
3830
2590
3890
2340
3520
2370
3560 2400
3610
2430
3650 2460
3700
2490
3740
2200
3310
2220
3340
2240
3370
2270
3410
2290
2330
3510
3020
2020
3040
2030
3060
2050
3080
2060
3440 2310
3100 2070
3470
2010
3120
2090
3140
5020
7550
5130
7720
5250
7880
5360
8050
5470
8220 5580
8380
5690
8550
4880
7330
4970
7470
5060
7610
5160
7750
5250
7890 5340
8030
5440
8170
4710
7090
4790
7200
4870
7310
4940
7430
5020
7540 5090
7660
5170
7770
7350
4540
6820
4600
6910
4660
7000
4710
7080
4770
7170 4830
7260
4890
4350
6530
4390
6600
4430
6660
4470
6720
4510
6840
4590
6900
4260
6400
4290
6450
4330
6510
4360
6560
4400
6780 4550
6610 4430
6660
4470
6710
4130
6210
4160
6250
4190
6300
4220
6340
4240
6380 4270
6420
4300
6460
4670
7020
4770
7170
4870
7330
4980
7480
5080
7640 5190
7790
5290
7950
4530
6810
4620
6940
4710
7070
4790
7200
4880
7340 4970
7470
5050
7600
7230
4380
6590
4450
6690
4520
6800
4590
6910
4670
7010 4740
7120
4810
4220
6340
4270
6420
4330
6510
4380
6590
4440
6670 4490
6750
4550
6840
4050
6080
4080
6140
4120
6200
4160
6250
4200
6370
4280
6430
3960
5960
40.00 6010
4030
6050
4060
6100
4090
6310 4240
6150 4120
6200
4160
6250
3850
5780
3870
3900
5860
3920
5900
3950
5940 3970
5970
4000
6010
LRFD
a
5820
n = distance from top of the steel beam to plastic neutral axis.
Y2 = distance from top of the steel beam to concrete flange force.
c
See Figure 3-3c for PNA locations.
b
Q ft = 1.67
4690
2480
2310
W36x302
3850
,0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3-162
DESIGN OF FLEXURAL MEMBERS
Table 3-19 (continued)
-
Composite W Shapes
“F
I
|
Available Strength in Flexure,
W36
kip-ft
M
Shape
P
b
<h M P
kip-ft
PNAC
.
~
r — OU KSI
ft b, in.
n a
zo„
in.
kip
ASD
LRFD ASD
2
3
2.5
3.5
ASD
LRFD
LRFD
ASD
LRFD ASD
LRFD
W36x262
2740
4130
TFL
2
3
4
BFL
6
7
3850
0
0.360 3250
0.720 2660
1.08 2060
1.44 1470
3.98 1210
6.97
962
3920
3860
3780
3700
3600
3540
3450
5900
5800
5680
5550
5410
5320
5180
4020
3940
3850
3750
3640
3570
3470
6040
5920
5780
5630
5460
5370
5220
4110
4020
3910
3800
3670
3600
3500
6180
6040
5880
5710
5520
5420
5260
4210
4100
3980
3850
3710
3630
3520
6330
6160
5980
5790
5570
5460
5290
W36x256
2590
3900
TFL
2
3
4
BFL
6
7
0
0.433
0.865
1.30
1.73
5.19
8.90
3770
3240
2710
2180
1650
1300
942
3890
3840
3770
3690
3590
3500
3340
5850
5770
5660
5540
5400
5260
5020
3990
3920
3830
3740
3630
3530
3360
6000
5890
5760
5620
5460
5310
5050
4080
4000
3900
3790
3680
3560
3380
6140
6010
5860
5700
5520
5360
5090
4180
4080
3970
3850
3720
3600
3410
6280
6130
5970
5780
5590
5400
5120
W36x247
2570
3860
TFL
2
3
4
BFL
6
7
0
0.338
0.675
1.01
1.35
3.93
7.00
3630
3070
2510
1950
1400
1150
907
3680
3620
3550
3470
3380
3330
3240
5530
5440
5340
5220
5080
5000
4870
3770
3700
3610
3520
3420
3360
3260
5670
5560
5430
5290
5140
5050
4900
3860
3770
3670
3570
3450
3390
3280
5800
5670
5520
5360
5190
5090
4930
3950
3850
3740
3620
3490
3410
3300
5940
5790
5620
5440
5240
5130
4970
W36x232
2340
3510
TFL
2
3
4
BFL
6
7
3410
0
0.393 2930
0.785 2450
1.18 1980
1.57 1500
5.03 1180
8.77
851
3490
3440
3380
3310
3230
3150
3000
5250
5170
5080
4970
4850
4730
4510
3580
3510
3440
3360
3270
3180
3020
5380
5280
5170
5050
4910
4770
4540
3660
3590
3500
3410
3300
3200
3040
5510
5390
5260
5120
4970
4820
4570
3750
3660
3560
3460
3340
3230
3060
5630
5500
5360
5200
5020
4860
4610
W36x231
2400
3610
TFL
2
3
4
BFL
6
7
0
3400
0.315 2890
0.630 2370
0.945 1850
1.26 1330
3.90 1090
851
7.05
3440
3380
3320
3250
3170
3120
3030
5170
5090
4990
4880
4760
4680
4550
3520
3460
3380
3290
3200
3140
3050
5300 3610
5190 3530
5080 3440
4950 3340
4810 3230
4720. 3170
4580 3070
5430
5300
5170
5020
4860
4760
4610
3690
3600
3500
3390
3270
3200
3090
5550
5410
5260
5090
4910
4810
4640
ASD
LRFD
a
LI = distance from top of the steel beam to plastic neutral axis.
Y2 = distance from top of the steel beam to concrete flange force.
c
See Figure 3-3c for PNA locations.
b
Q -1.67
(|)ft = 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
COMPOSITE BEAM SELECTION TABLES
3-163
Table 3-19 (continued)
I
Composite W Shapes
= 50 ksi
y
Available Strength in Flexure,
kip-ft
N36
Y2 b , in.
Shape
4
4.5
5
5.5
6
7
6.5
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
W36x262
4310
4180
4050
3900
3750
3660
3550
6470
6290
6080
5860
5630
5510
5330
4400
4260
4110
3950
3780
3690
3570
6620
6410
6180
5940
5680
5550
5360
4500
4340
4180
4000
3820
3720
3590
6760
6530
6280
6020
5740
5600
5400
4590
4430
4250
4060
3860
3750
3620
6910
6650
6380
6100
5800
5640
5440
4690
4510
4310
4110
3890
3780
3640
7050
6770
6480
6170
5850
5690
5470
4790
4590
4380
4160
3930
3810
3670
7190
6900
6580
6250
5910
5730
5510
4880
4670
4450
4210
3970
3840
3690
7340
7020
6680
6330
5960
5780
5540
W36x256
4270
4160
4040
3900
3760
3630
3430
6420
6250
6070
5870
5650
5450
5160
4370
4240
4100
3960
3800
3660
3460
6560
6370
6170
5950
5710
5500
5190
4460
4320
4170
4010
3840
3690
3480
6700
6500
6270
6030
5770
5550
5230
4550
4400
4240
4070
3880
3730
3500
6840
6620
6370
6110
5830
5600
5260
4650
4480
4310
4120
3920
3760
3530
6980
6740
6470
6190
5900
5650
5300
4740
4560
4380
4180
3960
3790
3550
7130
6860
6580
6280
5960
5700
5330
4840
4640
4440
4230
4000
3820
3570
7270
6980
6680
6360
6020
5750
5370
W36x247
4040
3930
3800
3670
3520
3440
3330
6070
5900
5710
5510
5290
5180
5000
4130
4000
3860
3710
3560
3470
3350
6210
6020
5810
5580
5350
5220
5040
4220
4080
3930
3760
3590
3500
3370
6350 4310
6130 4160
5900 3990
5660 3810
5400 -3630
5260 3530
5070 3400
6480
6250
5990
5730
5450
5300
5100
4400
4230
4050
3860
3660
3560
3420
6620
6360
6090
5800
5500
5350
5140
4490
4310
4110
3910
3700
3590
3440
6750
6480
6180
5880
5560
5390
5170
4580
4390
4180
3960
3730
3620
3460
6890
6590
6280
5950
5610
5430
5210
W36x232
3830
3730
3620
3510
3380
3260
3090
5760
5610
5450
5270
5080
4910
4640
3920
3810
3690
3560
3420
3290
3110
5890
5720
5540
5340
5130
4950
4670
4000
3880
3750
3610
3450
3320
3130
6020
5830
5630
5420
5190
4990
4700
4090
3950
3810
3650
3490
3350
3150
6140
5940
5720
5490
5250
5040
4730
4170
4030
3870
3700
3530
3380
3170
6270
6050
5820
5570
5300
5080
4770
4260
4100
3930
3750
3570
3410
3190
6400
6160
5910
5640
5360
5130
4800
4340
4170
3990
3800
3600
3440
3210
6530
6270
6000
5720
5420
5170
4830
W36x231
3780
3670
3560
3430
3300
3220
3110
5680
5520
5340
5160
4960
4850
4680
3860
3740
3620
3480
3330
3250
3130
5810
5630
5430
5230
5010
4890
4710
3950
3820
3670
3520
3370
3280
3150
5940
5740
5520
5300
5060
4930
4740
4030
3890
3730
3570
3400
3310
3170
6060
5840
5610
5370
5110
4970
4770
4120
3960
3790
3620
3430
3330
3200
6190
5950
5700
5440
5160
5010
4800
4200
4030
3850
3660
3470
3360
3220
6320
6060
5790
5510
5210
5050
4840
4290
4100
3910
3710
3500
3390
3240
6450
6170
5880
5570
5260
5090
4870
ASD
LRFD
£2 = 1 .67
,0.90
a n = distance from top of the steel beam to plastic neutral axis.
b
Y2 = distance from top of the steel beam to concrete flange force.
c
See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3-164
DESIGN OF FLEXURAL MEMBERS
Table 3-19 (continued)
“T
Composite W Shapes
|
Available Strength in Flexure,
W36
kip-ft
Shape
kip-ft
PNA C
LRFD
TFL
2
3
4
BFL
6
7
3090
0
0.340 2680
0.680 2260
1.02 1850
1.36 1430
5.05 1100
9.04
773
3140
3090
3040
2980
2920
2830
2680
4720
4650
4570
4480
4380
4260
4030
2880
TFL
2
3
4
BFL
6
7
0
2850
0.315 2470
0.630 2090
0.945 1710
1.26 1320
4.94 1020
8.93
713
2880
2840
2790
2740
2680
2600
2470
1790
2690
TFL
2
3
4
BFL
6
7
2680
0
0.295 2320
0.590 1970
0.885 1610
1.18 1260
963
4.88
8.92
670
W36x170
1670
2510
TFL
2
3
4
BFL
6
7
0
0.275
0.550
0.825
1.10
4.81
8.88
W36x160
1560
2340
TFL
2
3
4
BFL
6
7
0
0.255
0.510
0.765
1.02
4.80
8.96
W36x210
2080
3120
W36x194
1910
W36x182
ASD
LRFD
in.
ASD
LRFD
3210
3160
3100
3030
2950
2860
2700
4830
4750
4660
4550
4440
4300
4060
4330
4270
4200
4120
4030
3910
3710
2950
2900
2840
2780
2710
2630
2490
2700
2660
2620
2570
2510
2440
2310
4050
4000
3930
3860
3780
3670
3480
2500
2170
1840
1510
1180
902
626
2510
2470
2430
2390
2340
2270
2150
2350
2050
1740
1430
1130
858
588
2350
2320
2280
2240
2190
2130
2010
0 = 0.90
3
3.5
ASD
LRFD
ASD
LRFD
3290
3230
3150
3070
2990
2890
2720
4950
4850
4740
4620
4490
4340
4090
3370
3290
3210
3120
3020
2920
2740
5060
4950
4820
4690
4540
4380
4120
4430
4360
4270
4180
4080
3950
3740
3020
2960
2900
2820
2740
2650
2500
4540
4450
4350
4240
4130
3990
3760
3090
3020
2950
2870
2780
2680
2520
4650
4540
4430
4310
4170
4030
3790
2760
2720
2660
2610
2540
2470
2330
4150
4080
4010
3920
3820
3710
3500
2830
2780
2710
2650
2580
2490
2350
4260
4170
4080
3980
3870
3740
3530
2900
2830
2760
2690
2610
2510
2360
4360
4260
4150
4040
3920
3780
3550
3770
3720
3660
3590
3520
3420
3230
2570
2530
2480
2430
2370
2300
2170
3860
3800
3730
3650
3560
3450
3260
2630
2580
2520
2460
2400
2320
2180
3960
3880
3790
3700
3610
3490
3280
2700
2640
2570
2500
2430
2340
2200
4050
3960
3860
3760
3650
3520
3300
3530
3480
3430
3370
3300
3200
3020
2410
2370
2320
2270
2220
2150
2030
3620
3560
3490
3420
3340
3240
3050
2470
2420
2370
2310
2250
2170
2040
3710
3630
3560
3470
3380
3270
3070
2520
2470
2410
2350
2280
2200
2060
3790
3710
3620
3530
3430
3300
3090
a
= distance from top of the steel beam to plastic neutral axis.
Y2 = distance from top of the steel beam to concrete flange force.
c
See Figure 3-3c for PNA locations.
b
Q h =1.67
y
2.5
2
ASD
LRFD
_ 50 ksi
K2 b , in.
n a
kip
ASD
F
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3-165
COMPOSITE BEAM SELECTION TABLES
Table 3-19 (continued)
Composite W Shapes
Fy = 50 ksi
Available Strength in Flexure,
][
w36
kip-ft
r2 b , in.
4
Shape
7
6.5
6
5.5
5
4.5
ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD
W36x210
3450
3360
3270
3170
3060
2940
2760
5180
5050
4910
4760
4600
4420
4150
3520
3430
3320
3210
3090
2970
2780
5300
5150
4990
4830
4650
4460
4180
3600
3490
3380
3260
3130
3000
2800
5410
5250
5080
4900
4700
4510
4210
3680
3560
3440
3300
3170
3030
2820
5530
5350
5160
4970
4760
4550
4240
3750
3630
3490
3350
3200
3050
2840
5640
5450
5250
5040
4810
4590
4270
3830
3690
3550
3400
3240
3080
2860
5760
5550
5330
5110
4870
4630
4290
3910
3760
3610
3440
3270
3110
2880
5870
5650
5420
5180
4920
4670
4320
W36x194
3160
3080
3000
2910
2810
2710
2540
4760
4640
4510
4370
4220
4070
3820
3230
3150
3050
2950
2840
2730
2560
4860
4730
4590
4440
4270
4100
3840
3310
3210
3100
2990
2880
2760
2570
4970
4820
4660
4500
4320
4140
3870
3380
3270
3160
3040
2910
2780
2590
5080
4910
4740
4560
4370
4180
3900
3450
3330
3210
3080
2940
2810
2610
5180
5010
4820
4630
4420
4220
3920
3520
3390
3260
3120
2980
2830
2630
5290
5100
4900
4690
4470
4260
3950
3590
3450
3310
31Q0
3010
2860
2650
5400
5190
4980
4760
4520
4300
3980
W36x182
2960
2890
2810
2730
2640
2540
2380
4460 3030
4350 2950
4230 2860
4100 2770
3970 2670
3820 2560
3580 2400
4560
4430
4300
4160
4010
3850
3600
3100
3010
2910
2810
2700
2590
2410
4660
4520
4370
4220
4060
3890
3630
3170
3060
2960
2850
2730
2610
2430
4760
4610
4450
4280
4110
3920
3650
3230
3120
3010
2890
2760
2630
2450
4860
4690
4520
4340
4150
3960
3680
3300
3180
3060
2930
2800
2660
2460
4960
4780
4600
4400
4200
4000
3700
3370
3240
3110
2970
2830
2680
2480
5060
4870
4670
4460
4250
4030
3730
W36x170
2760
2690
2620
2540
2460
360
2210
4150
4040
3930
3820
3690
3550
3330
2820
2740
2660
2580
2490
2390
2230
4240
4120
4000
3870
3740
3590
3350
2880
2800
2710
2610
2520
2410
2250
4330
4210
4070
3930
3780
3620
3380
2950
2850
2750
2650
2550
2430
2260
4430
4290
4140
3990
3830
3650
3400
3010
2910
2800
2690
2580
2450
2280
4520
4370
4210
4040
3870
3690
3420
3070
2960
2850
2730
2600
2480
2290
4610
4450
4280
4100
3910
3720
3450
3130
3010
2890
2770
2630
2500
2310
4710
4530
4350
4160
3960
3760
3470
W36x160
2580
2520
2450
2380
2310
2220
2070
3880
3790
3690
3580
3470
3330
3110
2640
2570
2500
2420
2340
2240
2080
3970
3860
3750
3630
3510
3360
3130
2700
2620
2540
2450
2360
2260
2100
4060
3940
3820
3690
3550
3400
3160
2760
2670
2580
2490
2390
2280
2110
4150
4020
3880
3740
3600
3430
3180
2820
2720
2630
2530
2420
2300
2130
4240
4090
3950
3800
3640
3460
3200
2880
2780
2670
2560
2450
2320
2140
4320
4170
4010
3850
3680
3490
3220
2940
2830
2710
2600
2480
2350
2160
4410
4250
4080
3900
3720
3530
3240
ASD
LRFD
a
n = distance from top of the steel beam to plastic neutral axis.
b
Y2 = distance from top of the steel beam to concrete flange force.
Qj, = 1.67
= 0.90 c See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3-166
DESIGN OF FLEXURAL MEMBERS
Table 3-19 (continued)
Composite W Shapes
T"
|
Available Strength in Flexure,
W36-W33
kip-ft
%Mp
Shape
kip-ft
PNAC
F
_ 50 kS j
y
Y2ft, in.
Y1a
SQ„
in.
kip
ASD
LRFD ASD
LRFD
ASD
LRFD ASD
LRFD
2
2.5
3
3.5
ASD
LRFD
W36x150
1450
2180
TFL
2
3
4
BFL
6
7
0
0.235
0.470
0.705
0.940
4.82
9.08
2210
1930
1650
1370
1090
819
553
2200
2170
2140
2100
2060
2000
1880
3300 2250
3260 2220
3210 2180
3160 2130
3100 2090
3000 2020
2820 1890
3390
3330
3270
3210
3140
3030
2840
2310
2270
2220
2170
2110
2040
1910
3470
3400
3330
3260
3180
3060
2870
2360
2310
2260
2200
2140
2060
1920
3550
3480
3400
3310
3220
3090
2890
W36x135
1270
1910
TFL
2
3
4
BFL
6
7
0
0.198
0.395
0.593
0.790
4.94
9.49
1990
1750
1520
1280
1040
770
497
1960
1940
1910
1880
1850
1780
1660
2950
2910
2870
2830
2780
2680
2490
2010
1980
1950
1910
1870
1800
1670
3020
2980
2930
2870
2820
2710
2510
2060
2020
1990
1940
1900
1820
1680
3100
3040
2980
2920
2860
2740
2530
2110
2070
2020
1980
1930
1840
1700
3170
3110
3040
2970
2900
2770
2550
W33x221
2140
3210
TFL
2
3
4
BFL
6
7
0
3260 3080
0.319 2750 3030
0.638 2250 2970
0.956 1750 2900
1.28 1240 -2820
3.69 1030 2770
814 2700
6.46
4630
4550
4460
4350
4230
4170
4050
3160
3100
3020
2940
2850
2800
2720
4760
4660
4540
4420
4280
4200
4080
3250
3170
3080
2980
2880
2820
2740
4880
4760
4630
4480
4330
4240
4110
3330
3230
3130
3030
2910
2850
2760
5000
4860
4710
4550
4370
4280
4140
W33x201
1930
2900
TFL
2
3
4
BFL
6
7
2960
0
0.288 2510
0.575 2050
0.863 1600
1.15 1150
944
3.64
6.49
740
2780
2730
2680
2620
2550
2510
2430
4180
4110
4030
3930
3830
3770
3660
2860
2800
2730
2660
2580
2530
2450
4290
4200
4100
3990
3870
3800
3690
2930
2860
2780
2700
2610
2550
2470
4400
4300
4180
4050
3920
3840
3710
3000
2920
2830
2740
2640
2580
2490
4510
4390
4260
4110
3960
3870
3740
W33x169
1570
2360
TFL
2
3
4
BFL
6
7
0
0.305
0.610
0.915
1.22
4.29
7.67
2340
2300
2250
2210
2150
2100
2010
3510
3450
3390
3320
3240
3160
3020
2400
2350
2300
2240
2180
2120
2030
3600
3530
3460
3370
3280
3190
3050
2460
2400
2340
2280
2210
2140
2040
3700
3610
3520
3420
3320
3220
3070
2520
2460
2390
2310
2230
2160
2060
3790
3690
3590
3480
3360
3250
3090
ASD
LRFD
2480
2120
1770
1420
1070
846
619
a
Y1 = distance from top of the steel beam to plastic neutral axis.
T2 = distance from top of the steel beam to concrete flange force.
c
See Figure 3-3c for PNA locations.
b
Qfi = 1.67 Ob = 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3-167
COMPOSITE BEAM SELECTION TABLES
Table 3-19 (continued)
Composite W Shapes
Fy = 50 ksi
Available Strength in Flexure,
I
W36-W33
kip-ft
K2 b , in.
z
Shape
4.5
5
5.5
6
6.5
7
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
W36x150
2420
2360
2300
2240
2170
2080
1930
3640
3550
3460
3360
3260
3130
2910
2470
2410
2340
2270
2200
2100
1950
3720
3620
3520
3410
3300
3160
2930
2530
2460
2380
2300
2220
2120
1960
3800
3690
3580
3460
3340
3190
2950
2590
2510
2420
2340
2250
2140
1980
3890
3770
3640
3520
3380
3220
2970
2640
2550
2470
2370
2280
2160
1990
3970
3840
3710
3570
3420
3250
2990
2700
2600
2510
2410
2300
2180
2000
4050
3910
3770
3620
3460
3280
3010
2750
2650
2550
2440
2330
2200
2020
4130
3980
3830
3670
3500
3310
3030
W36x135
2160
2110
2060
2010
1950
1860
1710
3250
3170
3100
3020
2930
2800
2570
2210
2150
2100
2040
1980
1880
1720
3320
3240
3150
3070
2970
2830
2590
2260
2200
2140
2070
2000
1900
1730
3390
3300
3210
3110
3010
2860
2610
2310
2240
2170
2100
2030
1920
1750
3470
3370
3270
3160
3050
2880
2620
2360
2290
2210
2140
2060
1940
1760
3540
3440
3320
3210
3090
2910
2640
2410
2330
2250
2170
2080
1960
1770
3620
3500
3380
3260
3130
2940
2660
2460
2370
2290
2200
2110
1980
1780
3690
3570
3440
3310
3170
2970
2680
W33x221
3410
3300
3190
3070
2940
2870
2780
5120
4970
4800
4620
4420
4320
4170
3490
3370
3250
3110
2970
2900
2800
5240
5070
4880
4680
4470
4360
4200
3570
3440
3300
3160
3000
2930
2820
5370
5170
4960
4750
4510
4400
4240
3650
3510
3360
3200
3030
2950
2840
5490
5270
5050
4810
4560
4440
4270
3730
3580
3420
3240
3070
2980
2860
5610
5380
5130
4880
4610
4480
4300
3810
3650
3470
3290
3100
3000
2880
5730
5480
5220
4940
4650
4510
4330
3900
3720
3530
3330
3130
3030
2900
5860
5580
5300
5010
4700
4550
4360
W33x201
3080
2980
2880
2780
2660
2600
2510
4630
4480
4330
4170
4000
3910
3770
3150
3050
2930
2820
2690
2620
2530
4740
4580
4410
4230
4050
3940
3800
3220
3110
2990
2860
2720
2650
2550
4850
4670
4490
4290
4090
3980
3830
3300
3170
3040
2900
2750
2670
2560
4960
4770
4560
4350
4130
4010
3850
3370
3230
3090
2940
2780
2690
2580
5070
4860
4640
4410
4180
4050
3880
3450
3300
3140
2980
2810
2720
2600
5180
4950
4720
4470
4220
4090
3910
3520
3360
3190
3020
2840
2740
2620
5290
5050
4800
4530
4260
4120
3940
W33x169
2580
2510
2430
2350
2260
2190
2070
3880
3770
3660
3530
3400
3280
3120
2640
2560
2480
2380
2290
2210
2090
3970
3850
3720
3580
3440
3320
3140
2710
2620
2520
2420
2310
2230
2100
4070
3930
3790
3640
3480
3350
3160
2770
2670
2560
2460
2340
2250
2120
4160
4010
3850
3690
3520
3380
3180
2830
2720
2610
2490
2370
2270
2130
4250
4090
3920
3740
3560
3410
3210
2890
2780
2650
2530
2390
2290
2150
4350
4170
3990
3800
3600
3440
3230
2950
2830
2700
2560
2420
2310
2170
4440
4250
4050
3850
3640
3480
3250
ASD
LRFD
a
K1 = distance from top of the steel beam to plastic neutral axis.
Y2 = distance from top of the steel beam to concrete flange force.
c
See Figure 3-3c for PNA locations.
b
Q h = 1.67
= 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3-168
DESIGN OF FLEXURAL MEMBERS
Table 3-19 (continued)
“T
Composite W Shapes
|
Available Strength in Flexure,
W33-W30
kip-ft
<h M P
Shape
kip-ft
PNAC
v •
c
72 b , in.
n a
zo„
in.
kip
ASD
LRFD ASD
LRFD
ASD
LRFD ASD
LRFD
2
2.5
3
3.5
ASD
LRFD
W33x152
1390
2100
TFL
2
3
4
BFL
6
7
2240
0
0.264 1930
0.528 1630
0.791 1320
1.06 1020
788
4.33
7.94
559
2090
2060
2020
1980
1940
1890
1790
3150
3100
3040
2980
2910
2840
2700
2150
2110
2060
2020
1960
1910
1810
3230
3170
3100
3030
2950
2870
2720
2200
2160
2110
2050
1990
1930
1820
3310
3240
3160
3080
2990
2900
2740
2260
2210
2150
2080
2020
1950
1840
3400
3310
3230
3130
3030
2930
2760
W33x141
1280
1930
TFL
2
3
4
BFL
6
7
0
0.240
0.480
0.720
0.960
4.34
8.06
2080
1800
1520
1250
970
745
519
1930
1900
1870
1840
1800
1750
1650
2910
2860
2810
2760
2700
2620
2490
1990
1950
1910
1870
1820
1760
1670
2980
2930
2870
2810
2740
2650
2510
2040
1990
1950
1900
1840
1780
1680
3060
3000
2930
2850
2770
2680
2530
2090
2040
1990
1930
1870
1800
1690
3140
3060
2980
2900
2810
2710
2540
W33x130
1170
1750
TFL
2
3
4
BFL
6
7
0
0.214
0.428
0.641
0.855
4.39
8.29
1920
1670
1420
1180
931
705
479
1770
1750
1720
1690
1650
1600
1510
2660
2620
2580
2540
2480
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
2550
2460
2300
1920
1870
1820
1780
1720
1660
1540
2880
2810
2740
2670
2590
2490
2320
W33x118
1040
1560
TFL
2
3
4
BFL
6
7
0
1730
0.185 1520
0.370 1310
0.555 1100
0.740 884
659
4.45
8.55
433
1590
1570
1550
1520
1490
1440
1350
2400
2360
2330
2290
2250
2170
2030
1640
1610
1580
1550
1520
1460
1360
2460
2420
2380
2330
2280
2200
2040
1680
1650
1610
1580
1540
1480
1370
2530
2480
2420
2370
2310
2220
2060
1720
1690
1650
1600
1560
1490
1380
2590
2530
2470
2410
2340
2250
2080
W30x116
943
1420
TFL
2
3
4
BFL
6
7
0
1710
0.213 1490
0.425 1260
0.638 1040
0.850 818
3.98
623
7.44
427
1450
1430
1400
1370
1340
1300
1230
2180 1490
2150 1460
2110 1430
2060 1400
2020 1360
1960 1320
1840 1240
2240
2200
2150
2100
2050
1980
1860
1540
1500
1460
1430
1380
1330
1250
2310
2260
2200
2140
2080
2000
1880
1580
1540
1500
1450
1400
1350
1260
2370
2310
2250
2180
2110
2030
1890
ASO
LRFD
a
K1 - distance from top of the steel beam to plastic neutral axis.
Y2 - distance from top of the steel beam to concrete flange force.
c
See Figure 3-3c for PNA locations.
b
Q ft = 1.67
§ b = 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
COMPOSITE BEAM SELECTION TABLES
3-169
...
Table 3-19 (continued)
z ..
.........
__•__
_____L.J
Composite W Shapes
Fy = 50 ksi
Available Strength in Flexure,
kip-ft
I
W33-W30
Y2 b , in.
Shape
W33x152
W33x141
W33x130
W33x118
4
6.5
7
4.5
5
5.5
6
ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD
2320
3480 2370
3570 2430
3650 2480
3730 2540
3820 2600
3900 2650
3980
2250
3460 2350
3530 2400
3600 2450
3820
3350 2270
3410 2310
3470 2350
3680 2490
3530 2390
3750 2540
2190
3390 2300
3290 2230
3590 2430
3650
2120
3180 2150
3230 2180
3280 2210
3330 2250
3380 2280
3430 2310
3480
2040
3070 2070
3110
2090
3140 2120
3180 2140
3220 2170
3260 2190
3300
1970
2950 1990
2780 1860
2980 2010
3010 2030
3040 2040
3070 2060
3100 2080
3130
1850
2800 1880
2820 1890
2840 1910
2860 1920
2890 1930
2910
2140
3220 2190
3300 2240
3370 2300
3450 2350
3530 2400
3610 2450
3690
2080
3130 2130
3200 2170
3270 2220
3330 2260
3400 2310
3470 2350
3540
2020
3040 2060
3100 2100
3160 2140
3210 2180
3270 2210
3330 2250
3380
1960
2950 1990
2990 2020
3040 2050
3090 2080
3130 2120
3180 2150
3230
1890
2850 1920
2880 1940
2920 1970
2950 1990
2990 2010
3030 2040
3060
1820
2740 1840
2760 1860
2790 1880
2820 1890
2850 1910
2880 1930
2900
1710
2560 1720
2580 1730
2600 1740
2620 1760
2640 1770
2660 1780
2680
1960
2950 2010
3020 2060
3090 2110
3170 2150
3240 2200
3310 2250
3380
1910
2880 1950
2940 2000
3000
2040
3060 2080
3130 2120
3190 2160
3250
1860
2800 1900
2850 1930
2900 1970
2960 2000
3010 2040
3060 2070
3120
1800
2760 1860
2800 1890
2840 1920
2890 1950
2930 1980
2980
1750
2710 1830
2620 1770
2660 1790
2690 .1820
2730 1840
2800 1890
2830
1670
2520 1690
2540 1710
2570 1730
2590 1740
2760 1860
2620 1760
2650 1780
2670
1560
2340 1570
2360 1580
2380 1590
2390 1600
2410 1620
2430 1630
2450
1770
2660 1810
2590 1760
2720 1850
2790 1900
2850 1940
2920 1980
2980 2030
3050
2650 1800
2710 1840
2760 1880
2820 1910
2880 1950
2930
2570 1740
2620 1780
2670 1810
2820
2490 1690
2530 1710
2580 1740
2720 1840
2620 1770
2770 1870
1630
2520 1710
2450 1660
2660 1800
2700
1580
2380 1600
2410 1630
2440 1650
2480 1670
2510 1690
2540 1710
2580
1510
2270 1530
2090 1400
2290 1540
2320 1560
2340 1580
2370 1590
2390 1610
2420
2110 1410
2120 1420
2140 1440
2160 1450
2170 1460
2190
1720
1680
1390
W30x116
ASD
1620
2440 1660
2500 1710
2570 1750
2630 1790
2690 1830
2760 1880
2820
1580
2370 1610
2420 1650
2480 1690
2540 1720
2590 1760
2650 1800
2700
1530
1480
2300 1560
2220 1500
2340 1590
2390 1620
2440 1650
2490 1690
2530 1720
2580
2260 1530
2300 1560
2340 1580
2380 1610
2420 1630
2450
1420
2140 1450
2170 1470
2200 1490
2230 1510
2260 1530
2290 1550
2330
1360
2050 1380
1910 1280
2070 1390
2100 1410
2120 1430
2140 1440
2170 1460
2190
1270
1920 1290
1940 1300
1960 1310
1970 1320
1990 1330
2000
LRFD
a K1 = distance from top of the steel beam to plastic neutral axis.
b
Q h = 1.67 6 6 = 0.90
c
Y2 = distance from top of the steel beam to concrete flange force.
See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3-170
DESIGN OF FLEXURAL MEMBERS
Table 3-19 (continued)
MM
r
Composite W Shapes
|
Available Strength in Flexure,
W30--W27
kip-ft
Mp/ b < h
p
kip-ft
ASD
W30x108
863
W30x99
778
W30x90
706
W27x102
761
W27x94
694
LRFD
PNA
C
LRFD
1300
1170
1060
1140
1040
F2 b , in.
a
n
Shape
ASD
M
2
in.
kip
ASD
<1
0.90
3
2.5
LRFD
ASD
3.5
LRFD
ASD
1380
2070
1420
2130
1460
2190
1350
2030
1390
2080
1420
2140
LRFD
ASD
LRFD
TFL
0
1590
1340
2010
2
0.190
1390
1320
1980
3
0.380
1190
1290
1950
1320
1990
1350
2040
1380
2080
4
0.570
989
1270
1910
1300
1950
1320
1980
1340
2020
BFL
0.760
790
1240
1870
1260
1900
1280
1930
1300
1960
6
4.03
593
1200
1810
1220
1830
1230
1850
1250
1870
7
7.64
396
1130
1690
1140
1710
1150
1720
1160
1740
TFL
0
1450
1220
1840
1260
1890
1290
1940
1330
2000
2
0.168
1280
1200
1810
1230
1860
1270
1900
1300
1950
3
0.335
1100
1180
1780
1210
1820
1240
1860
1270
1900
4
0.503
929
1160
1750
1190
1780
1210
1820
1230
1850
BFL
0.670
754
1140
1710
1160
1740
1180
1770
1200
1800
6
7
4.08
559
1100
1650
1110
1670
1130
1690
1140
1710
7.83
364
1020
1530
1030
1550
1040
1560
1050
1580
1810
TFL
0
1320
1100
1660
1140
1710
1170
1760
1200
2
0.153
1160
1090
1630
1110
1680
1140
1720
1170
1760
3
4
0.305
1000
1070
1610
1090
1640
1120
1680
1140
1720
0.458
842
1050
1580
1070
1610
1090
1640
1110
1670
BFL
0.610
683
J 030
1550
1050
1570
1060
1600
1080
1620
993
924
1490
1010
1510
1020
1530
1030
1550
1390
932
1400
940
1410
948
1430
6
3.99
506
7
7.76
329
TFL
0
1500
1160
1750
1200
1810
1240
1860
1280
1920
2
0.208
1290
1140
1720
1180
1770
1210
1810
1240
1860
3
0.415
1090
1120
1680
1150
1720
1170
1760
1200
1800
4
0.623
1090
1640
1110
1680
1140
1710
1160
1740
BFL
0.830
879
671
1060
1600
1080
1630
1100
1650
1110
1680
6
7
3.38
523
1040
1560
1050
1580
1060
1600
1070
1620
6.26
375
985
1480
994
1490
1000
1510
1010
1520
1760
TFL
0
1380
1070
1600
1100
1660
1140
1710
1170
2
0.186
1200
1050
1570
1080
1620
1110
1660
1140
1710
3
0.373
1030
1540
1050
1580
1080
1620
0.559
1000
1510
1020
1540
1040
1570
1100
1060
1660
4
1010
824
1600
BFL
0.745
638
978
1470
994
1490
1010
1520
1030
1540
6
3.43
492
950
1430
962
1450
974
1460
987
1480
7
6.41
346
899
1350
908
1360
917
1380
925
1390
a
F1 = distance from top of the steel beam to plastic neutral axis.
Y2 = distance from top of the steel beam to concrete flange force.
c
See Figure 3-3c for PNA locations.
b
Q ft = 1.67
_
* v — OU KSI
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
COMPOSITE BEAM SELECTION TABLES
3-171
Table o-i s (continueai
I- .-.'.s.
I
Composite W Shapes
Fy = 50 ksi
Available Strength in Flexure,
kip-ft
W30-W27
r2 b , in.
Shape
4
4.5
5
5.5
6
7
6.5
ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD
2370
2290
2210
2130
2050
1940
1780
1690
1630
1560
1490
1420
1340
1210
2550
2450
2350
2240
2140
2010
1830
1730
1660
1590
1520
1440
1350
1220
2610
2500
2390
2280
2170
2030
1840
1510 2270 1550
1460 2190 1490
1400 2110 1430
1350 2030 1370
1290 1940 1310
1210 1820 1220
1090 1640 1100
2330
2240
2150
2060
1970
1840
1660
1580
1520
1460
1390
1330
1240
1110
2380
2290
2190
2090
2000
1860
1670
1400
1350
1290
1240
1180
1110
997
2100
2020
1940
1860
1780
1660
1500
1430
1380
1320
1260
1200
1120
1010
2150
2070
1980
1890
1800
1680
1510
2140
2060
1970
1870
1780
1690
1580
1460 2200 1500
1400 2110 1430
1340 2010 1360
1270 1910 1290
1200 1800 1220
1140 1710 1150
1060 1590 1070
2260
2150
2050
1940
1830
1730
1610
1540
1470
1390
1310
1230
1170
1080
2310
2200
2090
1970
1850
1750
1620
1970
1890
1810
1720
1640
1560
1440
1340 2020 1380
1290 1930 1320
1230 1850 1250
1170 1750 1190
1110 1660 1120
1050 1580 1060
968 1460 977
2070
1980
1880
1790
1690
1590
1470
1410
1350
1280
1210
1140
1070
986
2120
2020
1920
1820
1710
1610
1480
W30x108
1500
1460
1410
1370
1320
1260
1170
2250
2190
2120
2060
1990
1900
1750
1540 2310 1580
1490 2240 1530
1440 2170 1470
1390 2090 1420
1340 2020 1360
1280 1920 1290
1170 1770 1180
1620 2430 1650
1560 2340 1590
1500 2260 1530
1440 2170 1470
1380 2080 1400
1310 1960 1320
1190 1800 1200
W30x99
1370
1330
1290
1250
1210
1150
1060
2050
2000
1940
1890
1830
1730
1590
1400
1360
1320
1280
1230
1170
1070
2110
2050
1990
1920
1850
1760
1600
1440 2160 1480
1390 2100 1430
1350 2030 1380
1300 1960 1320
1250 1880 1270
1180 1780 1200
1080 1620 1080
W30x90
1230
1200
1170
1130
1100
1040
956
1850
1810
1760
1700
1650
1570
1440
1270
1230
1190
1150
1110
1060
965
1900
1850
1790
1740
1680
1590
1450
1300
1260
1220
1180
1130
1070
973
1950
1890
1830
1770
1700
1610
1460
1330 2000 1370
1290 1940 1320
1240 1870 1270
1200 1800 1220
J 150 1730 1170
1080 1630 1090
981 1470 989
W27x102
1310
1270
1230
1180
1130
1090
1020
1980
1910
1840
1770
1700
1630
1540
1350 2030 1390
1300 1960 1340
1250 1890 1280
1200 1810 1220
1150 1730 1170
1100 1650 1110
1030 1550 1040
2090
2010
1930
1840
1750
1670
1560
1430
1370
1310
1250
1180
1130
1050
W27x94
1200
1170
1130
1090
1040
999
934
1810
1750
1690
1630
1570
1500
1400
1240 1860 1270
1200 1800 1230
1150 1730 1180
1110 1660 1130
1060 1590 1070
1010 1520 1020
943 1420 951
1910
1840
1770
1690
1610
1540
1430
1310
1260
1200
1150
1090
1040
960
2220
2140
2070
1990
1910
1800
1630
2490
2400
2300
2210
2110
1990
1810
2050
1980
1910
1830
1750
1640
1490
LRFD a n = distance from top of the steel beam to plastic neutral axis.
6
Y2 = distance from top of the steel beam to concrete flange force.
c
Q ft =1.67 <bb = 0.90 See Figure 3-3c for PNA locations.
ASD
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DESIGN OF FLEXURAL MEMBERS
3-172
Table 3-19 (continued)
r
Composite W Shapes
|
Available Strength in Flexure,
W27--W24
kip-ft
M pl
Shape
M
b <>b p
kip-ft
PNA
C
F
_ 50 ksi
y
F2b, in.
n a
2
3
2.5
3.5
kip
ASD
LRFD ASD
LRFD
ASD LRFD ASD
LRFD
TFL
2
3
4
BFL
6
7
1240
0
0.160 1080
0.320 918
0.480 758
0.640 598
3.50
454
309
6.63
948
932
914
895
874
846
795
1430
1400
1370
1340
1310
1270
1200
979
959
937
914
889
857
803
1470
1440
1410
1370
1340
1290
1210
1010
986
960
932
904
869
811
1520
1480
1440
1400
1360
1310
1220
1040
1010
983
951
919
880
818
1560
1520
1480
1430
1380
1320
1230
953
TFL
2
3
4
BFL
6
7
0
1380
0.219 1190
0.438 988
0.656 790
0.875 592
469
3.05
5.43
346
978
957
934
909
882
858
820
1470
1440
1400
1370
1330
1290
1230
1010
987
959
929
896
870
829
1520
1480
1440
1400
1350
1310
1250
1050
1020
984
948
911
882
837
1570
1530
1480
1430
1370
1320
1260
1080
1050
1010
968
926
893
846
1630
1570
1520
1460
1390
1340
1270
559
840
TFL
2
3
4
BFL
6
7
0
1240 866
0.193 1060 848
0.385 888
828
0.578 715
807
0.770 541 .784
3.01
762
425
5.48
309
726
1300
1270
1240
1210
1180
1140
1090
897
874
850
825
797
772
733
1350
1310
1280
1240
1200
1160
1100
928
901
872
842
810
783
741
1390
1350
1310
1270
1220
1180
1110
959
927
895
860
824
793
749
1440
1390
1340
1290
1240
1190
1130
W24x76
499
750
TFL
2
3
4
BFL
6
7
0
0.170
0.340
0.510
0.680
3.02
5.61
1120
966
813
660
507
393
280
779
763
746
727
708
687
651
1170
1150
1120
1090
1060
1030
978
807
787
766
744
720
696
658
1210
1180
1150
1120
1080
1050
988
835
811
787
760
733
706
665
1250
1220
1180
1140
1100
1060
999
863
835
807
777
746
716
672
1300
1260
1210
1170
1120
1080
1010
W24x68
442
664
TFL
2
3
4
BFL
6
7
0
0.146
0.293
0.439
0.585
3.07
5.82
1000
872
741
610
479
365
251
694
681
666
651
634
613
576
1040
1020
1000
978
953
922
866
719
702
685
666
646
622
583
1080
1060
1030
1000
971
935
876
744
724
703
681
658
631
589
1120
1090
1060
1020
989
949
885
769
746
722
696
670
640
595
1160
1120
1080
1050
1010
963
895
ASD
LRFD
W27x84
609
915
W24x94
634
W24x84
ASD
Q ft = 1.67
LRFD
4>ft =O.9O
in.
a
K1 = distance from top of the steel beam to plastic neutral axis.
b
Y2 = distance from top of the steel beam to concrete flange force.
c
See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
COMPOSITE BEAM SELECTION TABLES
3-173
Table 3-19 (continued)
I
Composite‘ W Shapes
ey . so k s ,
I
'
I:
Available Strerigth in Flexure,
kirD-ft
W27-W24
Y2 b , in.
Shape
4.5
4
5
ASD LRFD ASD LRFD ASD
7
6.5
6
5.5
LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD
W27x84
1070
1040
1010
970
934
891
826
1610 1100
1560 1070
1510 1030
1460 989
1400 949
1340 903
1240 834
1660
1600
1550
1490
1430
1360
1250
1130
1090
1050
1010
964
914
841
1700
1640
1580
1520
1450
1370
1260
1160
1120
1070
1030
979
925
849
1750
1680
1610
1540
1470
1390
1280
1200
1150
1100
1050
994
937
857
1230
1170
1120
1060
1010
948
865
1840
1760
1680
1600
1520
1420
1300
1260
1200
1140
1080
1020
959
872
1890
1800
1720
1630
1540
1440
1310
W24x94
1120
1080
1030
988
941
905
854
1680
1620
1550
1480
1410
1360
1280
1730
1660
1590
1510
1440
1380
1300
1190
1130
1080
1030
970
928
872
1780
1710
1630
1540
1460
1400
1310
1220
1160
1110
1050
985
940
880
1830
1750
1660
1570
1480
1410
1320
1250 1890 1290
1190 1790 1220
1130 1700 1160
1070 1600 1090
1000 1500 1010
952 1430 963
889 1340 898
1940
1840
1740
1630
1520
1450
1350
1320
1250
1180
1110
1030
975
906
1990
1880
1770
1660
1550
1470
1360
W24x84
989
954
917
878
837
804
756
1490 1020
1430 980
1380 939
1320 896
1260 851
1210 815
1140 764
1530 1050
1470 1010
1410 961
1350 914
1280 864
1220 825
1150 772
1580 1080
1510 1030
1440 983
1370 931
1300 878
1240 836
1160 779
1630 1110
1550 1060
1480 1010
1400 949
1320 891
1260 847
1170 787
1670 1140
1590 1090
1510 1030
1430 967
1340 905
1270 857
1180 795
1720 1170
1630 1110
1540 1050
1450 985
1360 918
1290 868
1190 803
1770
1670
1580
1480
1380
1300
1210
W24x76
891
860
827
793
758
726
679
1340
1290
1240
1190
1140
1090
1020
919
884
847
810
771
736
686
1380
1330
1270
1220
1160
1110
1030
946
908
868
826
784
745
693
1420
1360
1300
1240
1180
1120
1040
974
932
888
843
796
755
700
1460 1000
1400 956
1330 908
1270 859
1200 809
1140 765
1050 707
1510 1030
1440 980
1370 928
1290 876
1220 822
1150 775
1060 714
1550 1060
1470 1000
1400 949
1320 892
1230 834
1160 785
1070 721
1590
1510
1430
1340
1250
1180
1080
W24x68
794
768
740
711
682
650
602
1190
1150
1110
1070
1020
976
904
819
789
759
727
694
659
608
1230
1190
1140
1090
1040
990
913
844
811
777
742
706
668
614
1270
1220
1170
1120
1060
1000
923
869
833
795
757
718
677
620
1310
1250
1200
1140
1080
1020
932
1340
1280
1220
1160
1100
1030
942
1380
1320
1250
1180
1110
1040
951
1420
1350
1280
1210
1130
1060
961
ASD
LRFD
1150
1110
1060
1010
956
917
863
894
855
814
772
730
686
627
1800
1720
1650
1570
1490
1410
1290
a
LI = distance from top of the steel beaim to plastic neutral axis,
/2 = distance from top of the steel beaim to concrete flange force.
c
See Figure 3-3c for PNA locations.
Q ft = 1.67 4) = 0.90
b
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
919
876
832
788
742
695
633
944
898
851
803
754
704
639
3-174
DESIGN OF FLEXURAL MEMBERS
Table 3-19 (continued)
~T
Composite W Shapes
|
Available Strength in Flexure,
W24-W21
kip-ft
<h M p
Shape
kip-ft
PNAC
ASD LRFD
c
u
K2b, in.
n a
so.
2
2.5
3
in.
kip
ASD LRFD
ASD LRFD
ASD LRFD
3.5
ASD LRFD
W24x62
382
574
TFL
2
3
4
BFL
6
7
0
0.148
0.295
0.443
0.590
3.46
6.57
911
807
703
600
496
362
228
631
620
608
596
583
557
510
948
932
914
896
876
837
767
653
640
626
611
595
566
516
982
962
941
918
895
851
775
676
660
643
626
608
575
522
1020
992
967
941
914
864
784
699
680
661
641
620
584
527
1050
1020
993
963
932
878
792
W24x55
334
503
TFL
2
3
4
BFL
6
7
0
0.126
0.253
0.379
0.505
3.45
6.66
810
722
633
545
456
329
203
557
548
538
528
517
493
449
837
824
809
794
778
741
674
577
566
554
542
529
501
454
868
851
833
814
795
753
682
598
584
570
555
540
510
459
898
878
857
835
812
766
689
618
602
586
569
552
518
464
929
905
881
855
829
778
697
W21x73
429
645
TFL
2
3
4
BFL
6
7
0
1070
0.185 921
0.370 767
0.555 614
0.740 460
364
2.61
4.72
269
676
660
643
624
604
587
560
1020
993
966
938
908
882
841
703
683
662
639
615
596
566
1060
1030
995
961
925
896
851
730
706
681
655
627
605
573
1100
1060
1020
984
942
909
861
757
729
700
670
638
614
580
1140
1100
1050
1010
959
923
872
W21x68
399
600
TFL
2
3
4
BFL
6
7
0
0.171
0.343
0.514
0.685
2.59
4.74
1000
860
719
577
436
343
251
628
614
598
580
562
546
520
944
922
898
872
845
820
781
653
635
616
595
573
554
526
982
954
925
894
861
833
791
678
656
633
609
584
563
532
1020
987
952
916
878
846
800
703
678
651
624
595
572
539
1060
1020
979
937
894
859
809
TFL
2
3
4
BFL
6
7
0
0.154
0.308
0.461
0.615
2.57
4.79
913
786
659
533
406
317
228
569
556
542
527
511
495
470
855
836
814
792
768
745
707
592
576
558
540
521
503
476
890
865
839
812
783
756
715
615
595
575
553
531
511
482
924
895
864
832
798
768
724
637
615
591
567
541
519
487
958
924
889
852
813
780
732
W21x62
ASD
540
359
LRFD
a
K1 = distance from top of the steel beam to plastic neutral axis,
Y2 = distance from top of the steel beam to concrete flange force.
c
See Figure 3-3c for PNA locations.
b
£2h =1.67
0 6 =O.9O
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
COMPOSITE BEAM SELECTION TABLES
3-175
Table 3-19 (continued)
i .. — OU KSI
c. -
--.i
Composite W Shapes
“T
1
Available Strength in Flexure,
|
kip-ft
W24-W21
V2b , in.
Shape
4.5
4
6
5.5
5
7
6.5
ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD
W24x62
722
700
679
656
633
593
533
1080
1050
1020
986
951
891
801
744
721
696
671
645
602
539
1120
1080
1050
1010
969
905
810
767
741
714
686
657
611
544
1150
1110
1070
1030
988
919
818
790
761
731
701
670
620
550
1190
1140
1100
1050
1010
932
827
812
781
749
716
682
629
556
1220
1170
1130
1080
1030
946
835
835
801
766
731
694
638
561
1260
1200
1150
1100
1040
959
844
858
821
784
746
707
647
567
1290
1230
1180
1120
1060
973
852
W24x55
638
620
602
583
563
526
469
959
932
904
876
846
790
705
658
638
617
596
574
534
474
989
959
928
896
863
803
712
678
656
633
610
586
542
479
1020
986
952
917
880
815
720
699
674
649
623
597
551
484
1050
1010
975
937
897
827
727
719
692
665
637
608
559
489
1080
1040
999
957
915
840
735
739
710
681
651
620
567
494
1110
1070
1020
978
932
852
743
759
728
696
664
631
575
499
1140
1090
1050
998
949
865
750
W21x73
784
752
719
685
650
623
587
1180
1130
1080
1030
977
937
882
810
775
739
701
661
632
593
1220
1170
1110
1050
994
950
892
837
798
758
716
673
641
600
1260
1200
1140
1080
1010
964
902
864
821
777
731
684
650
607
1300
1230
1170
1100
1030
978
912
891
844
796
747
696
660
613
1340
1270
1200
1120
1050
991
922
918
867
815
762
707
669
620
1380
1300
1230
1150
1060
1000
932
944
890
834
777
719
678
627
1420
1340
1250
1170
1080
1020
942
W21x68
728
699
669
638
606
580
545
1090
1050
1010
959
910
872
819
753
721
687
652
616
589
551
1130
1080
1030
981
927
885
828
778
742
705
667
627
597
557
1170
1120
1060
1000
943
898
838
803
764
723
681
638
606
564
1210
1150
1090
1020
959
910
847
828
785
741
696
649
614
570
1240
1180
1110
1050
976
923
856
853
807
759
710
660
623
576
1280
1210
1140
1070
992
936
866
878
828
777
724
671
631
582
1320
1240
1170
1090
1010
949
875
W21x62
660
634
608
580
551
527
493
992
953
913
872
829
792
741
683
654
624
593
561
535
499
1030
983
938
892
844
804
749
706
674
641
607
571
543
504
1060
1010
963
912
859
816
758
728
693
657
620
582
551
510
1090
1040
987
932
874
828
767
751
713
673
633
592
559
516
1130
1070
1010
952
889
840
775
774
732
690
646
602
567
521
1160
1100
1040
972
905
852
784
797
752
706
660
612
574
527
1200
1130
1060
992
920
863
792
ASD
LRFD
a
KI - distance from top of the steel beam to plastic neutral axis.
Y2 = distance from top of the steel beam to concrete flange force.
c
See Figure 3-3c for PNA locations.
Q 6 - 1 . 6 7 § b = 0.90
b
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3-176
DESIGN OF FLEXURAL MEMBERS
Table 3-19 (continued)
“F
Composite W Shapes
|
Available Strength in Flexure,
W21
kip-ft
M pl
Shape
W21x57
W21x55
W21x50
W21x48
W21x44
ASD
= 1.67
b
<hM P
kip-ft
ASD
LRFD
322
484
314
473
274
413
267
401
238
LRFD
0 6 - 0.90
358
PNAC
F
_ 50 ksi
y
F2 b , in.
n a
S0„
2
2.5
3
3.5
in.
kip
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
TFL
0
837
523
787
544
818
565
849
586
881
2
0.163
730
512
770
530
797
549
825
567
852
LRFD
3
0.325
624
500
752
516
775
531
799
547
822
4
0.488
517
488
733
500
752
513
772
526
791
BFL
0.650
411
474
712
484
728
494
743
505
758
6
2.87
310
456
685
696
471
720
5.36
209
425
639
646
435
708
654
479
7
463
430
441
662
TFL
0
810
501
754
522
784
542
814
562
845
2
0.131
703
490
737
508
763
525
790
543
816
3
0.261
596
479
719
493
742
508
764
523
786
4
0.392
488
466
701
478
719
490
737
503
755
BFL
0.522
381
453
681
462
695
472
709
481
724
691
642
6
2.62
292
438
658
445
669
452
680
459
7
5.00
203
412
619
417
627
422
634
427
TFL
0
736
456
685
474
712
492
740
511
768
2
0.134
648
447
671
463
696
479
720
495
744
3
0.268
561
437
657
451
678
465
699
479
720
4
0.401
474
427
642
439
659
451
677
462
695
BFL
0.535
386
416
625
426
640
435
654
445
669
6
7
2.91
' 398
598
405
609
412
620
419
630
5.58
285
184
366
551
371
558
376
565
380
572
TFL
0
707
434
652
452
679
469
705
487
732
2
0.108
619
425
639
440
662
456
685
471
708
3
0.215
532
416
625
429
645
442
665
455
684
4
0.323
444
406
417
626
428
643
BFL
0.430
357
395
610
594
404
608
413
621
439
422
634
660
6
2.69
267
380
571
387
581
393
591
400
601
7
5.26
177
353
531
358
538
362
544
366
551
TFL
0
649
399
600
416
625
432
649
448
673
2
0.113
576
392
589
406
611
421
632
435
654
3
0.225
503
384
577
396
596
409
422
634
408
394
613
592
4
0.338
430
376
565
386
581
397
615
597
BFL
0.450
357
367
551
376
565
385
578
6
2.92
259
350
526
356
535
363
545
369
555
7
5.69
162
319
480
323
486
327
492
331
498
a
K1 = distance from top of the steel beam to plastic neutral axis.
b
Y2 = distance from top of the steel beam to concrete flange force.
c
See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3-177
COMPOSITE BEAM SELECTION TABLES
Table 3-19 (continued)
— 1-_
T
Composite» W Shapes
F, - so ksi
Available Strerigth in Flexure,
kip3-ft
W21
K2 b , in.
Shape
W21x57
W21x55
W21x50
W21x48
W21x44
4
ASD
LRFD
607
912
585
879
563
846
5.5
5
4.5
ASD
LRFD
628
943
603
578
907
869
ASD
LRFD
649
975
622
934
594
892
6
ASD
LRFD
669
1010
640
962
609
916
ASD
LRFD
690
1040
658
989
625
939
LRFD
ASD
LRFD
ASD
711
1070
732
1100
676
1020
694
1040
640
963
656
986
927
539
810
552
830
565
849
578
869
591
888
604
907
617
515
487
774
525
789
535
805
546
820
556
836
566
851
576
866
731
494
743
502
755
510
525
790
451
678
456
686
461
701
472
709
533
477
801
670
518
467
778
446
766
693
582
875
602
905
623
936
643
966
663
997
683
1030
704
1060
974
666
1000
920
627
943
865
588
884
948
717
560
842
578
869
596
895
613
921
631
538
809
553
831
568
853
583
876
597
515
774
527
792
539
810
551
829
564
648
898 - 6 1 2
847
576
491
467
738
500
752
510
766
519
781
529
795
539
809
548
824
702
474
713
481
723
496
745
503
767
437
657
442
665
672
452
680
457
756
687
510
649
489
447
734
432
462
695
529
795
547
823
566
850
584
878
602
906
621
933
639
961
511
769
528
793
544
817
560
841
576
866
592
890
608
914
493
741
507
762
521
783
535
804
549
825
563
846
577
867
474
713
486
730
498
748
510
766
521
784
533
801
819
455
427
683
464
698
474
712
484
727
493
741
503
756
545
512
770
641
434
652
441
662
448
673
455
684
462
695
469
705
385
578
389
585
394
592
399
599
403
606
408
613
412
620
505
758
522
785
540
811
557
838
575
864
593
891
610
917
487
732
502
755
518
778
533
801
549
825
564
848
579
871
469
704
482
724
495
744
508
764
522
784
535
804
548
824
450
676
461
693
472
710
483
726
494
743
505
760
431
648
440
661
449
674
688
467
701
475
715
516
484
776
407
611
413
621
420
631
458
427
641
433
651
440
661
447
728
671
371
557
375
564
380
571
384
577
389
584
393
591
397
597
464
698
496
746
513
771
529
795
545
819
561
844
675
480
464
722
449
697
478
718
492
740
762
521
783
536
805
434
652
447
671
459
690
472
728
497
747
509
766
418
629
429
645
440
451
461
693
472
710
483
726
402
605
411
618
420
661
632
709
677
507
484
429
645
438
658
447
672
456
685
376
564
382
574
388
584
594
401
603
408
613
414
623
335
504
339
510
343
516
395
347
522
352
528
356
534
360
541
LRFD
a
W = distance from top of the steel beaim to plastic neutral axis.
Y2 = distance from top of the steel beaim to concrete flange force.
c
See Figure 3—3c for PNA locations.
Q ft = 1.67 0 = 0.90
ASD
7
6.5
b
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DESIGN OF FLEXURAL MEMBERS
3-178
i.
Table 3-19 (continued)
"T
I
Composite W Shapes
|
Available Strength in Flexure,
W18
kip-ft
%Mp
Shape
W18x60
W18x55
W18x50
W18x46
W18x40
ASD
kip-ft
ASD
LRFD
307
461
420
279
252
379
340
226
294
196
LRFD
PNA
C
F1 a
in.
= 0.90
.
72 b , in.
£Q„
2
kip
ASD
3
2.5
LRFD
ASD
LRFD
ASD
3.5
LRFD
ASD
LRFD
TFL
0
882
489
735
511
768
533
801
555
834
2
0.174
750
476
715
494
743
513
771
799
3
0.348
619
461
692
476
716
492
739
532
507
4
0.521
488
445
669
457
687
469
705
481
723
BFL
0.695
357
428
643
437
670
454
683
2.17
288
416
626
424
656
637
446
6
431
647
438
658
7
3.81
220
399
600
405
609
410
617
416
625
762
TFL
0
810
447
672
467
702
487
732
507
763
2
0.158
691
434
653
452
679
469
705
3
0.315
573
421
633
436
655-
450
676
486
464
698
629
602
430
646
441
663
409
614
417
627
731
4
0.473
454
407
612
418
BFL
0.630
336
392
589
400
6
2.16
269
381
573
583
394
593
401
603
7
3.86
202
364
548
388
369
555
374
563
380
570
TFL
0
733
402
605
421
632
439
660
457
687
2
0.143
626
391
588
407
612
423
635
438
659
629
3
0.285
520
379
570
392
590
405
609
418
4
0.428
413
367
551
377
567
388
582
398
598
BFL
0.570
306
354
531
361
543
369
554
376
566
6
7
2.10
245
344
517
350
526
362
544
183
328
494
333
501
356
338
535
3.83
507
342
514
TFL
0
677
373
560
389
585
406
611
423
636
2
0.151
585
363
546
378
568
392
590
407
612
3
0.303
494
353
530
365
549
378
567
390
586
4
0.454
402
342
514
352
529
362
544
372
559
BFL
0.605
310
330
497
338
508
346
520
354
532
6
2.37
240
319
479
488
330
497
336
506
7
4.33
169
300
450
325
304
457
308
463
312
469
TFL
0
588
321
483
336
505
351
527
365
549
2
0.131
509
313
471
326
490
339
509
351
528
3
4
0.263
0.394
430
305
458
315
474
337
506
295
444
304
457
326
313
490
351
470
322
483
BFL
0.525
272
286
429
292
440
299
450
306
460
6
2.29
210
275
414
281
422
286
430
291
438
7
4.28
147
259
389
263
395
266
400
270
406
a
71 = distance from top of the steel beam to plastic neutral axis.
Y2 = distance from top of the steel beam to concrete flange force.
c
See Figure 3-3c for PNA locations.
b
Q fi = 1.67
_
* v — OU KSI
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
COMPOSITE BEAM SELECTION TABLES
3-179
Table 3-19 (continued)
Li.
Composite W Shapes
F = 50 ksi
y
Available Strength in Flexure,
I
W18
kip-ft
r2 b , in.
Shape
4
ASD
W18x60
W18x55
W18x50
W18x46
W18x40
ASD
Q ft =1.67
4.5
5
5.5
6
7
6.5
LRFD ASD
LRFD ASD
LRFD ASD
LRFD ASD
LRFD ASD
LRFD ASD
LRFD
577
868
599
901
621
934
643
967
665
1000
550
827
569
855
588
884
607
912
940
523
785
538
809
553
832
569
855
625
584
687
1030
709
1070
644
968
663
996
878
600
901
615
493
742
506
760
518
778
530
797
925
542
815
554
833
567
463
696
472
710
481
723
445
669
452
680
459
691
490
467
851
737
499
750
508
763
517
777
421
633
427
642
432
650
438
701
474
712
488
734
443
666
481
449
723
658
675
454
683
528
793
548
823
568
854
588
503
757
521
783
809
555
478
719
493
741
538
507
884
608
914
629
945
649
975
834
572
860
590
886
607
762
912
521
783
536
805
550
826
564
452
680
464
697
475
848
714
486
731
498
748
509
765
520
782
426
640
434
652
408
415
623
385
613
578
442
665
451
677
459
690
467
702
476
715
421
633
428
643
435
653
441
663
448
390
674
586
395
593
400
601
405
608
410
616
415
624
880
475
715
494
742
512
770
530
797
549
825
567
852
585
454
682
469
706
485
729
501
752
516
776
532
799
548
823
431
648
444
668
457
687
470
707
483
726
496
746
509
765
408
613
577
418
629
429
644
449
675
460
691
470
706
392
589
399
612
415
623
422
635
430
646
368
553
374
563
380
600
572
439
407
660
384
386
581
393
590
399
599
405
608
347
521
351
528
356
535
360
542
365
549
370
555
374
562
440
661
457
687
474
712
491
738
508
763
525
788
541
814
421
633
436
655
451
677
465
699
480
721
494
743
509
765
402
604
414
623
427
641
439
451
678
464
697
476
715
382
574
392
589
402
604
412
660
620
422
635
432
650
442
665
361
543
369
555
377
566
385
578
392
590
601
408
613
342
515
348
524
354
533
360
542
366
551
400
372
560
378
569
317
476
321
482
325
488
329
495
333
501
338
507
342
514
380
571
395
593
409
615
424
637
439
659
453
681
468
704
364
547
377
566
389
585
402
604
415
623
428
643
440
662
347
522
358
538
369
555
571
390
587
339
510
348
523
536
365
549
603
562
619
497
401
374
412
330
380
357
383
576
313
470
320
480
326
491
333
501
340
511
347
521
354
531
296
274
445
302
453
307
312
469
317
477
323
485
328
411
277
417
281
461
422
285
428
288
433
292
439
296
493
444
a ri = distance from top of the steel beam to plastic neutral axis.
b
Y2 - distance from top of the steel beam to concrete flange force.
c
See Figure 3-3c for PNA locations.
j =0.90
LRFD
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3-180
DESIGN OF FLEXURAL MEMBERS
Table 3-19 (continued)
“T
Composite W Shapes
|
Available Strength in Flexure,
W18-W16
kip-ft
Wk
Shape
W18x35
W16x45
W16x40
W16x36
W16x31
ASD
<h M p
kip-ft
ASD
LRFD
166
249
205
309
182
274
160
240
203
135
LRFD
PNA
C
(f>6 = 0.90
_ 50 ksi
y
Y2 b , in.
n a
2
in.
kip
ASD
TFL
0
515
2
0.106
451
3
0.213
2.5
3
3.5
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
279
419
292
438
304
457
317
477
272
409
283
426
295
443
387
265
399
275
413
285
428
306
294
442
424
460
4
0.319
323
258
388
266
400
274
412
282
BFL
0.425
260
251
377
257
386
263
396
270
406
6
2.38
194
240
360
245
368
249
254
382
7
4.56
129
222
334
225
338
228
375
343
232
348
TFL
0
663
333
501
350
525
366
550
383
575
2
0.141
564
323
485
337
506
351
527
549
3
0.283
464
312
469
323
486
335
504
365
347
4
0.424
365
300
451
309
465
318
479
327
492
BFL
0.565
288
433
294
443
301
453
308
462
6
7
1.81
266
216
280
421
286
429
291
437
296
445
3.26
166
269
404
273
410
277
416
281
423
TFL
0
589
294
442
309
464
323
486
338
508
2
0.126
501
285
428
297
447
310
466
322
485
3
0.253
412
275
414
286
429
296
445
306
460
265
254
398
273
411
281
423
289
435
382
391
266
400
272
409
521
4
0.379
324
BFL
0.505
236
6
1.73
248
372
379
257
387
262
394
7
3.18
191
147
260
252
238
357
242
363
245
368
249
374
TFL
0
529
262
394
275
413
288
433
301
453
2
0.108
453
254
382
266
399
277
416
288
433
3
0.215
378
246
370
256
384
265
398
274
412
4
0.323
303
238
357
368
253
380
260
391
BFL
0.430
228
229
344
245
234
352
240
361
246
369
6
1.82
180
221
333
226
340
230
346
235
353
7
3.45
132
210
316
214
321
217
326
220
331
TFL
0
456
226
340
238
357
249
374
260
391
2
0.110
396
220
331
230
346
240
360
250
375
3
4
0.220
335
214
321
222
333
230
346
239
0.330
274
207
311
213
321
220
331
227
359
341
BFL
0.440
213
199
300
205
308
210
316
215
324
6
1.99
164
192
288
196
294
200
300
204
307
7
3.79
114
180
270
182
274
185
279
188
283
a
K1 - distance from top of the steel beam to plastic neutral axis.
Y2 = distance from top of the steel beam to concrete flange force.
c
See Figure 3-3c for PNA locations.
b
Q b = 1.67
F
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3-181
COMPOSITE BEAM SELECTION TABLES
Table 3-19 (continued)
t v
I'
■'
'I
Composite W Shapes
— OU KSI
Available Strength in Flexure,
I
W18-W16
kip-ft
r 2 b , in.
Shape
W18x35
W16x45
W16x40
W16x36
W16x31
ASD
4
4.5
5
ASD
LRFD
496
343
477
328
304
457
290
436
ASD
LRFD
330
317
6
5.5
ASD
LRFD
LRFD
ASD
515
356
535
494
340
510
369
351
314
471
323
486
298
448
306
461
333
ASD
ASD
LRFD
554
381
573
394
593
407
612
527
362
544
500
343
515
373
352
561
529
385
362
578
544
315
473
323
485
331
497
339
509
ASD
LRFD
276
415
283
425
289
435
296
445
302
454
309
464
315
474
259
389
264
397
269
404
274
411
278
419
283
353
238
358
241
363
244
367
248
372
251
288
254
433
235
426
377
399
600
416
625
432
650
449
675
465
700
482
724
499
749
379
570
393
591
407
612
421
633
435
654
449
675
463
697
358
538
370
556
381
573
393
591
405
608
416
625
428
643
337
506
346
520
355
533
364
547
373
561
391
588
314
472
321
482
328
492
334
502
341
512
382
348
574
522
354
532
302
453
307
462
312
318
478
334
502
290
435
294
298
448
486
454
494
429
323
302
329
285
470
441
306
460
310
466
353
530
367
552
382
574
397
597
412
619
426
641
441
663
335
503
347
522
360
541
372
560
385
578
397
597
410
616
316
476
327
491
337
507
347
522
358
537
368
553
378
568
322
483
444
330
496
338
346
520
453
307
508
462
430
291
437
313
295
444
402
271
407
275
413
381
572
394
592
367
552
340
512
382
297
447
306
459
314
471
278
267
418
284
426
290
435
296
401
272
408
276
415
253
380
256
385
260
391
281
264
396
301
286
267
315
473
328
493
341
513
354
532
367
552
299
450
311
467
322
484
333
501
345
518
356
535
284
427
293
441
303
455
312
469
322
483
331
498
268
403
275
414
283
425
291
437
306
459
313
471
378
257
386
263
395
269
404
298
274
448
251
412
280
286
429
239
224
360
244
367
248
373
253
380
257
387
262
421
394
266
400
336
227
341
230
346
233
351
237
356
240
361
243
366
272
409
283
426
295
443
306
460
317
477
329
494
340
511
279
420
289
435
299
449
309
464
319
479
446
422
471
260
390
269
405
247
371
255
384
264
396
272
421
289
434
297
352
241
362
248
372
254
409
382
280
234
261
393
268
275
413
221
332
226
340
231
348
237
356
242
364
247
403
372
253
380
208
313
212
319
220
331
224
337
229
343
233
350
287
194
291
216
197
325
191
296
200
300
202
304
205
309
208
313
LRFD
a
n = distance from top of the steel beam to plastic neutral axis.
Y2 = distance from top of the steel beam to concrete flange force.
c
See Figure 3-3c for PNA locations.
b
Q fi - 1 . 6 7
7
6.5
LRFD
4>fi =0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3-182
DESIGN OF FLEXURAL MEMBERS
Table 3-19 (continued)
•:
~rI
Composite W Shapes
|
Available Strength in Flexure,
W16-W14
kip-ft
M
b $b p
M
Shape
W16x26
W14x38
W14x34
W14x30
W14x26
ASD
kip-ft
ASD
LRFD
110
166
231
153
205
136
177
118
100
LRFD
151
PNA
C
n a
Z0„
r 2 b , in.
2
2.5
3
= 0.90
3.5
in.
kip
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
TFL
0
384
189
284
198
298
208
312
217
327
2
0.0863
337
184
276
192
289
201
302
209
314
3
0.173
289
179
269
186
280
193
291
201
301
4
0.259
242
174
261
180
270
186
279
192
288
BFL
0.345
194
168
253
173
178
267
183
275
LRFD
6
2.04
145
161
241
164
260
247
168
252
171
258
7
4.00
96.0
148
223
151
227
153
230
156
234
TFL
0
558
252
379
266
400
280
421
294
442
2
0.129
471
243
365
255
383
267
401
278
418
3
0.258
384
234
351
243
365
253
380
262
394
4
0.386
297
223
336
231
347
238
358
246
369
BFL
0.515
1.42
209
174
213
320
218
328
223
335
208
312
212
216
325
7
2.55
140
201
302
204
319
307
228
221
343
6
208
312
211
318
TFL
0
500
224
337
237
356
249
375
262
393
2
0.114
423
216
325
227
341
238
357
248
373
3
347
208
313
217
326
225
339
234
352
4
0.228
0.341
270
199
300
206
310
213
320
220
330
BFL
0.455
193
-190
286
195
293
200
300
205
308
6
7
1.41
159
185
279
189
285
193
291
197
297
2.60
125
179
268
182
273
185
278
188
283
332
TFL
0
442
197
296
208
313
219
329
230
346
2
0.0963
378
190
286
200
300
209
314
219
329
3
0.193
313
183
276
191
287
199
299
207
311
4
0.289
248
176
265
182
274
189
195
293
BFL
0.385
183
169
253
173
260
178
283
267
182
274
6
1.48
147
163
246
167
251
171
257
174
262
7
2.82
111
156
234
159
239
162
243
164
247
TFL
0
385
172
258
181
273
191
287
201
302
2
0.105
332
166
250
175
263
183
275
191
287
3
4
0.210
279
161
242
168
252
263
182
273
0.315
226
155
233
160
241
175
166
250
172
258
BFL
0.420
174
149
223
153
230
157
236
162
243
6
1.67
135
143
215
146
220
150
225
153
230
7
3.18
96.1
134
202
137
206
139
209
142
213
a
V1 = distance from top of the steel beam to plastic neutral axis.
72 = distance from top of the steel beam to concrete flange force.
c
See Figure 3-3c for PNA locations.
b
Q fi - 1 . 6 7
_
f v — OU K.SI
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
COMPOSITE B E A M SELECTION TABLES
3-183
Table 3-19 (continued)
>v
i.
_..
..I
Composite W Shapes
OU l\SI
Available Strength in Flexure,
I
W16-W14
kip-ft
K2 b , in.
Shape
W16x26
W14x38
W14x34
W14x30
W14x26
4
4.5
5
5.5
6
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
227
341
237
356
246
370
256
385
265
399
275
413
285
428
218
327
226
340
234
352
243
365
251
377
268
403
312
215
323
222
334
229
345
237
356
260
244
390
208
366
251
377
198
297
204
306
210
315
216
324
222
334
228
343
234
352
188
282
192
289
197
202
304
207
311
212
318
217
326
175
263
179
269
182
296
274
186
279
190
285
193
290
197
296
158
237
160
241
163
245
165
248
168
252
170
255
172
259
308
463
322
483
336
504
350
525
363
546
377
567
391
588
290
436
302
454
314
471
325
337
507
349
524
361
542
272
409
281
423
291
437
301
489
452
310
466
320
481
329
495
253
380
260
391
268
403
275
414
283
425
290
436
297
447
234
351
239
359
244
367
249
375
255
383
260
265
398
225
338
229
345
234
351
238
358
243
247
251
378
215
323
218
328
222
333
225
339
229
365
344
390
371
232
349
236
354
274
412
287
431
299
450
312
468
324
487
337
506
349
525
259
389
269
405
280
421
290
436
301
452
311
468
322
484
243
365
251
378
260
391
269
404
277
417
286
430
295
443
226
209
340
233
350
240
360
247
371
253
381
391
267
401
315
214
322
219
329
224
337
229
344
260
234
351
238
358
201
303
213
320
221
332
225
338
297
200
301
217
204
326
292
209
197
314
287
205
194
308
191
306
207
311
210
315
241
362
252
379
263
396
274
412
285
429
296
445
307
462
228
343
237
357
247
371
256
385
266
399
275
413
285
428
215
323
222
334
230
346
238
358
246
369
254
381
261
393
201
302
207
311
213
321
219
330
226
339
232
348
238
358
187
281
191
288
196
295
201
301
205
308
210
315
214
322
178
268
182
273
185
279
189
284
193
290
196
295
200
301
167
251
170
255
173
259
175
264
178
268
181
272
184
276
210
316
220
330
229
345
239
359
249
374
258
388
268
402
200
300
208
312
216
224
337
233
350
241
362
249
375
189
177
283
196
294
203
325
304
209
325
223
336
230
346
183
275
189
284
194
315
292
216
267
200
301
206
309
211
317
166
249
170
256
175
262
179
269
183
275
188
282
192
288
156
235
160
240
163
245
166
250
170
255
173
260
177
265
144
216
146
220
149
224
151
227
154
231
156
234
158
238
a
71 = distance from top of the steel beam to plastic neutral axis.
72 = distance from top of the steel beam to concrete flange force.
c
See Figure 3-3c for PNA locations.
Q fc = 1.67 0 — 0.90
ASD
7
6.5
LRFD
b
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3-184
DESIGN OF FLEXURAL MEMBERS
Table 3-19 (continued)
”F
Composite W Shapes
|
Available Strength in Flexure,
W14-W12
kip-ft
<bbM p
Shape
W14x22
W12x30
W12x26
W12x22
W12x19
ASD
kip-ft
ASD
LRFD
82.8
125
108
92.8
73.1
61.6
LRFD
162
140
110
92.6
PNA
C
( =0.90
y
Y2 b , in.
H a
2
2.5
3
3.5
in.
kip
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
TFL
0
325
144
216
152
228
160
240
168
2
0.0838
283
139
210
146
154
231
161
253
241
3
0.168
241
135
203
141
220
212
147
221
153
230
4
0.251
199
130
196
135
203
140
211
145
218
BFL
0.335
157
126
189
130
195
133
201
137
206
6
1.69
123
185
126
3.34
120
112
181
7
119
81.2
168
114
171
116
189
174
129
118
194
177
TFL
0
440
179
269
190
286
201
302
212
319
2
0.110
368
172
258
181
272
190
286
199
300
3
0.220
296
164
247
172
258
179
269
186
280
4
0.330
225
156
235
162
243
167
251
173
260
BFL
0.440
153
147
222
151
227
155
233
159
239
6
1.12
131
217
151
227
154
232
1.94
110
212
148
144
222
7
145
141
216
146
220
149
224
TFL
0
382
155
233
164
247
174
261
183
276
2
0.0950
321
148
223
156
235
164
247
172
259
3
0.190
259
142
213
148
223
155
233
161
242
4
0.285
197
225
131
218
202
150
136
210
197
145
0.380
203
192
140
BFL
135
128
207
6
7
1.08
116
125
188
128
1.95
95.6
122
183
TFL
0
324
132
2
0.106
281
128
3
0.213
238
4
0.319
BFL
6
7
192
135
131
197
138
134
124
186
126
190
129
201
194
198
140
210
148
223
156
235
192
135
202
142
213
223
123
185
129
194
135
203
149
141
196
118
177
123
185
128
192
133
0.425
153
113
170
117
176
121
124
1.66
117
108
162
111
166
114
181
171
199
187
116
175
3.04
81.0
99.9
150
102
153
104
156
106
159
TFL
0
279
112
169
119
179
126
190
133
200
2
0.0875
244
109
164
115
173
121
182
127
191
3
4
0.175
209
105
158
110
166
115
174
121
181
0.263
174
101
152
106
159
110
165
114
172
BFL
0.350
139
97.2
146
101
151
104
156
108
162
6
1.65
104
92.1
138
94.7
142
97.3
146
99.9
150
7
3.12
69.7
84.6
127
86.3
130
88.1
132
89.8
135
a
K1 = distance from top of the steel beam to plastic neutral axis.
Y2 = distance from top of the steel beam to concrete flange force.
c
See Figure 3-3c for PNA locations.
b
Q ft =1.67
F = 50 ksj
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
212
COMPOSITE BEAM SELECTION TABLES
3-185
Table 3-19 (continued)
F / :. 7
Compositej W Snapes
F, = 50 KSI
T
1
Available Strerngth in Flexure,
ki[p-ft
W14-W12
Y2 b , in.
Shape
W14x22
W12x30
W12x26
W12x22
W12x19
ASD
4
4.5
5
5.5
6
6.5
7
ASD LRFD
ASD LRFD
ASD LRFD
ASD LRFD
ASD LRFD
ASD LRFD
ASD LRFD
176
265
184
277
192
289
200
301
209
326
225
252
175
263
182
196
203
305
210
316
239
165
248
171
189
177
284
159
273
257
313
294
217
168
266
183
275
189
284
195
293
150
141
226
155
233
160
241
165
248
170
256
175
263
180
271
212
145
218
149
224
153
230
157
236
161
242
165
248
132
198
135
203
207
141
212
144
221
150
225
180
122
183
186
126
189
128
216
192
147
120
138
124
130
195
132
198
434
338
223
335
234
352
245
368
256
385
267
401
278
418
289
209
314
218
327
227
341
236
245
369
255
383
264
396
194
291
201
302
209
313
216
355
324
223
336
231
347
238
358
178
268
184
277
190
285
195
294
201
302
206
310
212
319
163
245
167
250
262
182
273
186
279
161
242
167
252
178
171
268
237
256
247
174
158
170
164
257
174
262
177
266
152
228
155
232
157
236
160
241
163
245
166
249
168
253
193
290
202
304
212
319
221
333
231
347
241
362
250
376
180
271
188
283
196
295
204
307
212
319
331
228
343
168
252
174
262
181
271
187
281
194
291
220
200
301
206
310
155
232
160
240
164
247
169
255
174
262
179
269
184
277
141
137
212
145
218
148
223
-151
228
155
233
158
162
243
205
140
210
142
214
145
218
148
223
151
238
227
131
197
134
201
136
204
138
208
141
211
143
215
164
247
172
259
180
271
189
283
197
295
205
156
234
163
244
170
255
177
265
184
276
191
147
153
229
159
238
176
214
147
221
229
170
157
256
142
165
152
247
138
220
207
236
162
265
244
128
193
132
136
204
140
210
144
216
147
221
119
179
122
198
184
125
188
193
131
197
134
201
108
162
110
165
112
168
128
114
171
116
174
140
211
147
221
154
232
161
242
168
133
200
139
209
145
218
151
227
157
126
189
131
197
205
142
119
178
123
185
136
127
191
132
213
198
111
167
114
172
118
177
121
182
103
154
105
158
108
162
110
166
113
91.5
138
93.3
140
95.0
143
96.8
145
98.5
LRFD
= distance from top of the steel beam to plastic neutral axis.
F2 = distance from top of the steel beam to concrete flange force.
c
See Figure 3-3c for PNA locations.
232
145
219
308
213
320
287
198
182
274
167
297
251
227
151
137
206
118
177
120
180
252
175
263
182
273
237
164
246
255
147
221
152
228
170
157
136
204
140
211
145
217
125
188
128
193
132
198
170
116
174
118
178
148
100
151
102
153
a
b
Q ft = 1.67 0 = 0.90
154
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
236
DESIGN OF FLEXURAL MEMBERS
3-186
Table 3-19 (continued)
r
Composite W Shapes
,
Available Strength in Flexure,
W12--W10
kip-ft
h Mp
Shape
W12x16
W12x14
W10x26
W10x22
W10x19
ASD
kip-ft
ASD
LRFD
50.1
75.4
43.4
78.1
64.9
53.9
LRFD
65.3
117
97.5
81.0
PNAC
F2 b , in.
n a
2
2.5
3
= 0.90
3.5
in.
kip
ASD
LRFD
TFL
0
236
94.0
141
99.9
150
106
159
112
168
2
0.0663
209
91.3
137
96.6
145
102
107
161
3
0.133
183
88.6
133
93.1
140
97.7
153
147
102
154
4
0.199
156
85.7
129
89.6
135
93.5
141
97.4
146
BFL
0.265
124
86.0
129
89.3
134
92.5
139
1.70
130
94.4
82.8
6
7
77.6
117
80.0
120
82.4
124
84.7
127
3.32
58.9
69.6
105
71.1
107
72.6
109
74.0
111
ASD
LRFD
ASD
LRFD
ASD
LRFD
TFL
0
208
82.5
124
87.7
132
92.9
140
98.0
147
2
0.0563
185
80.2
121
84.8
128
89.5
134
94.1
141
3
0.113
163
77.9
117
82.0
123
86.0
129
90.1
135
4
0.169
141
75.5
114
79.0
119
82.5
124
86.1
129
BFL
0.225
118
73.1
110
76.0
114
79.0
119
81.9
6
7
1.69
85.2
68.3
70.4
106
72.6
123
112
51.9
60.8
62.1
93.3
63.4
109
95.3
74.7
3.36
103
91.4
64.7
97.2
TFL
0
381
136
205
146
219
155
233
165
247
2
0.110
317
130
195
137
207
145
219
153
230
3
4
0.220
254
123
184
129
194
135
203
142
213
0.330
190
115
174
120
181
125
188
130
195
BFL
0.440
127
108
162
111
167
114
172
117
177
6
0.898
111
106
159
109
163
111
168
114
172
7
1.51
95.1
103
155
106
159
108
163
110
166
TFL
0
324
115
172
123
184
131
197
139
209
2
0.0900
273
109
164
116
175
123
185
130
195
3
0.180
221
104
156
115
173
120
181
0.270
98.1
147
154
107
160
111
166
BFL
0.360
169
117
109
102
164
4
92.1
138
95.0
143
147
101
152
6
7
0.953
99.2
89.8
135
92.3
139
98.0
94.7
142
97.2
146
140
90.8
137
92.9
160
114
171
121
182
153
108
162
114
171
153
107
143
99.1
160
149
1.71
81.1
86.8
130
TFL
0
281
99.8
150
107
2
0.0988
241
95.7
144
102
3
4
0.198
201
162
91.4
137
96.5
145
101
0.296
87.0
131
91.0
137
95.1
BFL
0.395
122
82.3
124
85.4
128
88.4
133
91.5
137
88.8
133
6
1.28
96.1
78.8
118
81.2
122
83.6
126
86.0
129
7
2.31
70.2
73.9
111
75.6
114
77.4
116
79.1
119
a
K1 = distance from top of the steel beam to plastic neutral axis.
Y2 = distance from top of the steel beam to concrete flange force.
c
See Figure 3-3c for PNA locations.
b
Q fc =1.67
_
f v — vv rxOl
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
COMPOSITE BEAM SELECTION TABLES
F = 50 ksi
y
3-187
■
Table 3-19 (continued)
\
Composite W Shapes
T
kip-ft
W12-W10
Available Strength in Flexure,
|
K2 b , in.
Shape
4
4.5
5
5.5
7
6.5
6
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
W12x16
118
112
107
101
95.7
87.1
75.5
177
169
161
152
144
131
113
123
117
111
105
99.0
89.4
77.0
185
177
167
158
149
134
116
129
123
116
109
102
91.8
78.4
194
184
174
164
154
138
118
135
128
120
113
105
94.1
79.9
203
192
181
170
159
141
120
141
133
125
117
109
96.5
81.4
212
200
188
176
163
145
122
147
138
130
121
112
98.8
82.8
221
208
195
182
168
149
125
153
144
134
125
115
101
84.3
230
216
202
187
173
152
127
W12x14
103
98.7
94.2
89.6
84.9
76.8
66.0
155
148
142
135
128
115
99.1
108
103
98.2
93.1
87.8
79.0
67.3
163
155
148
140
132
119
101
114
108
102
96.6
90.8
81.1
68.6
171
162
154
145
136
122
103
119
113
106
100
93.7
83.2
69.8
179
169
160
150
141
125
105
124
117
110
104
96.7
85.3
71.1
186
176
166
156
145
128
107
129
122
115
107
99.6
87.5
72.4
194
183
172
161
150
131
109
134
126
119
111
103
89.6
73.7
202
190
178
166
154
135
111
W10x26
174
161
148
134
121
117
113
262
242
223
202
181
176
170
184
169
154
139
124
120
115
276
254
232
209
180
173
193
177
161
144
127
123
118
290
266
242
216
191
184
177
203
185
167
149
-130
125
120
304
278
251
224
196
188
180
212
193
173
153
133
128
122
319
290
261
231
200
192
184
222
201
180
158
136
131
125
333
302
270
238
205
197
187
231
209
186
163
140
134
127
347
314
280
245
210
201
191
W10x22
147
137
126
115
104
99.7
94.9
221
205
189
173
156
150
143
155
143
131
119
107
102
96.9
233
215
197
179
160
154
146
163
150
137
123
110
105
98.9
245
226
206
185
165
157
149
171
157
142
128
113
107
101
257
236
214
192
169
161
152
179
164
148
132
115
110
103
270
246
222
198
174
165
155
187
171
153
136
118
112
105
282
256
231
204
178
168
158
196
177
159
140
121
115
107
294
267
239
211
182
172
161
W10x19
128
120
112
103
94.5
88.4
80.9
192
180
168
155
142
133
122
135
126
117
107
97.6
90.8
82.6
203
189
175
161
147
136
124
142
132
122
111
101
93.2
84.4
213
198
183
167
151
140
127
149
138
127
115
104
95.5
86.2
224
207
190
173
156
144
129
156
144
132
119
107
97.9
87.9
234
216
198
179
160
147
132
163
150
137
123
110
100
89.7
245
225
205
185
165
151
135
170
156
142
127
113
103
91.4
255
234
213
191
170
154
137
ASD
LRFD
186
a
= distance from top of the steel beam to plastic neutral axis.
Y2 = distance from top of the steel beam to concrete flange force.
c
See Figure 3-3c for PNA locations.
b
Q6 = 1.67
0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DESIGN OF FLEXURAL MEMBERS
3-188
Table 3-19 (continued)
T
Composite W Shapes
|
Available Strength in Flexure,
W10
kip-ft
bM p
Shape
W10x17
kip-ft
ASD
LRFD
46.7
70.1
PNA
in.
TFL
2
W10x15
W10x12
ASD
39.9
31.4
LRFD
60.0
47.3
L2 b , in.
io„
C
0
0.0825
kip
250
217
2.5
2
00 = 0.90
3.5
3
ASD
LRFD
ASD
LRFD
87.9
132
94.1
141
84.5
127
89.9
135
ASD
LRFD
ASD
LRFD
100
151
107
160
95.3
143
101
151
3
0.165
183
81.0
122
85.6
129
90.1
135
94.7
142
4
0.248
150
77.3
116
81.1
122
84.8
128
88.6
133
BFL
0.330
117
73.6
111
76.5
115
79.4
119
6
7
1.31
89.8
69.8
105
72.1
108
74.3
112
82.3
76.6
115
2.46
62.4
64.5
96.9
66.0
99.3
67.6
102
69.2
104
TFL
0
221
77.0
116
82.5
124
88.0
132
93.5
141
79.1
126
88.8
133
120
83.9
126
114
79.0
119
124
2
0.0675
194
74.3
112
3
0.135
167
71.5
107
75.6
4
0.203
140
68.6
103
72.0
119
84.0
114 - 79.8
108
75.5
BFL
0.270
113
65.5
98.5
68.4
103
71.2
107
74.0
111
6
7
1.35
83.8
61.6
63.7
95.8
65.8
98.9
67.9
102
2.60
55.1
55.9
92.6
84.1
57.3
86.1
58.7
88.2
60.1
90.3
TFL
0
177
61.2
92.0
65.6
98.6
70.0
105
74.4
112
2
0.0525
156
59.1
88.8
63.0
94.6
135
56.9
85.6
60.3
90.6
100
95.7
106
0.105
66.9
63.7
70.8
3
67.0
101
95.1
89.4
4
0.158
114
54.7
82.2
57.6
86.5
60.4
90.8
63.3
BFL
0.210
93.6
52.4
78.8
82.3
57.1
85.8
59.5
6
1.31
49.2
73.9
76.5
52.6
79.0
54.3
81.6
7
2.61
68.9
44.2
54.8
50.9
44.3
66.5
45.4
68.2
46.5
69.9
47.6
71.5
a
LI = distance from top of the steel beam to plastic neutral axis.
Y2 = distance from top of the steel beam to concrete flange force.
c
See Figure 3-3c for PNA locations.
b
Q ft = 1.67
Fy . 50 ksi
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
COMPOSITE BEAM SELECTION TABLES
3-189
Table 3-19 (continued)
Composite W Shapes
Fy = 50 ksi
Available Strength in Flexure,
I
W1O
kip-ft
T2b, in.
Shape
4
7
6.5
6
5.5
5
4.5
ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD
W10x17
113
106
99.3
92.3
85.3
78.8
70.7
170
159
149
139
128
118
106
119
112
104
96.1
88.2
81.0
72.3
179
168
156
144
133
122
109
125
117
108
99.8
91.1
83.3
73.8
188
176
163
150
137
125
111
131
122
113
104
94.0
85.5
75.4
198
184
170
156
141
129
113
138
128
118
107
96.9
87.8
76.9
207
192
177
161
146
132
116
144
133
122
111
99.9
90.0
78.5
216
200
184
167
150
135
118
150
139
127
115
103
92.2
80.0
226
208
190
173
155
139
120
W10x15
99.0
93.6
88.1
82.5
76.8
70.0
61.4
149
141
132
124
115
105
92.3
105
98.4
92.3
86.0
79.6
72.1
62.8
157
148
139
129
120
108
94.4
110
103
96.4
89.5
82.4
74.2
64.2
165
155
145
134
124
112
96.5
116
108
101
92.9
85.2
76.3
65.6
174
162
151
140
128
115
98.5
121
113
105
96.4
88.0
78.4
66.9
182
170
157145
132
118
101
127
118
109
99.9
90.8
80.5
68.3
190
177
164
150
137
121
103
132
123
113
103
93.7
82.6
69.7
198
184
170
155
141
124
105
W10x12
78.8
74.6
70.4
66.1
61.8
56.0
48.7
118
112
106
99.4
92.9
84.2
73.2
83.2
78.5
73.8
69.0
64.1
57.7
49.8
125
118
111
104
96.4
86.8
74.8
87.6
82.4
77.2
71.8
66.5
59.5
50.9
132
124
116
108
99.9
89.4
76.5
92.1
86.3
80.5
74.7
68.8
61.2
52.0
138
130
121
112
103
92.0
78.1
96.5
90.2
83.9
77.5
71.1
62.9
53.1
145
136
126
117
107
94.5
79.8
101
94.1
87.3
80.4
73.5
64.6
54.2
152
141
131
121
110
97.1
81.5
105
98.0
90.7
83.2
75.8
66.3
55.3
158
147
136
125
114
99.7
83.1
ASD
LRFD
Qft =1.67 01)= 0.90
a
n = distance from top of the steel beam to plastic neutral axis.
b
Y2 = distance from top of the steel beam to concrete flange force.
c
See Figure 3-3c for PNA locations.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DESIGN OF FLEXURAL MEMBERS
3-190
Table 3-20
Lower Bound Elastic Moment
of Inertia, I LB , for Plastic
Composite Sections
I.
W40
Shaped
PNAC
n a
ZQ„
in.
kip
K2 b , in.
2
2.5
3
3.5
4
4.5
5
5.5
6
6.5
7
W40x297
TFL
(23200)
2
0
4370 44200 45200 46200 47200 48200 49300 50300 51400 52600 53700 54900
0.413 3720 42500 43400 44300 45200 46200 47200 48200 49200 50200 51300 52300
3
0.825 3060 40500 41300 42100 42900 43800 44700 45600 46500 47400 48300 49300
4
1.24
2410 38100 38800 39500 40200 41000 41700 42500 43300 44100 44900 45700
BFL
1.65
1760 35300 35800 36400 37000 37600 38200 38800 39400 40100 40700 41400
6
4.59
7
8.17
1430 33600 34000 34500 35000 35500 36100 36600 37100 37700 38200 38800
1090 31600 32000 32400 32800 33200 33600 34000 34500 34900 35400 35800
0
4310 43100 44100 45100 46100 47100 48200 49300 50400 51500 52600 53800
W40x294
TFL
(21900)
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
2580 37800 38500 39300 40000 40800 41600 42400 43200 44100 44900 45800
BFL
1.93
2000 35400 36000 36600 37200 37900 38600 39200 39900 40700 41400 42100
6
7
5.69 1540 33100 33600 34100 34600 35200 35700 36300 36900 37500 38100 38700
10.00 1080 30400 30800 31200 31600 32000 32400 32900 33300 33800 34200 34700
W40x278
TFL
(20500)
2
0
4100 40500 41400 42300 43300 44300 45300 46300 47300 48400 49500 50600
0.453 3560 39100 39900 40800 41700 42600 43500 44500 45400 46400 47400 48400
3
4
0.905 3020 37500 38200 39000 39800 40700 41500 42400 43300 44200 45100 46000
BFL
1.81
1.36
2470 35500 36200 36900 37600 38400 39100 39900 40700 41500 42300 43100
1930 33300 33900 34500 35100 35700 36400 37000 37700 38400 39000 39700
6
5.65
7
10.1
W40x277
TFL
(21900)
2
0
4070 41300 42200 43100 44100 45000 46000 47000 48000 49100 50100 51200
0.394 3450 39700 40500 41400 42300 43100 44000 45000 45900 46800 47800 48800
3
0.788 2820 37800 38500 39300 40100 40800 41600 42500 43300 44200 45000 45900
1480 31100 31600 32100 -32600 33100 33600 34200 34700 35300 35900 36400
1020 28500 28800 29200 29600 30000 30400 30800 31200 31600 32000 32500
4
1.18
2200 35500 36200 36800 37500 38100 38800 39500 40200 41000 41700 42500
BFL
1.58
1580 32800 33300 33800 34300 34800 35400 36000 36500 37100 37700 38300
6
4.22
1300 31300 31700 32200 32600 33100 33600 34100 34600 35100 35600 36100
7
7.59
1020 29700 30000 30400 30800 31200 31600 32000 32400 32800 33200 33700
0
3880 38200 39000 39900 40800 41700 42700 43600 44600 45600 46600 47700
W40x264
TFL
(19400)
2
0.433 3360 36800 37600 38400 39300 40100 41000 41900 42800 43700 44700 45600
3
0.865 2850 35300 36000 36800 37500 38300 39100 39900 40800 41600 42500 43400
4
1.30
2330 33500 34100 34800 35500 36200 36900 37600 38300 39100 39800 40600
BFL
1.73
1810 31300 31900 32500 33000 33600 34200 34800 35400 36100 36700 37400
6
5.50
1390 29300 29800 30200 30700 31200 31700 32200 32700 33200 33800 34300
7
9.90
969
26900 27200 27600 28000 28300 28700 29100 29500 29900 30300 30700
a
71 = distance from top of the steel beam to plastic neutral axis.
72 = distance from top of the steel beam to concrete flange force.
c
See Figure 3-3c for PNA locations.
d
Value in parentheses is l x (in.4) of non-composite steel shape.
b
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
COMPOSITE BEAM SELECTION TABLES
3-191
Table 3-20 (continued)
Lower Bound Elastic Moment
of Inertia, I LB , for Plastic
Composite Sections
W40
na
IO„
in.
kip
0
3670 36900 37700 38500 39300 40200 41100 42000 42900 43800 44800 45700
K2 b , in.
Shape*1
PNAC
W40x249
TFL
(19600)
2
0.355 3110 35400 36200 36900 37700 38500 39300 40100 41000 41800 42700 43600
3
0.710 2550 33800 34400 35100 35800 36500 37200 37900 38700 39500 40200 41000
4
1.07
1990 31700 32300 32900 33500 34100 34700 35300 36000 36600 37300 38000
BFL
1.42
1430 29300 29700 30200 30700 31100 31600 32100 32700 33200 33700 34300
6
4.04
1170 27900 28300 28700 29100 29600 30000 30400 30900 31300 31800 32200
7
7.47
917
W40x235
TFL
(17400)
2
0
3450 33900 34600 35400 36200 37000 37800 38700 39600 40400 41300 42300
0.394 2980 32700 33400 34100 34800 35600 36400 37100 37900 38800 39600 40400
3
0.788 2510 31300 31900 32600 33200 33900 34600 35300 36100 36800 37600 38300
4
1.18
2040 29600 30200 30800 31400 32000 32600 33200 33900 34500 35200 35900
BFL
1.58
1580 27700 28200 28700 29200 29700 30200 30800 31300 31900 32400 33000
6
5.16
7
9.46
1220 26000 26400 26800 27200 27600 28100 28500 29000 29400 29900 30400
862 24000 24300 24600 24900 25200 25600 25900 26300 26600 27000 27300
0
3170 31300 32000 32700 33500 34200 34900 35700 36500 37300 38100 38900
2
2.5
3
3.5
4
4.5
5
5.5
6
6.5
7
26500 26800 27200 27500 27800 28200 28500 28900 29300 29700 30100
W40x215
TFL
(16700)
2
0.305 2690 30100 30800 31400 32100 32800 33400 34200 34900 35600 36400 37100
3
4
0.610 2210 28700 29300 29900 30500 31100 31700 32300 33000 33600 34300 35000
0.915 1730 27000 27500 28000 28500 29000 29600 30100 30700 31200 31800 32400
BFL
1.22
6
3.80
1250 25000 25400 25800 26200 26600 27000 27500 27900 28300 28800 29300
1020 23800 24200 24500 24900 25200 25600 26000 26300 26700 27100 27500
7
7.30
792
W40x211
TFL
(15500)
2
0
3100 30100 30800 31500 32200 32900 33600 34400 35200 36000 36800 37600
0.354 2680 29000 29700 30300 31000 31600 32300 33000 33700 34500 35200 36000
W40x199
(14900)
22600 22800 23100 23400 23700 24000 24300 24600 24900 25300 25600
3
4
0.708 2270 27800 28400 29000 29600 30200 30800 31500 32100 32800 33500 34200
1.06
1850 26400 26900 27400 28000 28500 29100 29600 30200 30800 31400 32000
BFL
1.42
6
4.98
1430 24700 25100 25600 26000 26500 26900 27400 27900 28400 28900 29400
1100 23100 23500 23900 24200 24600 25000 25400 25800 26200 26600 27100
7
9.35
775
TFL
0
2
21300 21600 21900 22200 22500 22800 23100 23400 23700 24000 24300
2920 28200 28800 29500 30100 30800 31500 32200 32900 33700 34400 35200
3
0.266 2510 27200 27800 28400 29000 29600 30200 30900 31600 32200 32900 33600
0.533 2090 26000 26500 27100 27600 28200 28700 29300 29900 30500 31200 31800
4
0.799 1670 24600 25000 25500 26000 26500 27000 27500 28000 28500 29100 29600
BFL
1.07
6
4.11
989
7
8.09
731
1250 22900 23300 23600 24000 24400 24900 25300 25700 26100 26600 27000
21600 21900 22300 22600 22900 23300 23700 24000 24400 24800 25200
20200 20500 20700 21000 21300 21500 21800 22100 22400 22700 23000
a
KI - distance from top of the steel beam to plastic neutral axis.
K2 = distance from top of the steel beam to concrete flange force.
c
See Figure 3-3c for PNA locations.
d
Value in parentheses is l x (in. 4) of non-composite steel shape.
b
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DESIGN OF FLEXURAL MEMBERS
3-192
Table 3-20 (continued)
I
Lower Bound Elastic Moment
[_Q
of Inertia, I LB , for Plastic
W40-W36
Composite Sections
Shaped
PNAC
W40x183
TFL
(13200)
W40x167
(11600)
(9800)
S0„
in.
kip
0
2670 25500 26100 26700 27300 27900 28600 29200 29900 30500 31200 31900
r2 b , in.
2
2.5
3
3.5
4
4.5
5
5.5
6
6.5
7
3
0.300 2310 24600 25200 25700 26300 26900 27400 28000 28700 29300 29900 30600
0.600 1960 23600 24100 24600 25100 25700 26200 26700 27300 27900 28500 29100
2
4
0.900 1600 22400 22900 23300 23800 24200 24700 25200 25700 26200 26700 27200
BFL
1.20
1250 21100 21400 21800 22200 22600 23000 23400 23800 24300 24700 25100
6
4.76
958
19700 20000 20300 20600 21000 21300 21700 22000 22400 22700 23100
7
9.24
666
18100 18400 18600 18800 19100 19300 19600 19900 20100 20400 20700
TFL
2460 22800 23300 23800 24400 24900 25500 26100 26700 27300 28000 28600
0.256 2160 22000 22500 23000 23500 24100 24600 25200 25700 26300 26900 27500
2
0
4
0.513 1850 21200 21600 22100 22600 23100 23600 24100 24600 25100 25600 26200
0.769 1550 20200 20600 21000 21500 21900 22400 22800 23300 23800 24200 24700
BFL
1.03
6
4.97
1250 19100 19500 19800 20200 20600 21000 21400 21800 22200 22600 23100
931 17700 18000 18300 18600 18900 19200 19600 19900 20200 20600 20900
7
9.84
614
TFL
0
3
W40x149
n a
16100 16300 16500 16700 16900 17200 17400 17600 17900 18100 18400
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 19200 19600 20000 20500 20900 21400 21900 22300 22800
4
0.623 1460 17600 18000 18400 18800 19200 19600 20000 20400 20800 21300 21700
BFL
0.830 1210 16700 17100 17400 17800 18100 18500 18900 19200 19600 20000 20400
5.14
879 15400 15700 15900 16200 16500 16800 17100 17400 17700 18000 18300
10.4
548 13700 13900 14100 14300 14500 14700 14900 15100 15300 15500 15800
6
7
W36x302
TFL
(21100)
2
3
4
0
4440 40100 41000 41900 42900 43900 44900 46000 47000 48100 49200 50400
0.420 3740 38400 39300 40200 41100 42000 42900 43800 44800 45800 46800 47800
0.840 3040 36500 37300 38000 38800 39600 40500 41300 42200 43100 44000 44900
1.26
2340 34200 34800 35500 36200 36800 37500 38300 39000 39700 40500 41300
1.68
6
4.09
1640 31300 31800 32300 32900 33400 34000 34500 35100 35700 36300 36900
1380 30100 30500 31000 31400 31900 32400 32900 33400 33900 34400 35000
7
6.91
1110 28700 29100 29400 29800 30200 30600 31000 31500 31900 32300 32800
0
4150 37100 38000 38900 39800 40700 41700 42600 43600 44600 45600 46700
BFL
W36x282
TFL
(19600)
2
3
0.393 3500 35600 36400 37200 38100 38900 39800 40700 41600 42500 43400 44400
0.785 2840 33800 34500 35300 36000 36800 37500 38300 39100 39900 40800 41600
4
1.18
2190 31700 32300 32900 33500 34200 34800 35500 36200 36900 37600 38300
BFL
1.57
6
7
3.99
1540 29100 29600 30000 30500 31000 31500 32100 32600 33100 33700 34300
1290 27900 28300 28700 29200 29600 30100 30500 31000 31500 32000 32500
6.84
1040 26600 27000 27300 27700 28100 28400 28800 29200 29600 30000 30500
a
K1 = distance from top of the steel beam to plastic neutral axis.
Y2 = 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 x (in.4) of non-composite steel shape.
b
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
COMPOSITE BEAM SELECTION TABLES
3-193
Table 3-20 (continued)
Lower Bound Elastic Moment
of Inertia, I LB , for Plastic
Composite Sections
Shaped
PNAC
n a
in.
I.
W36
K2 b , in.
kip
2
2.5
3
3.5
4
4.5
5
5.5
6
6.5
7
W36x262
TFL
(17900)
2
0
3850 34000 34800 35600 36400 37300 38100 39000 39900 40900 41800 42800
0.360 3250 32600 33300 34100 34800 35600 36400 37200 38100 38900 39800 40700
3
0.720 2660 31000 31700 32300 33000 33700 34400 35200 35900 36700 37400 38200
4
1.08
BFL
1.44
2060 29100 29700 30200 30800 31400 32000 32600 33300 33900 34600 35200
1470 26800 27200 27700 28100 28600 29100 29600 30100 30600 31100 31700
6
3.98
1210 25600 26000 26400 26800 27200 27600 28000 28400 28900 29300 29800
7
6.97
962
24300 24600 25000 25300 25600 26000 26300 26700 27100 27500 27900
W36x256
TFL
(16800)
2
0.433 3240 31800 32500 33200 34000 34800 35600 36400 37200 38100 39000 39800
3
4
0.865 2710 30300 31000 31700 32400 33100 33800 34500 35300 36100 36800 37600
1.30
2180 28700 29200 29800 30400 31100 31700 32300 33000 33700 34400 35100
BFL
1.73
1650 26600 27100 27600 28100 28600 29200 29700 30300 30800 31400 32000
0
3770 33000 33800 34600 35400 36200 37100 38000 38900 39800 40800 41700
6
5.19
1300 25100 25500 25900 26300 26800 27200 27700 28100 28600 29100 29600
7
8.90
942
W36x247
TFL
(16700)
2
3630 31700 32400 33200 34000 34800 35600 36500 37300 38200 39100 40000
0
0.338 3070 30400 31100 31800 32600 33300 34000 34800 35600 36400 37200 38000
23300 23600 23900 24200 24600 24900 25300 25600 26000 26400 26800
3
0.675 2510 29000 29600 30200 30800 31500 32200 32900 33600 34300 35000 35700
4
1.01
1950 27200 27700 28200 28800 29400 29900 30500 31100 31700 32300 33000
BFL
1.35
6
7
3.93
1400 25100 25500 25900 26300 26800 27200 27700 28200 28700 29200 29700
1150 23900 24300 24600 25000 25400 25800 26200 26600 27000 27500 27900
7.00
907
W36x232
TFL
(15000)
2
3410 29400 30100 30800 31600 32300 33100 33900 34700 35600 36400 37300
0
0.393 2930 28300 29000 29600 30300 31000 31700 32500 33200 34000 34800 35600
3
0.785 2450 27000 27600 28200 28900 29500 30200 30800 31500 32200 32900 33600
4
1.18
BFL
1.57
6
5.03
8.77
7
22700 23000 23300 23600 23900 24300 24600 24900 25300 25600 26000
1980 25600 26100 26600 27200 27700 28300 28900 29500 30100 30700 31400
1500 23800 24200 24700 25100 25600 26100 26600 27100 27600 28100 28600
1180 22400 22800 23100 23500 23900 24300 24700 25100 25600 26000 26500
851
20800 21000 21300 21600 21900 22200 22600 22900 23200 23600 23900
W36x231
TFL
(15600)
2
0
3400 29500 30200 31000 31700 32400 33200 34000 34800 35600 36400 37300
0.315 2890 28400 29100 29700 30400 31100 31800 32500 33200 34000 34700 35500
3
0.630 2370 27100 27600 28200 28800 29400 30100 30700 31400 32000 32700 33400
4
0.95
BFL
1.26
1850 25400 25900 26400 26900 27500 28000 28600 29100 29700 30300 30900
1330 23400 23800 24200 24600 25100 25500 25900 26400 26800 27300 27800
6
3.90
1090 22400 22700 23100 23400 23800 24100 24500 24900 25300 25700 26100
7
7.05
851
21200 21500 21700 22000 22300 22600 23000 23300 23600 23900 24300
a
K1 = distance from top of the steel beam to plastic neutral axis.
K2 = 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 x (in. 4) of non-composite steel shape.
b
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DESIGN OF FLEXURAL MEMBERS
3-194
Table 3-20 (continued)
Lower Bound Elastic Moment
of Inertia, I LB , for Plastic
Composite Sections
■■L LB
W36
Shape
d
PNA
C
n a ZQ„
Z2 b , in.
in.
kip
0
3090 26000 26600 27300 27900 28600 29300 30000 30800 31500 32300 33100
2
2.5
3
3.5
4
4.5
5
5.5
6
6.5
7
W36x210
TFL
(13200)
2
0.340 2680 25100 25700 26300 26900 27500 28200 28800 29500 30200 30900 31600
3
4
0.680 2260 24000 24500 25100 25700 26200 26800 27400 28000 28700 29300 30000
1.02 1850 22800 23300 23700 24200 24800 25300 25800 26400 26900 27500 28100
BFL
1.36
1430 21300 21700 22100 22500 23000 23400 23900 24300 24800 25300 25800
6
5.05
1100 19900 20300 20600 20900 21300 21700 22000 22400 22800 23200 23600
7
9.04
773
W36x194
TFL
(12100)
2
0
18300 18600 18800 19100 19400 19700 19900 20200 20500 20800 21100
2850 23800 24400 25000 25600 26200 26800 27500 28200 28900 29600 30300
0.315 2470 22900 23500 24000 24600 25200 25800 26400 27000 27700 28300 29000
3
0.630 2090 22000 22500 23000 23500 24000 24600 25100 25700 26300 26900 27500
4
0.945 1710 20900 21300 21700 22200 22700 23200 23600 24200 24700 25200 25700
BFL
1.26
1320 19500 19900 20200 20600 21000 21400 21800 22300 22700 23100 23600
6
4.94
7
8.93
1020 18300 18600 18900 19200 19500 19900 20200 20600 20900 21300 21700
713 16800 17000 17200 17500 17700 18000 18300 18500 18800 19100 19400
0
2680 22200 22700 23300 23900 24500 25100 25700 26300 27000 27600 28300
W36x182
TFL
(11300)
2
0.295 2320 21400 21900 22400 23000 23500 24100 24600 25200 25800 26400 27100
3
0.590 1970 20500 21000 21500 22000 22500 23000 23500 24000 24600 25100 25700
4
0.885 1610 19500 19900 20300 20700 21200 21600 22100 22600 23000 23500 24000
1.18 1260 18300 18600 19000 19300 19700 20100 20500 20900 21300 21700 22200
BFL
6
4.88
963
7
8.92
670
W36x170
TFL
(10500)
2
3
4
BFL
0
17100 17400 17600 18000 18300 18600 18900 19200 19600 19900 20300
15700 15900 16100 16300 16600 16800 17100 17300 17600 17800 18100
2500 20600 21100 21600 22200 22700 23300 23800 24400 25000 25600 26200
0.275 2170 19900 20300 20800 21300 21800 22400 22900 23400 24000 24500 25100
0.550 1840 19100 19500 19900 20400 20800 21300 21800 22300 22800 23300 23800
0.825 1510 18100 18500 18900 19300 19700 20100 20500 21000 21400 21900 22400
1.10 1180 17000 17300 17600 18000 18300 18700 19000 19400 19800 20200 20600
6
4.81
902
15800 16100 16400 16700 17000 17300 17600 17900 18200 18500 18800
7
8.88
626
14500 14700 15000 15200 15400 15600 15800 16100 16300 16600 16800
0
2350 19200 19600 20100 20600 21100 21700 22200 22700 23300 23900 24500
W36x160
TFL
(9760)
2
3
4
BFL
0.255 2050 18500 19000 19400 19900 20400 20900 21400 21900 22400 22900 23500
0.510 1740 17800 18200 18600 19000 19400 19900 20300 20800 21300 21800 22300
0.765 1430 16900 17200 17600 18000 18400 18800 19200 19600 20000 20400 20900
1.02 1130 15900 16200 16500 16800 17200 17500 17800 18200 18600 18900 19300
6
4.80
858
14800 15000 15300 15600 15800 16100 16400 16700 17000 17300 17600
7
8.96
588
13500 13700 13900 14100 14300 14500 14700 15000 15200 15400 15600
a
K1 = distance from top of the steel beam to plastic neutral axis.
Y2 = distance from top of the steel beam to concrete flange force.
c
See Figure 3-3c for PNA locations.
d
Value in parentheses is l x (in.4) of non-composite steel shape.
b
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
COMPOSITE BEAM SELECTION TABLES
3-195
Table 3-20 (continued)
T
Lower Bound Elastic Moment
Dlootir*
(nr 1
rtf I n o r t i o
“«> LB’
W36-W33
Composite Sections
Shaped
PNAC
n a
to„
in.
kip
0
2210 17800 18300 18700 19200 19700 20200 20700 21200 21700 22200 22800
r2 b , in.
2
2.5
3
3.5
4
4.5
5
5.5
6
6.5
7
W36x150
TFL
(9040)
2
0.235 1930 17200 17600 18100 18500 18900 19400 19900 20400 20800 21300 21800
3
0.470 1650 16500 16900 17300 17700 18100 18500 19000 19400 19900 20300 20800
4
0.705 1370 15800 16100 16400 16800 17200 17500 17900 18300 18700 19100 19600
0.940 1090 14800 15100 15400 15700 16100 16400 16700 17100 17400 17800 18100
BFL
6
4.82
819
13800 14000 14300 14500 14800 15100 15300 15600 15900 16200 16500
7
9.08
553
12600 12700 12900 13100 13300 13500 13700 13900 14100 14300 14500
W36x135
TFL
(7800)
2
0
1990 15600 16000 16400 16800 17200 17700 18100 18600 19000 19500 20000
0.198 1750 15100 15500 15800 16200 16600 17000 17500 17900 18300 18800 19200
3
0.395 1520 14500 14900 15200 15600 16000 16300 16700 17100 17500 18000 18400
4
0.593 1280 13900 14200 14500 14800 15200 15500 15900 16200 16600 17000 17400
BFL
6
0.790 1040 13100 13400 13700 14000 14300 14600 14900 15200 15500 15800 16200
4.94 770 12100 12400 12600 12800 13100 13300 13600 13800 14100 14300 14600
7
9.49
W33x221
TFL
(12900)
2
3260 24600 25200 25900 26500 27200 27900 28600 29300 30100 30800 31600
0
0.319 2750 23600 24200 24800 25400 26000 26600 27300 28000 28600 29300 30000
497
10900 11100 11200 11400 11600 11700 11900 12100 12300 12500 12700
4
0.638 2250 22500 23000 23500 24000 24600 25200 25700 26300 26900 27600 28200
0.956 1750 21100 21500 22000 22400 22900 23400 23900 24400 24900 25400 26000
BFL
1.28
1240 19400 19700 20100 20400 20800 21200 21600 22000 22400 22800 23200
6
7
3.69
1030 18500 18800 19100 19500 19800 20100 20500 20800 21200 21500 21900
814 17600 17800 18100 18400 18600 18900 19200 19500 19800 20100 20400
W33x201
TFL
(11600)
2
0
2960 22100 22700 23200 23800 24500 25100 25700 26400 27000 27700 28400
0.288 2510 21200 21800 22300 22800 23400 24000 24600 25200 25800 26400 27000
3
4
0.863 1600 19000 19400 19800 20200 20600 21100 21500 22000 22400 22900 23400
3
BFL
6.46
0.575 2050 20200 20700 21100 21600 22100 22600 23200 23700 24200 24800 25400
1.15
3.64
1150 17500 17800 18100 18500 18800 19100 19500 19900 20200 20600 21000
6
944
16700 17000 17200 17500 17800 18100 18400 18700 19100 19400 19700
7
6.49
740
15800 16000 16300 16500 16700 17000 17200 17500 17800 18000 18300
W33x169
TFL
(9290)
2
2480 18100 18600 19100 19600 20100 20600 21200 21700 22300 22900 23500
0
0.305 2120 17500 17900 18300 18800 19300 19800 20300 20800 21300 21800 22300
3
0.610 1770 16700 17100 17500 17900 18300 18800 19200 19700 20100 20600 21100
4
0.915 1420 15700 16100 16400 16800 17200 17600 18000 18400 18800 19200 19600
BFL
1.22
1070 14600 14900 15200 15500 15800 16100 16500 16800 17100 17500 17800
6
4.29
846
13800 14000 14300 14500 14800 15100 15300 15600 15900 16200 16500
7
7.67
619
12800 13000 13200 13400 13600 13800 14000 14300 14500 14700 15000
a
Y1 = distance from top of the steel beam to plastic neutral axis.
K2 = distance from top of the steel beam to concrete flange force.
c
See Figure 3-3c for PNA locations.
d
Value in parentheses is l x (in. 4) of non-composite steel shape.
b
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DESIGN OF FLEXURAL MEMBERS
3-196
Table 3-20 (continued)
Lower Bound Elastic Moment
of Inertia, I LB , for Plastic
L
W33-W30
Composite Sections
Shaped
PNAC
W33x152
TFL
(8160)
2
(7450)
O„
in.
kip
r2 b , in.
2
2.5
3
3.5
4
4.5
5
5.5
6
6.5
7
2240 16000 16500 16900 17300 17800 18300 18700 19200 19700 20300 20800
0
0.264 1930 15400 15800 16200 16700 17100 17500 18000 18400 18900 19400 19800
4
0.528 1630 14800 15100 15500 15900 16300 16700 17100 17500 17900 18400 18800
0.791 1320 14000 14300 14600 15000 15300 15700 16000 16400 16800 17100 17500
BFL
1.06
1020 13100 13300 13600 13900 14200 14500 14800 15100 15400 15700 16100
6
4.33
788
12300 12500 12700 12900 13200 13400 13700 13900 14200 14500 14700
7
7.94
559
11300 11500 11600 11800 12000 12200 12400 12600 12800 13000 13200
TFL
0
3
W33x141
n a
2080 14700 15100 15500 15900 16300 16700 17200 17600 18100 18600 19100
2
0.240 1800 14200 14500 14900 15300 15700 16100 16500 16900 17300 17800 18200
3
4
0.480 1520 13600 13900 14200 14600 14900 15300 15700 16100 16500 16900 17300
0.720 1250 12900 13200 13500 13800 14100 14400 14800 15100 15500 15800 16200
BFL
0.960
970
12100 12300 12600 12800 13100 13400 13600 13900 14200 14500 14800
6
4.34
745
11300 11500 11700 11900 12100 12400 12600 12800 13100 13300 13600
7
8.06
519
10300 10500 10700 10800 11000 11200 11300 11500 11700 11900 12100
W33x130
TFL
(6710)
2
3
0
1920 13300 13700 14000 14400 14800 15200 15600 16000 16500 16900 17300
0.214 1670 12800 13200 13500 13900 14200 14600 15000 15400 15800 16200 16600
0.428 1420 12300 12600 12900 13300 13600 13900 14300 14600 15000 15400 15800
4
0.641 1180 11700 12000 12300 12600 12900 13200 13500 13800 14100 14500 14800
BFL
0.855
931
6
4.39
705
11000 11300 11500 11700 12000 12300 12500 12800 13100 13400 13700
10300 10400 10600 10900 11100 11300 11500 11700 11900 12200 12400
7
8.29
479
9350
W33x118
TFL
(5900)
2
0
9490
9640
9790
9940 10100 10300 10400 10600 10800 11000
1730 11800 12100 12400 12800 13100 13500 13900 14200 14600 15000 15400
3
0.185 1520 11400 11700 12000 12300 12700 13000 13300 13700 14000 14400 14800
0.370 1310 11000 11200 11500 11800 12100 12400 12800 13100 13400 13700 14100
4
0.555 1100 10500 10700 11000 11200 11500 11800 12100 12400 12700 13000 13300
BFL
0.740
884
6
4.45
659
9880 10100 10300 10600 10800 11000 11300 11500 11800 12100 12300
9140 9320 9510 9690 9890 10100 10300 10500 10700 10900 11100
7
8.55
433
8250
0
1710
0.213 1490
9870 10200 10500 10800 11100 11400 11800 12100 12500 12800 13200
9530 9810 10100 10400 10700 11000 11300 11600 12000 12300 12600
3
0.425 1260
9130
9380
9630
9900 10200 10400 10700 11000 11300 11600 12000
4
0.638 1040
8670
8890
9120
9360
9600
BFL
0.850
818
8130
8320
8520
8720
8930
6
3.98
623
7570
7730
7890
8060
8230
8400
8580
8770
8960
9150
9350
7
7.44
427
6910
7020
7150
7270
7400
7530
7660
7800
7950
8090
8240
W30x116
TFL
(4930)
2
8380
8520
8650
8790
8940
9080
9230
9390
9540
9700
9850 10100 10400 10600 10900 11200
9140 9360 9580 9810 10000 10300
a
= distance from top of the steel beam to plastic neutral axis.
Y2 = distance from top of the steel beam to concrete flange force.
c
See Figure 3-3c for PNA locations.
d
Value in parentheses is l x (in. 4 ) of non-composite steel shape.
b
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
COMPOSITE BEAM SELECTION TABLES
3-197
Table 3-20 (continued)
Lower Bound Elastic Moment |
LB
of Inertia, I LB , for Plastic
W30-W27
Composite Sections
Shape
(
d
PNA
C
ri a to„
K2 b , in.
in.
kip
2
2.5
3
0
3.5
4
4.5
5
5.5
6
6.5
7
W30x108
TFL
1590
9010
9290
9570
(4470)
2
0.190 1390
8710
8960
9220
9490
9770 10100 10300 10600 11000 11300 11600
3
0.380 1190
8360
8590
8830
9080
9330
9600
9860 10100 10400 10700 11000
4
0.570
989
7960
8160
8380
8600
8830
9060
9300
9550
9800 10100 10300
BFL
0.760
790
7490
7670
7850
8050
8240
8450
8650
8870
9080
9310
9530
6
7
4.03
593
6940
7090
7240
7400
7560
7720
7890
8070
8250
8430
8620
7.64
396
6280
6390
6500
6620
6740
6860
6980
7110
7240
7380
7510
0
9990 10300 10600 10900
9850 10200 10500 10800 11100 11400 11800 12100
W30x99
TFL
1450
8100
8350
8600
8870
9140
9410
9700
(3990)
2
0.168 1280
7840
8080
8320
8560
8820
9080
9340
9610
9900 10200 10500
3
0.335 1100
7540
7750
7970
8200
8430
8670
8910
9160
9420
9690
9960
4
0.503
929
7200
7390
7590
7800
8010
8220
8450
8670
8910
9150
9390
BFL
0.670
754
6800
6970
7150
7320
7510
7700
7890
8090
8300
8510
8720
6
4.08
559
6280
6410
6560
6700
6850
7010
7160
7330
7490
7660
7840
7
7.83
364
5640
5740
5840
5950
6050
6160
6280
6400
6520
6640
6760
0
9860
W30x90
TFL
1320
7320
7540
7770
8010
8250
8510
8760
9030
9300
9570
3610)
2
0.153 1160
7080
7290
7500
7730
7950
8190
8430
8680
8930
9190
9460
3
0.305 1000
6810
7000
7200
7400
7610
7830
8050
8280
8510
8750
9000
8040
8260
8480
7870
4
0.458
842
6500
6670
6850
7040
7230
7420
7620
7830
BFL
0.610
683
6140
6290
6450
6610
6780
6950
7120
7300
6
3.99
506
5670
5790
5920 -6050
6180
6320
6470
6610
7490
6760
7680
6920
7070
7
7.76
329
5090
5180
5270
5370
5460
5560
5670
5770
5880
5990
6100
0
1500
7250
7480
7730
7980
8240
8510
8780
9060
9350
9650
9950
0.208 1290
6970
7190
7420
7650
7890
8140
8390
8650
8920
9200
9480
W27x102
TFL
(3620)
2
3
0.415 1090
6670
6870
7080
7290
7510
7730
7960 8200
8440
8690
8950
4
0.623
879
6300
6470
6660
6840
7030
7230
7430 7640
7860
8080
8300
BFL
0.830
671
5860
6010
6160
6310
6480
6640
6810
6980
7160
7350
6
3.38
523
5490
5620
5740
5870
6010
6290
6430
6580
6740
7530
6890
7
6.26
375
5070
5160
5260
5360
5470
6150
5570
5680
5800
5910
6030
6150
0
9050
W27x94
TFL
1380
6570
6790
7010
7240
7480
7730
7980
8240
8500
8770
(3270)
2
0.186 1200
6340
6540
6750
6970
7190
7410
7650
7890
8140
8390
8650
3
0.373 1010
6060
6240
6430
6630
6830
7040
7250
7470
7690
7920
8160
5900
6070
6240
6420
6600
6790
6980
7180
7380
7590
4
0.559
824
5740
BFL
0.745
638
5360
5490
5640
5780
5930
6090
6250
6410
6580
6750
6920
6
3.43
492
5000
5120
5240
5360
5480
5610
5740
5880
6020
6160
6310
7
6.41
346
4590
4680
4770
4860
4960
5060
5160
5260
5370
5480
5590
a
K1 = distance from top of the steel beam to plastic neutral axis.
/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 l K (in. 4) of non-composite steel shape.
b
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DESIGN OF FLEXURAL MEMBERS
3-198
Table 3-20 (continued)
Lower Bound Elastic Moment
““
LB
of Inertia, I LB , for Plastic
W27-W24
Composite Sections
I
ri a
to„
in.
kip
2
2.5
3
3.5
4
4.5
5
0
1240
5770
5960
6160
6370
6580
6800
0.160 1080
5570
5750
5940
6130
6320
6530
918
5340
5500
5670
5840
6030
0.480
758
5070
5210
5360
5520
0.640
598
4750
4880
5010
5140
3.50
454
4420
4520
4630
6.63
309
4020
4090
0
Shaped
PNAC
W27x84
TFL
(2850)
2
3
0.320
4
BFL
6
7
K2 b , in.
5.5
6
6.5
7
7020
7250
7490
7730
7980
6740
6950
7170
7400
7630
6210
6400
6600
6800
7010
7220
5680
5850
6020
6190
6370
6560
6750
5280
5420
5570
5720
5870
6030
6190
4740
4850
4970
5090
5210
5340
5470
5600
4170
4250
4340
4430
4520
4610
4700
4800
4900
W24x94
TFL
1380
5470
5670
5880
6090
6310
6530
6770
7010
7260
7510
7770
(2700)
2
0.219 1190
5260
5450
5640
5840
6040
6250
6470
6690
6920
7150
7400
3
0.438
988
5010
5180
5350
5530
5710
5900
6090 6290
6500
6710
6930
4
0.656
790
4720
4860
5010
5170
5330
5490
5660
5840
6020
6200
6390
BFL
0.875
592
4360
4600
4730
4860
5000
5140
5290
5430
5590
5740
4530
4640
4760
4880
5010
5140
5270
4140
4240
4330
4430
4520
4630
4730
6860
6
3.05
469
4100
4480
4200
4310
4420
7
5.43
346
3810
3890
3970
4060
0
W24x84
TFL
1240
4810
4990
5170
5360
5560
5760
5970
6180
6400
6630
(2370)
2
0.193 1060
4620
4790
4950
5130
5310
5500
5690
5880
6090
6300
6510
3
0.385
888
4410
4560
4710
4870
5030
5200
5370
5550
5740
5930
6120
4
0.578
715
4160
4290
4420
4560
4700
4850
5000
5160
5320
5490
5660
4430
4560
4690
4820
4960
5100
BFL
0.770
541
3860
3960
4070
4190
4310
6
3.01
425
3620
3710
3800
3900
4100
4210
4320
4430
4550
4670
7
5.48
309
3350
3420
3490
3570
4000
3640
3720
3810
3890
3980
4070
4160
W24x76
TFL
0
1120
4280
4440
4600
4770
4950
5130
5320
5510
5710
5910
6120
(2100)
2
0.170
966
4120
4270
4420
4580
4740
4910
5080 5260
5440
5630
5830
3
0.340
813
3930
4070
4210
4350
4500
4650
4810
4970
5140
5310
5480
4
0.510
660
3720
3840
3960
4080
4210
4350
4490
4630
4780
4930
5080
4350
4480
4610
BFL
0.680
507
3460
3560
3660
3770
3990
4110
4230
6
3.02
393
3230
3320
3400
3490
3580
3680
3770
3870
3980
4080
4190
7
5.61
280
2970
3040
3100
3170
3240
3310
3390
3470
3540
3630
3710
W24x68
TFL
0
1000
3760
3900
4040
4190
4350
4510
4680
4850
5030
5210
5390
(1830)
2
0.146
872
3620
3760
3890
4030
4180
4330
4480
4640
4810
4980
5150
3
4
0.293
741
3470
3590
3710
3840
3980
4110
4250
4400
4550
4710
4860
0.439
610
3290
3400
3510
3620
3740
3860
3990
4120
4250
4390
4530
BFL
0.585
479
3080
3170
3260
3360
3460
3570
3670
3790
3900
4020
4140
6
3.07
365
2860
2930
3010
3090
3180
3260
3350
3440
3540
3640
3730
7
5.82
251
2600
2660
2720
2780
2840
2910
2970
3040
3110
3180
3260
a
71 = distance from top of the steel beam to plastic neutral axis.
b
Y2 = distance from top of the steel beam to concrete flange force.
c
See Figure 3-3c for PNA locations.
Value in parentheses is l x (in.4) of non-composite steel shape.
d
3880
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
COMPOSITE BEAM SELECTION TABLES
3-199
Table 3-20 (continued)
Lower Bound Elastic Moment T
LB
of Inertia, I LB , for Plastic
W24-W21
Composite Sections
Shape*1
PNAC
W24x62
(1550)
n a
Y2 b , in.
in.
kip
TFL
0
911
2
0.148
807
3
0.295
703
3080
3190
3300
3420
4
0.443
600
2940
3040
3150
3260
BFL
0.590
496
2790
2880
2970
3070
3170
3270
6
3.46
362
2550
2620
2700
2770
2850
2940
7
6.57
228
2250
2300
2360
2410
2470
2530
2590
2
2.5
3
3300
3430
3560
3700
3840
3990
4140
4300
4460
4620
4790
3200
3320
3440
3570
3710
3840
3990
4130
4280
4440
4600
3550
3680
3810
3940
4080
4230
4380
3370
3490
3610
3730
3860
3990
4130
3380
3490
3600
3720
3840
3020
3110
3200
3300
3390
2650
2710
2780
2850
3.5
4
4.5
5
5.5
6
6.5
7
W24x55
TFL
0
810
2890
3000
3120
3240
3370
3500
3630
3770
3910
4060
4210
{1350)
2
0.126
722
2800
2910
3020
3130
3250
3370
3500
3630
3760
3900
4040
3
0.253
633
2700
2800
2900
3010
3120
3230
3350
3470
3600
3730
3860
4
0.379
545
2590
2680
2770
2870
2970
3080
3190
3300
3410
3530
3650
BFL
0.505
456
2630
2710
2800
2900
2990
3300
3410
329
2300
2370
2440
2520
2590
2670
3090
2750
3200
3.45
2460
2240
2540
6
2830
2910
3000
7
6.66
203
1970
2010
2060
2110
2160
2210
2260
2320
2380
2440
2500
W21x73
TFL
0
1070
3310
3450
3590
3740
3890
4050
4220
4390
4560
4740
4930
(1600)
2
0.185
921
3180
3310
3440
3580
3720
3870
4020
4180
4340
4510
4680
3
0.370
767
3030
3140
3260
3380
3510
3650
3780
3930
4070
4220
4380
4
0.555
614
2840
2940
3050
3160
3270
3390
3510
3630
3760
3890
4030
BFL
0.740
2710
3070
3380
3490
2540
2760
2840
3170
2930
3270
2470
2790 2880
2610 2680
2980
2.61
460
364
2630
6
3010
3100
3190
3600
3290
7
4.72
269
2290
2340
2400
2460
2520
2580
2650
2720
2790
2860
2940
4570
W21x68
TFL
0
1000
3060
3190
3320
3460
3600
3750
3910
4060
4230
4400
(1480)
2
0.171
860
2940
3060
3180
3310
3440
3580
3720
3870
4020
4180
4340
3
0.343
2800
2910
3020
3140
3260
3380
3510
3640
3780
3920
4060
3740
4
0.514
719
577
2640
2730
2830
2930
3030
3140
3250
3370
3490
3610
BFL
0.685
436
2440
2520
2600
2680
2770
2860
2950
3050
3150
3250
3350
6
2.59
343
2290
2350
2420
2490
2560
2640
2720
2800
2880
2970
3060
7
4.74
251
2110
2170
2220
2270
2330
2390
2450
2520
2580
2650
2720
W21x62
TFL
0
913
2760
2870
2990
3120
3250
3380
3520
3670
3810
3970
4120
(1330)
2
0.154
786
2650
2760
2870
2980
3100
3230
3360 3490
3630
3770
3920
3
0.308
659
2520
2620
2720
2830
2940
3050
3170
3290
3410
3540
3670
4
0.461
533
2380
2470
2560
2650
2740
2840
2950
3050
3160
3270
3390
BFL
0.615
2.57
406
2210
2280
2350
2430
2510
2590
2680
2770
2860
2950
3050
6
317
2060
2120
2190
2250
2320
2390
2460
2530
2610
2690
2770
7
4.79
228
1900
1950
1990
2040
2100
2150
2210
2260
2320
2380
2450
a
Cl = distance from top of the steel beam to plastic neutral axis.
K2 = 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 x (in. 4) of non-composite steel shape.
b
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DESIGN OF FLEXURAL MEMBERS
3-200
Table 3-20 (continued)
Lower Bound Elastic Moment
of Inertia, I LB , for Plastic
Composite Sections
LB
W21
a
n
Shaped
PNAC
W21x57
TFL
0
(1170)
2
0.163
3
0.325
in.
v.a„
kip
F2 b , in.
3
3.5
4
2590
2700
2820
2940
2490
2600
2710
2820
2290
2380
2480
2580
2680
2790
2
2.5
837
2480
730
2390
624
6
6.5
7
3320
3460
3600
3740
3170
3300
3430
3570
2890
3010
3120
3240
3370
5
5.5
3060
3190
2930
3050
4.5
4
0.488
517
2170
2260
2340
2430
2520
2610
2710
2810
2920
3020
3130
BFL
0.650
411
2040
2110
2180
2260
2330
2420
2500
2590
2680
2770
2860
6
2.87
310
1880
1940
2000
2060
2130
2190
2260
2330
2410
2480
2560
7
5.36
209
1700
1740
1780
1830
1880
1930
1980
2030
2080
2140
2200
W21x55
TFL
0
810
2390
2490
2590
2710
2820
2940
3060
3190
3320
3450
3590
(1140)
2
0.131
703
2300
2390
2490
2590
2700
2810
2930
3040
3160
3290
3420
3
0.261
596
2200
2280
2370
2470
2560
2660
2770
2880
2990
3100
3220
4
0.392
488
2080
2150
2230
2320
2400
2490
2580
2680
2780
2880
2980
BFL
0.522
381
1940
2000
2070
2140
2210
2290
2370
2450
2530
2620
2710
6
2.62
292
1800
1850
1910
1970
2030
2090
2160
2230
2290
2370
2440
7
5.00
203
1640
1680
1720
1770
1810
1860
1910
1960
2010
2070
2120
W21x50
TFL
0
736
2120
2210
2310
2410
2510
2620
2730
2850
2970
3090
3220
(984)
2
0.134
648
2050
2130
2220
2320
2420
2520
2620
2730
2840
2960
3070
3
4
0.268
561
1970
2050
2130
2220
2310
2400
2500
2600
2700
2810
2910
0.401
474
1870
1950
2020
2100
2180
2270
2350
2440
2540
2630
2730
BFL
0.535
386
1760
1830
1900
1960
2040
2110
2190
2270
2350
2430
2520
1720
1780
1840
1900
1960
2020
2090
2160
2230
6
7
5.58
285
184
2.91
1620
1440
1670
1470
1510
1550
1600
1640
1680 1730
1780
1830
1880
3080
W21x48
TFL
0
707
2030
2120
2210
2310
2410
2510
2620
2730
2840
2960
(959)
2
0.108
619
1960
2040
2130
2220
2310
2410
2510
2610
2710
2820
2940
3
0.215
532
1880
1960
2030
2120
2200
2290
2380
2480
2570
2670
2780
4
0.323
444
1790
1850
1930
2000
2080
2160
2240
2320
2410
2500
2590
BFL
0.430
357
1680
1740
1800
1860
1930
2000
2070
2140
2220
2300
2380
6
7
2.69
267
1550
1590
1650
1700
1750
1810
1870
1930
1990
2050
2120
5.26
177
1390
1420
1460
1500
1540
1580
1620
1670
1710
1760
1810
2790
W21x44
TFL
0
649
1830
1910
2000
2080
2180
2270
2370
2470
2570
2680
(843)
2
0.113
576
1770
1850
1930
2010
2100
2190
2280
2470
2570
2680
3
0.225
503
1700
1780
1850
1930
2010
2090
2170
2370
2260
2350
2450
2550
4
0.338
430
1630
1690
1760
1830
1910
1980
2060
2140
2220
2310
2400
2000
2070
2150
2230
0.450
357
1540
1600
1660
1720
1790
1860
1930
6
2.92
1450
1500
1550
1600
1660
1710
1770
1830
1890
1950
5.69
259
162
1410
7
1240
1270
1300
1340
1380
1410
1450
1490
1530
1580
1620
BFL
a
K1 = distance from top of the steel beam to plastic neutral axis.
Y2 = 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 x (in. 4) of non-composite steel shape.
b
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
COMPOSITE BEAM SELECTION TABLES
3-201
Table 3-20 (continued)
Lower Bound Elastic Moment
of Inertia, I LB , for Plastic
Composite Sections
K2 b , in.
n a
Shaped
PNAC
W18x60
TFL
0
(984)
2
0.174
0.348
619
3
W18x55
(890)
W18x50
(800)
W18x46
(712)
in.
W18
kip
5
5.5
6
6.5
7
2500
2620
2740
2870
3000
3140
3280
2380
2490
2600
2720
2840
2960
3090
2240
2330
2430
2540
2650
2760
2870
3.5
4
2170
2280
2390
2080
2170
2270
1970
2050
2140
2.5
882
2070
750
1990
1880
4.5
3
2
4
0.521
488
1760
1830
1910
1980
2070
2150
2240
2330
2420
2520
2620
BFL
0.695
357
1610
1670
1730
1790
1860
1930
2000
2070
2150
2220
2300
6
2.17
288
1520
1570
1620
1680
1730
1790
1850
1910
1980
2040
2110
7
3.81
220
1420
1460
1500
1540
1590
1640
1690
1740
1790
1840
1900
TFL
0
810
1880
1970
2070
2170
2270
2380
2490
2610
2730
2850
2980
1970
2070
2160
2360
2470
2580
2690
2810
2
0.158
691
1890
2260
3
0.315
573
1800
1710
1790
1870
1950
2030
2120
2220
2310
2410
2510
2620
4
0.473
454
1600
1670
1740
1810
1880
1960
2040
2120
2210
2300
2390
BFL
0.630
336
1470
1520
1580
1640
1700
1760
1830
1900
1970
2040
2110
6
2.16
269
1380
1430
1480
1530
1580
1630
1690
1750
1810
1870
1930
7
3.86
202
1290
1320
1360
1400
1440
1480
1530
1580
1620
1670
1720
TFL
0
733
1690
1770
1850
1940
2040
2140
2240
2340
2450
2560
2680
2
0.143
626
1620
1690
1770
1850
1940
2030
2120
2220
2320
2420
2530
3
4
0.285
520
1540
1600
1680
1750
1830
1910
1990
2080
2170
2260
2360
0.428
413
1440
1500
1560
1620
1690
1760
1830 1910
1990
2070
2150
BFL
0.570
306
1320
1370
1420
1470
1530
1590
1650
1710
1770
1840
1900
6
2.10
245
1240
1290
1330
1370
1420
1470
1520
1570
1630
1680
1740
7
3.83
183
1150
1190
1220
1260
1290
1330
1370 1420
1460
1500
1550
TFL
0
677
1540
1610
1770
1860
1950
2040
2240
2340
2450
2
0.151
585
1480
1550
1690
1620
1700
1780
1860
1950
2040
2130
2230
2320
3
0.303
494
1410
1470
1540
1610
1680
1760
1840
1920
2000
2090
2180
4
0.454
402
1330
1380
1440
1500
1570
1640
1700
1780
1850
1930
2010
BFL
310
1230
1280
1330
1380
1430
1490
1550 1610
1670
1740
1800
6
0.605
2.37
240
1140
1180
1220
1270
1310
1360
1410
1460
1510
1570
1620
7
4.33
169
1040
1070
1100
1140
1170
1210
1240 1280
1320
1360
1410
2110
2140
W18x40
TFL
0
588
1320
1380
1450
1520
1600
1680
1760
1840
1930
2020
(612)
2
0.131
509
1270
1330
1390
1460
1530
1600
1670
1750
1830
1910
2000
3
430
1210
1260
1320
1380
1450
1510
1580
1650
1720
1800
1880
4
0.263
0.394
351
1140
1190
1240
1290
1350
1410
1470
1530
1590
1660
1730
BFL
0.525
272
1060
1100
1140
1190
1240
1280
1340
1390
1440
1500
1560
6
2.29
210
983
1020
1050
1090
1130
1170
1210
1260
1300
1350
1400
7
4.28
147
894
920
948
977
1010
1040
1070
1100
1140
1170
1210
a
H = distance from top of the steel beam to plastic neutral axis.
Y2 = 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 x (in.4) of non-composite steel shape.
b
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3-202
DESIGN OF FLEXURAL MEMBERS
Table 3-20 (continued)
Lower Bound Elastic Moment
—L LB
of Inertia, I LB , for Plastic
W18-W16
Composite Sections
Shape d
PNAC
na
X0„
in.
kip
F2 b , in.
2
2.5
3
3.5
4
4.5
5
5.5
6
6.5
7
W18x35
TFL
0
515
1120
1170
1230
1300
1360
1430
1500
1570
1650
1720
1800
(510)
2
0.106
451
1080
1130
1190
1240
1300
1370
1430
1500
1570
1640
1720
1300
1360
1420
1480
1550
1620
1330
1390
1450
1510
1380
3
0.213
387
1030
1080
1130
1180
1240
4
0.319
323
977
1020
1070
1120
1170
1220
1270
BFL
0.425
917
955
995
1040
1080
1130
1170 1220
1270
1320
6
2.38
260
194
842
873
906
940
975
1010
1050
1090
1130
1170
1220
7
4.56
129
753
776
800
825
851
878
906
935
965
996
1030
W16x45
TFL
0
663
1260
1330
1400
1470
1550
1630
1720 1810
1900
1990
2090
(586)
2
0.141
564
1200
1270
1330
1400
1470
1550
1630
1710
1790
1880
1970
3
4
0.283
464
1140
1200
1250
1320
1380
1450
1520
1590
1670
1740
1830
0.424
365
1060
1110
1160
1220
1270
1330
1390
1450
1520
1580
1650
BFL
0.565
266
971
1010
1050
1090
1140
1190
1230
1280
1340
1390
1450
6
1.81
216
916
985
1020
1060
1100
1140 1190
1230
1280
1330
7
3.26
166
855
950
882
911
941
973
1010
1040
1070
1110
1150
1190
1840
W16x40
TFL
0
589
1110
1170
1230
1300
1370
1440
1510
1590
1670
1760
(518)
2
0.126
501
1060
1120
1170
1230
1300
1360
1430
1510
1580
1660
1740
3
0.253
412
1000
1050
1110
1160
1220
1280
1340
1400
1470
1540
1610
4
0.379
324
936
979
1020
1070
1120
1170
1230 1280
1340
1400
1460
BFL
0.505
236
855
890
964
1090
1130
1180
1230
1280
1.73
191
807
836
900
1000
934
1040
6
926
867-
969
1010
1040
1080
1120
1170
7
3.18
147
754
778
803
829
857
886
916
947
979
1010
1050
1260
1330
1400
1470
1550
1630
W16x36
TFL
0
529
969
1020
1080
1140
1200
(448)
2
0.108
453
929
979
1030
1090
1140
1200
1260
1330
1390
1460
1540
3
0.215
378
883
927
975
1020
1080
1130
1180
1240
1300
1370
1430
4
0.323
303
828
867
908
951
996
1040
1090 1140
1200
1250
1310
BFL
228
762
795
829
864
901
940
981
1020
1070
1110
1160
6
0.430
1.82
180
713
740
769
799
830
863
897
932
969
1010
1050
7
3.45
132
656
678
700
724
749
774
801
829
858
888
919
1390
W16x31
TFL
0
456
826
872
921
972
1030
1080
1140 1200
1260
1330
(375)
2
0.110
396
794
837
882
930
979
1030
1080
1140
1200
1260
1320
3
0.220
335
757
796
837
881
926
973
1020
1070
1130
1180
1240
4
0.330
274
713
748
785
823
863
905
948
993
1040
1090
1140
BFL
0.440
662
692
723
755
789
824
861
900
939
981
1020
6
7
1.99
213
164
613
638
664
691
719
748
779
811
844
878
914
3.79
114
555
574
593
614
635
657
680
705
729
755
782
a
/1 = distance from top of the steel beam to plastic neutral axis.
Y2 = 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 x (in.4) of non-composite steel shape.
b
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
COMPOSITE BEAM SELECTION TABLES
3-203
Table 3-20 (continued)
Lower Bound Elastic Moment |
LB
of Inertia, I LB , for Plastic
W16-W14
Composite Sections
Shaped
PNAC
W16x26
TFL
(301)
K2 b , in.
n a
in.
kip
2
2.5
3
3.5
4
4.5
5
5.5
6
6.5
7
0
384
673
712
753
795
840
886
935
985
1040
1090
1150
2
0.0863 337
649
685
723
763
805
848
893
940
989
1040
1090
3
0.173
289
621
654
689
726
764
804
845
888
933
980
1030
4
0.259
242
589
619
650
683
718
754
791
830
870
912
955
BFL
0.345
194
551
577
604
633
663
694
726
760
795
832
869
6
2.04
145
505
526
596
622
648
676
705
734
765
4.00
96
450
465
549
482
572
7
499
517
535
554
575
595
617
640
W14x38
TFL
0
558
842
894
949
1010
1070
1130
1200
1260
1340
1410
1490
{385)
2
0.129
471
803
851
901
954
1010
1070
1130
1190
1260
1320
1390
3
0.258
384
758
800
845
891
941
992
1050
1100
1160
1220
1280
4
0.386
297
703
739
777
817
858
902
948
996
1050
1100
1150
BFL
0.515
634
662
692
723
756
791
827
864
903
943
985
6
7
1.42
209
174
602
627
653
680
709
770
803
837
872
2.55
140
568
589
611
634
658
739
684
710
738
766
796
909
827
W14x34
TFL
0
500
744
790
839
890
944
1000
1060
1120
1180
1250
1320
(340)
2
0.114
423
753
797
844
894
945
999
1050
1110
1170
1240
3
0.228
347
710
671
709
749
791
835
881
929
979
1030
1090
1140
4
0.341
270
623
656
690
726
764
803
844
887
932
978
1030
BFL
0.455
193
565
591
618
646
676
708
740
774
847
885
6
1.41
159
535
557
581
-605
631
659
687
716
810
747
779
812
7
2.60
125
502
520
540
560
582
604
628
652
677
704
731
0
W14x30
TFL
442
643
683
726
771
919
973
1030
1090
1150
2
0.0963 378
615
653
692
734
818
777
868
(291)
823
870
920
972
1030
1080
3
0.193
313
583
616
652
689
728
769
812
857
0.289
248
544
573
604
636
670
706
743
781
903
822
951
863
1000
4
BFL
0.385
183
497
521
546
572
600
629
659
690
723
757
793
6
1.48
147
467
487
508
531
554
579
605
631
659
688
719
7
2.82
111
432
448
466
484
503
522
543
565
587
611
635
907
W14x26
TFL
0
385
554
589
626
666
707
750
795
842
891
942
994
(245)
2
0.105
332
531
564
598
635
673
713
754
843
890
939
3
0.210
279
504
534
565
598
633
669
707
798
747
788
830
875
4
0.315
473
500
527
556
587
619
652
687
723
760
799
BFL
0.420
226
174
437
459
482
507
533
559
587
617
647
679
712
6
1.67
135
405
424
463
485
507
531
555
580
607
634
7
3.18
96.1
368
382
443
397
413
430
447
465
484
503
523
544
a
/1 = distance from top of the steel beam to plastic neutral axis.
K2 = 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 x (in.4) of non-composite steel shape.
b
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3-204
DESIGN OF FLEXURAL MEMBERS
Table 3-20 (continued)
Lower Bound Elastic Moment
LB
of Inertia, I LB , for Plastic
W14-W12
Composite Sections
Shape d
PNAC
K2 b , in.
n a
in.
kip
2
2.5
3
0
3.5
4
4.5
5
5.5
6
6.5
7
W14x22
TFL
325
455
484
515
548
583
619
657
696
737
780
824
(199)
2
0.0838 283
437
465
494
524
556
590
625
662
700
740
781
3
4
0.168
241
417
442
526
557
657
694
731
393
416
464
491
518
589
547
622
199
469
439
496
0.251
577
608
640
674
BFL
0.335
157
366
385
405
427
449
473
497
523
550
577
606
6
7
1.69
3.34
119
336
352
369
386
405
424
444
466
487
510
534
81.2
301
313
326
339
352
367
382
398
414
431
449
W12x30
TFL
0
440
532
569
608
649
693
739
787
837
889
944
1000
(238)
2
0.110
368
505
575
613
652
694
738
784
831
881
933
3
0.220
296
474
539
504
536
569
604
641
679
720
762
806
852
4
0.330
225
437
462
488
516
546
577
609
643
679
716
754
BFL
0.440
1.12
153
390
409
429
450
521
547
574
602
632
131
373
390
408
427
473
447
496
6
468
490
513
537
562
588
7
1.94
110
355
370
386
403
420
438
458
478
499
520
543
0
861
W12x26
TFL
382
455
487
521
557
595
634
676
812
2
0.0950 321
434
463
494
526
561
597
635
719
674
764
(204)
716
759
804
3
0.190
407
433
460
489
520
552
585
620
657
695
735
651
259
4
0.285
197
375
397
420
444
470
497
525
554
585
617
BFL
0.380
136
336
353
371
389
409
452
523
549
1.08
116
321
336
352-
368
386
424
474
444
498
6
430
404
465
487
510
7
1.95
95.6
305
317
331
345
360
376
393
410
428
447
467
W12x22
TFL
0
324
372
399
428
458
490
524
559
596
635
675
717
(156)
2
0.106
281
356
381
408
437
466
498
531
565
601
638
677
3
0.213
238
339
362
386
412
439
468
498
529
562
596
631
4
0.319
196
318
339
361
384
408
433
460
488
517
547
579
BFL
0.425
153
294
312
330
350
370
392
415
438
463
489
6
1.66
117
270
285
300
316
333
351
370
390
410
431
516
454
7
3.04
81
242
253
265
277
290
303
317
332
347
364
380
0
607
W12x19
TFL
279
312
335
360
386
413
442
472
504
537
571
(130)
2
0.0875 244
300
322
345
369
394
421
449
479
510
542
575
3
0.175
209
286
306
327
349
373
397
423
450
479
508
539
4
0.263
174
270
288
307
327
348
370
393
417
443
469
497
BFL
0.350
251
267
283
300
318
338
358
379
401
424
447
6
1.65
139
104
229
242
255
269
284
300
316
333
351
370
389
7
3.12
69.7
203
212
222
232
243
255
267
280
293
306
321
a
= distance from top of the steel beam to plastic neutral axis.
K2 = 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 x (in.4) of non-composite steel shape.
b
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3-205
COMPOSITE BEAM SELECTION TABLES
Table 3-20 (continued)
Lower Bound Elastic Moment T
u?
of Inertia, I. R , for Plastic
W12 W1
“ °
Composite Sections
n a
a„
in.
kip
2
2.5
3
3.5
4
4.5
5
5.5
6
6.5
7
0
236
254
273
294
316
339
363
388
415
442
471
501
2
0.0663 209
245
263
282
303
324
347
371
396
422
449
477
3
0.133
183
235
252
270
289
309
330
352
375
399
425
451
420
Shaped
PNAC
W12x16
TFL
(103)
K2b , in.
4
0.199
156
223
238
255
272
291
310
330
351
373
396
BFL
0.265
130
210
224
239
254
270
288
306
324
344
365
386
6
1.70
94.4
189
200
212
225
238
266
281
297
313
331
7
3.32
58.9
163
171
179
188
197
251
207
217
228
239
250
262
0
438
W12x14
TFL
208
220
237
255
274
295
316
338
361
386
411
(88.6)
2
0.0563 185
212
229
246
264
283
303
324
345
368
392
417
3
0.113
163
204
219
235
252
270
288
308
328
350
372
395
371
4
0.169
141
195
209
223
239
255
272
290
309
329
349
BFL
0.225
118
184
196
209
238
253
269
286
304
322
341
6
1.69
85.2
165
175
186
223
197
208
221
234
247
261
276
291
7
3.36
51.9
141
148
155
163
171
179
188
198
207
217
228
W10x26
TFL
0
381
339
368
398
430
464
500
537
577
619
662
708
(144)
2
0.110
317
322
347
375
404
435
467
501
537
615
656
3
0.220
254
300
323
347
373
400
429
459
491
575
524
559
595
4
0.330
190
274
293
313
334
357
381
406
432
460
489
519
BFL
0.440
127
242
256
271
287
304
322
341
361
381
403
426
6
0.898
111
232
245
259 . 273
288
305
322
339
358
378
398
7
1.51
95.1
222
233
245
258
272
286
301
317
334
351
369
0
324
281
304
330
357
386
416
448
481
516
553
591
267
289
312
336
363
390
419
450
482
516
551
W10x22
TFL
(118)
2
3
0.0900 273
0.180 221
4
0.270
BFL
0.360
6
0.953
7
250
269
290
312
335
359
385
413
441
471
502
246
263
282
301
322
344
367
391
416
443
117
230
204
217
230
245
260
276
293
311
329
349
369
99.2
194
205
217
230
243
258
273
288
305
322
340
1.71
81.1
183
193
203
214
225
237
250
263
277
292
307
0
169
W10x19
TFL
281
239
259
282
305
330
356
384
413
444
476
509
(96.3)
2
0.0988 241
228
247
267
289
312
336
362
389
417
447
477
3
0.198
201
215
232
251
270
291
313
336
361
386
413
440
4
0.296
162
200
216
232
267
286
307
328
350
374
398
BFL
0.395
122
183
195
208
249
223
238
254
270
288
307
326
346
6
1.28
96.1
169
191
203
215
229
243
258
273
290
307
7
2.31
70.2
153
179
162
170
180
190
200
211
223
235
248
261
a
F1 = distance from top of the steel beam to plastic neutral axis.
Y2 - distance from top of the steel beam to concrete flange force.
c
See Figure 3-3c for PNA locations.
d
Value in parentheses is l x (in. 4) of non-composite steel shape.
b
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3-206
DESIGN OF FLEXURAL MEMBERS
Table 3-20 (continued)
Lower Bound Elastic Moment
LB
of Inertia, I LB , for Plastic
W10
Composite Sections
-L
n a
ZO„
in.
kip
2
2
0
250
0.0825 217
3
0.165
183
4
0.248
150
BFL
0.330
6
1.31
7
2.46
62.4
0
Shaped
PNAC
W10x17
TFL
(81.9)
F2 b , in.
2.5
3
3.5
4
4.5
5
5.5
6
206
224
244
265
287
310
334
360
387
415
445
197
214
233
252
272
294
317
341
366
392
419
187
202
219
236
255
275
340
364
389
189
203
219
236
253
295
271
317
175
291
311
332
354
117
161
173
185
199
213
227
243
259
277
295
89.8
148
157
168
179
190
202
215
229
258
313
274
132
139
147
155
164
173
183
193
243
204
215
227
387
6.5
7
W10x15
TFL
221
177
193
210
228
248
268
290
312
336
361
(68.9)
2
0.0675 194
170
185
201
218
236
255
275
296
319
342
366
3
0.135
167
162
176
191
206
223
240
259
278
299
320
343
4
0.203
140
153
165
179
193
208
223
240
258
276
295
316
BFL
0.270
113
142
153
165
177
190
204
218
234
250
267
284
6
1.35
83.8
128
137
147
157
167
179
190
203
216
230
244
7
2.60
55.1
112
118
125
133
140
148
157
166
176
186
196
0
W10x12
TFL
177
139
152
165
180
195
211
228
246
265
285
306
(53.8)
2
0.0525 156
134
145
158
172
186
201
217
234
252
271
290
3
4
0.105
135
114
127
138
150
163
205
221
237
254
272
120
130
141
152
176
164
190
0.158
177
191
205
220
235
251
BFL
0.210
93.6
113
121
131
141
152
163
175
187
228
1.31
68.9
101
109
116,
124
133
142
152
162
200
172
214
6
183
195
7
2.61
44.2
87.8
92.9
98.3
104
110
117
124
131
138
146
155
a
K1 - distance from top of the steel beam to plastic neutral axis.
Y2 = 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 x (in. 4) of non-composite steel shape.
b
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
BEAM DIAGRAMS AND FORMULAS
3-207
Table 3-21
Shear Stud
Nominal Horizontal Shear for
One Stud, Qn , kip
Normal weight concrete
Light weight concrete
ivc = 145 pcf
wc = 110 pcf
Stud diameter,
Deck condition
in.
= 3 ksi
w
/e
5.26
6.53
4.28
5.31
9.35
11.6
7.60
9.43
5
/8
14.6
18.1
11.9
14.7
3
/4
21.0
26.1
17.1
21.2
3
/8
5.26
5.38
4.28
5.31
1
/2
9.35
9.57
7.60
9.43
/8
14.6
15.0
11.9
14.7
3/4
21.0
21.5
17.1
21.2
5
ro
°
1
/8
4.58
4.58
4.28
4.58
1
/2
8.14
8.14
7.60
8.14
5
/8
12.7
12.7
11.9
12.7
3/4
18.3
18.3
17.1
18.3
3/8
4.31
4.31
4.28
4.31
1
/2
7.66
7.66
7.66
7.66
5
/8
12.0
12.0
12.0
12.0
3/4
17.2
17.2
17.2
17.2
<5
3
/8
3.66
3.66
3.66
3.66
■o
to
"cQ
1
/2
6.51
6.51
6.51
6.51
5
/8
10.2
10.2
10.2
10.2
3/4
14.6 .
14.6
14.6
14.6
3.02
3.02
.a
2
3
4
s
o
a
3
— <1.5
/z
r; = 4ksi
/2
>1.5
hr
/; = 3 k s i
1
No deck
“
ro
/' = 4 ksi
3
1
-Cl
3
/8
3.02
3.02
1
/2
5.36
5.36
5.36
5.36
5
/s
8.38
8.38
3/4
12.1
12.1
8.38
12.1
12.1
5.31
8.38
3
/8
5.26
5.38
4.28
1
/2
9.35
9.57
7.60
9.43
5
/8
14.6
15.0
11.9
14.7
21.2
3/4
21.0
21.5
17.1
CD
CL
3/8
4.58
4.28
4.58
cn
1
/2
4.58
8.14
8.14
7.60
8.14
5
/8
12.7
12.7
11.9
12.7
3/4
18.3
18.3
17.1
18.3
/8
3.77
3.77
3.77
3.77
/2
6.70
6.70
6.70
6.70
"co
3
<55
q
1
/8
10.5
10.5
10.5
10.5
3/4
15.1
15.1
15.1
15.1
5
Note:
Tabulated values are applicable only to concrete made with ASTM C33 aggregates.
After-weld shear stud lengths assumed to be > Deck height + 1.5 in.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3-208
DESIGN OF FLEXURAL MEMBERS
Table 3-22a
Concentrated Load Equivalents
Beam Fixed One
End, Supported
at Other
Simple
Beam
n
Coeff.
Loading
oo
............
a
b
c
d
e
f
g
2
a
b
c
d
e
f
g
■
4
p
a
b
c
d
e
f
3
p
p
I I
g
4
a
b
c
d
e
f
g
ppp
5
p
p
p
n n
p
a
b
c
d
e
f
g
Maximum positive moment (kip-ft): aPL
Maximum negative moment (kip-ft): bPL
Pinned end reaction (kips): cP
Fixed end reaction (kips): dP
Maximum deflection (in.): ePl3 /El
k
Jk
0.125
—
0.500
A
i
Beam Fixed
Both Ends
A _______
F
0.070
0.125
0.375
0.625
0.005
1.000
0.415
0.042
0.083
—
0.500
0.003
0.667
0.300
0.156
0.188
0.313
0.688
0.009
1.500
0.477
0.125
0.125
—
0.500
0.005
1.000
0.400
0.222
0.333
0.667
1.333
0.015
2.667
0.438
0.111
0.222
—
1.000
0.008
1.778
0.333
0.188
0.313
0.050
4.000
0.950
0.266
0.469
1.031
1.969
0.021
3.750
0.428
1.500
0.010
2.500
0.320
0.600
—
2.000
—
0.063
4.800
1.008
0.360
0.600
1.400
2.600
0.027
4.800
0.424
0.200
0.400
—
2.000
0.013
3.200
0.312
0.013
1.000
1.000
0.250
—
0.500
—
0.021
2.000
0.800
0.333
—
1.000
0.036
2.667
1.022
0.500
—
1.500
Equivalent simple span uniform load (kips): f P
Deflection coefficient for equivalent simple span uniform load: g
Number of equal load spaces: n
Span of beam (ft): L
Span of beam (in.): 1
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3-209
BEAM DIAGRAMS AND FORMULAS
Table 3-22b
Beam Diagrams and Formulas
Design Properties of Cantilevered Beams Equal Loads, Equally Spaced
System
No. Spans
TO
-H d t*- - H e n _________AiA- 1
1 fWi
A TO?
TO " ___________
-Hbh1
A "
?
A
>6
(even)
f r-
aAr 6 Wj ° l M3\
.
A
H
H
/Ms’!
TIT ~ Z “
Moments
Reactions
Cantilever
Dimensions
2
P
Typical
Span
Loading
ft
2
p
A
H
3
E
-H b H________r'hL 1
r— “T
H
f H-
t
00
" A
H
e H-
n
H-
-Hi
/
-H e rTO?
Z
G
4
5 p p I I p p p I |
5
P P P P |
UI I uuuuuu
2
0.086xPL
0.096xPL
0.063xPL
0.039xPL
0.051 xPL
0.414xP
1.172xP
0.438xP
1.063xP
1.086xP
1.109xP
0.977xP
1.000xP
0.167xPL
0.188xPL
0.125xPL
0.083xPL
0.104xPL
0.833xP
2.333xP
0.875xP
2.125xP
2.167xP
2.208xP
1.958xP
0.250xPL
0.278xPL
0.167xPL
0.083xPL
0.139xPL
1 ,250xP
3.500xP
1.333xP
3.167xP
3.250xP
3.333xP
2.917xP
3.000xP
0.333xPL
0.375xPL
0.250xPL
0.167xPL
0.208xPL
1,667xP
4.667xP
1.750xP
4.250xP
4.333xP
4.417xP
3.917xP
4.000xP
0.429xPL
0.480xPL
0.300xPL
0.171xPL
0.249xPL
2.071 xP
5.857xP
2.200xP
5.300xP
5.429xP
5.557xP
4.871xP
5.000xP
0.172xL
0.125xL
0.220xL
0.204xL
0.157xL
0.250xL
0.200xL
0.333xL
0.308xL
0.273xL
0.250xL
0.200xL
0.143xL
0.250xL
0.231 xL
0.182xL
0.167xL
0.182xL
0.143xL
0.222xL
0.211xL
0.176xL
0.167xL
0.176xL
0.130xL
0.229xL
0.203xL
0.160xL
0.150xL
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3-210
DESIGN OF FLEXURAL MEMBERS
Table 3-22c
Continuous Beams
Moments and Shear Coefficients Equal Spans, Equally Loaded
Moment
Shear
Uniform Load
in terms of wl 2
in terms of wl
Y
105
f
Y
T
— <.079, ___< 0 7 9 — < 10
Y
Y
106,
-Q77,
<085
Y’
'Y
Y
Y
Y
1
; .085
-.077
-.106
pfl5
38
23t20
38
63f55
104
18119
38
49 51
104
53f53
104
20 f 23
38
51 49
104
+.156
+.156
Shear
p
at center
p
f
f
'T’
I
t.31
+.10
+.175
ppp
T
+.11
V
T
+.13
A
I
+.11
135
+.171
V
p
,
F
in terms of P
.69 .69
.311
j
I
1
+.171
Ttto
104
23.
+.175
I
ifFto
”38'
55t63
104
Concentrated Loads
,
in terms of Pl
f
19fl8
38
"
Moment
. ,
10
t
pfTi
104
f
TJo
ofF
10
+.077
+036
+ 036
, ------- 107 — _ 071
107,
.65 .50
p
5ot.65
p
A
p
p
1
A
Moment
Concentrated Loads
Shear
in terms of Pl
at third points
in terms of P
*-2 2 2 +.111 +.111 *222
P P
P P
1.33 1.33
+.066 +.066 +.156*-2 4 4
-.267
+.24 + 146
+.076* 0 9 9
P P
A
P P
P P
1.73 1.27 1.0
1.0 1.27
1.2811.07 .93T1.O
1.01.93
-.267
73T
+122 +.122 +.099 +.076 +.0146 +.24
.72
-.281
1.0711.28 .72
Moment
Concentrated Loads
Shear
in terms of Pl
at quarter points
in terms of P
+.267
+.267
+.258 +.022 +.022 +.258
PPP
t|.O3 1.97 1.97 1.03
.465
PPP
in
.372
PPP
111 I I I
PPP
PPP
1 11 1 1 1
tl.13 1.871.50 1.50 1.87 1.13
-.372
+.303
PPP
PPP
PPP
PPP
PPP
11.11 1.8911.60 1.4011.50 1.5011.40 1.60ll.89
.394
.296
-.296
-.394
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
BEAM DIAGRAMS AND FORMULAS
3-211
Table 3-23
Shears, Moments, and Deflections
iTsHVIPLE BEAM — UNIFORMLY DISTRIBUTED LOAD
Total Equiv. Uniform Load
wl
= wl
wl
R = V
Vx
2
......................................................................... = w — x
.2
J
wl 2
T”
M max (at center)
Shear
Mx
5wZ 4
384 Ei
&max (at center)
lx 2 + x 3 }
J
-(P
24 E/V
.........................................................................
Moment
2. SIMPLE BEAM — LOAD INCREASING UNIFORMLY TO ONE END
Total Equiv. Uniform Load
= l
= 1.03W
9V3
_ W3
=
R 2 = V 2 = V max
0.5774/
=
2W
3
HZ Wx 2
i2
3
Mmax
Shear
=
at x = — - 0 . 5 5 7 /
V3
=
M
max
a,x=
Moment
I Ffi7
'W15
519/
2VV7 = Q J28 w i
9 3
2
3/ 2
W/ 3
= 0.0130—El
_
Ax
-
W<A
180E// 2
X4
’
3. SIMPLE BEAM — LOAD INCREASING UNIFORMLY TO CENTER
Total Equiv. Uniform Load
3
w
R = V ......................................................................... ~ 2
nR
Ri
Vx
(when x<
)
Mmax (at center).......................................................
Shear
Mx
(when x < ~ )
= WL
6
( 1 2 x2 I
= Wx 1 - E 2 L _
I 2
3l 2 J
w/
M
&max (at center).......................................................
=
Ax
=
l_
60 El
max
Moment
(when x < - )
_J
f5 /2 - 4 x 2 Y
7
480 Ell 2 V
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
+7{
4\
7
3-212
DESIGN OF FLEXURAL MEMBERS
Table 3-23 (continued)
Shears, Moments, and Deflections
4. SIMPLE BEAM — UNIFORM LOAD PARTIALLY DISTRIBUTED
- /
- b
wb
a
vx
I
I
(max. when a < c )
=
(2c+b)
(max. when a > c )
=
(2a+b)
(when x > a and < (a+b)) .... =
I
A
1
fat x= a+ — .........................
w )
Shear
--- a+—
w
i
-w(x-a)
2w
Mx
(when * < a) ........................... = R x
Mx
(when x > a and < (a+b)) .... = R } x -
Mx
(when x > (a+b)} .................... = F<2 ( l - x )
)
)
(x-af
Moment
5. SIMPLE BEAM — UNIFORM LOAD PARTIALLY DISTRIBUTED AT ONE END
R=V
= V m3X
wa2
2/
wa.
(when
M max
(
Shear
'
- Ft) ~ wx
at x= —
w
2w
(when x<
w 2
- RHx1 X ---*2
~
(when x>
= R2 (1- x)
(when
=
M max
(a2 (2' - a / - Sax 2 (SZ-aJWx3 )
Moment
Ax
(when x > a)
24 Ell
<
6. SIMPLE BEAM — UNIFORM LOAD PARTIALLY DISTRIBUTED AT EACH END
w1 a ( 2 / - a ) + w 2 c 2
~
-•— a
w>a
21
w.c
Shear
w.
M max
2?
w 2 c(2l - c ) + w 1 a 2
Vx
(when x <= a) ...................... ..... = Rj - w x
Vx
(when a -; x < (a+b)) ............ = R - w a
Vx
(when x>> ( a + b ) ).................... = R2 - w 2 (/- x)
Mmax
R,
a t x = — .when
c
a
■■■■ ” 2w,
R2
A _ f i 22
a t x = / -------.when f?2 < w2 cj ~ 2w ?
w.x 2
(when x < a) ...................... .....
Moment
(when a < x < (a+b)) ............
=«iX-
Wia,
-(2x-a)
(when x > ( a + b ) )....................
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
/
BEAM DIAGRAMS AND FORMULAS
3-213
Table 3-23 (continued)
Shears, Moments, and Deflections
7. SIMPLE BEAM — CONCENTRATED LOAD AT CENTER
Total Equiv. Uniform Load
= 2P
P
2
R= V
Rf
I
2
2
"R
M max (at point of load)
= P1
Mx
_ E*
2
4
V
T Shear
(when x < | )
PI 3
48 El
A„iax (at point of load)
Mmax
Moment
Ax
=
(when x< | )
L < 3 / 2 _ 4 x 2A
48 El \
>
8. SIMPLE BEAM — CONCENTRATED LOAD AT ANY POINT
a
Shear
Moment
Total Equiv. Uniform Load
=
fl. = V, ( = Vmax when a < b)
= —
R2 = 1/. ( = Vmax when a > b)
-
M max (at point of load)
=
Mx
=
(when x < a)
/2
I
la(a + 2b)
}
Pab(a + 2jb)J3a(a + 2t?)
I
V
)
27 Ell
3
Aa
(at point of load)
=
Ax
(when x < a)
=
(f 2 - b 2 - x2)
9. SIMPLE BEAM — TWO EQUAL CONCENTRATED LOADS SYMMETRICALLY PLACED
Total Equiv. Uniform Load
_ 8 Pa
/
fl=V
= P
Mmax (between loads)
= Pa
Mx
= Px
x
Rf
Shear
Mmax
Moment
(when x < a)
Amax (at center)
=
Amax (when a = | )
=
Ax
(when x < a)
= —(3/a-3a 2 -x 2 }
6EI\
/
Ax
(when a < x< ( l - a ))
= — (3lx-3x 2 -a 2 )
6EI<
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
(3/2 _ 4 Z )
24E/V
/
Pl 3
28 El
3-214
DESIGN OF FLEXURAL MEMBERS
Table 3-23 (continued)
Shears, Moments, and Deflections
10. SIMPLE BEAM — TWO EQUAL CONCENTRATED LOADS UNSYMMETRICALLY PLACED
R A= V } ( =
when
H,= V, ( = Vmax when a> b)
(when a < x < ( I - b ))
Shear
Mmax when
R\a
M max when a< b)
R2 b
(when
Moment
(when a < x < ( l b ) )
11. SIMPLE BEAM — TWO UNEQUAL CONCENTRATED LOADS UNSYMMETRICALLY PLACED
P l - a ) + P2 b
— x ---
= V2
(when a< x< ( I - b ) )
R.-P.
M mM vjhen R < PJ
Shear
R\a
M max when R ; < P2)
(when
(when a < x< ( l - b ) )
Moment
12. BEAM FIXED AT ONE END, SUPPORTED AT OTHER — UNIFORMLY DISTRUSTED LOAD
Total Equiv. Uniform Load
wl
R=V-
Shear
.... = wl
............................
3wl
Ft,= Vz = V max
Swl
Vx
R-i -wx
Mmax
...........
(at x
ii
wl 2
—wr
128
o
<<rn u
Moment
( a t x - -p- (1+ 733)= 0.422 1 )
M max
A.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
wx
‘
Wl 4
185 El
wx
(/ 3 - 3 / x 2 + 2 x 0
48 El V
/
BEAM DIAGRAMS AND FORMULAS
3-215
Table 3-23 (continued)
Shears, Moments, and Deflections
13. BEAM FIXED AT ONE END, SUPPORTED AT OTHER — CONCENTRATED LOAD AT CENTER
3P
2
Total Equiv. Uniform Load
5P
16 .
11P
16
Shear
(at fixed end)
3 Pl
16
(at point of load)
5 Pl
32
(at
5Px
16
(when
11
I Moment
M max
A max
(at X = — -0.447/ )
Vs
Pl 3
PI 3
-—
= 0.00932
48E/V5
El
Ax
(at point of load)
7Pt _
768 El
Ax
(at
A*
(atx> j)
= - U(3/ 2 -5X 2 )
96 El V
/
14. BEAM FIXED AT ONE END, SUPPORTED AT THE OTHER — CONCENTRATED LOAD AT ANY
POINT
R
-------- I
x
IP
a
b
1
V,
f
£
Shear
= ~2/3y( a + 2/ )
i= ................
n
K ............................................................ = 4 ( 3 ' 2 2/3 V
M,
(at point of load)
M2
(at fixed end)
M
(at x< a)
2/ 2
= fi x
M*
(when x> a)
= R1 x - p ( x - a )
)
/
=F a
+
v,
T
Moment
Pa
P2
1
T
Pab2 I a
6EI \ 2 l + a
a
2l + a
Aa
(at point of load)
Ax
(when x< a)
Ax
(when x > a)
.......... - - D -(3/+a)
12E// 3
=
Pb
x
V2EU 3
Pa
} 2 EI/
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3
(3 al 2 -21 x 2 -a>
2
(J-xf (31
x - a 2 x - 2 a 2 i')7
v
3-216
DESIGN OF FLEXURAL MEMBERS
Table 3-23 (continued)
Shears, Moments, and Deflections
15. BEAM FIXED AT BOTH ENDS — UNIFORMLY DISTRIBUTED LOADS
2wl
Total Equiv. Uniform Load
3
w!
wl
2
R
R Vx
l
2
IvE
M ma x (at ends)
1
V
J
1
Shear
0.211/
(at center)
V
I2
(6 /x
Mx
I
6X 2 )
iv/ 4
384 El
(at center)
1
Moment
12
iv/ 2
24
M max
7
24 El
I
16. BEAM FIXED AT BOTH ENDS — CONCENTRATED LOAD AT CENTER
Total Equiv. Uniform Load
- x
V
Mmax
F7
(at center and ends)
8
(when
8 v
Shear
PI 3
192 El
(at center)
M max
Ax
Moment
(when
—(31 - 4 x')7
48 El '
M max
17. BEAM FIXED AT BOTH ENDS — CONCENTRATED LOAD AT ANY POINT
R.= l/,( = V max when a < b)
-
a=
=
(= Vmax when
*
when a < b)
-(3a+b)
I3
- ( a + 3h)
_ Pab 2
I2
M max when a > b)
I l l i. II I IT
Ma
= Pa
b
_ 2Pa 2 b 2
(at point of load)
l3
Shear
(when
<2
M.
4
I
A max
(when a > b at x =
2al
=
3a + b
2Pa 3 b2
3EI(3a + bf
,,
Moment
Aa
(at point of load
Ax
(when
=
Pa 3 b 3
3 Ell 3
A M E R I C A N INSTITUTE OF STEEL CONSTRUCTION, INC.
=
°
(3al-3ax-bx)
6 Ell 3
BEAM DIAGRAMS AND FORMULAS
3-217
Table 3-23 (continued)
Shears, Moments, and Deflections
18. CANTILEVERED BEAM — LOAD INCREASING UNIFORMLY TO FIXED END
Total Equiv. Uniform Load
R= V
Vx
wi
Mmax (at fixed end)
Mx
3
Wx3
......................................................................
3/ 2
kV/2_
15 El
A;nax (at free end)
Moment
W
........................................................
60 Ell 2
19. CANTILEVERED BEAM — UNIFORMLY DISTRIBUTED LOAD
Total Equiv. Uniform Load
R~ V
wl
11 1 1L f I' I IHTT1
R
= 4wi
... - wl
K
= wx
Mmax (at fixed end)
_ w/ 2
2
Mx
=
?
&max
_
2
(at free end) ...
_ iv/4
8 El
Moment
....................................................................
20. BEAM FIXED AT ONE END, FREE TO DEFLECT VERTICALLY BUT NOT ROTATE AT
OTHER — UNIFORMLY DISTRIBUTED LOAD
Total Equiv. Uniform Load
R = V .................................................................... = wl
Vx
.................................................................... ~ wx
M,
/W,
(at deflected end)
Mmax (at fixed end)
Shear
Mx
0.423/
&m3X (at deflected end)
_ wl 2
6
_ w/ 2
3
=f('
2
- 3 ' 2)
_ wl 4
24 E/
T
Ax
I™
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
24 El
DESIGN OF FLEXURAL MEMBERS
3-218
Table 3-23 (continued)
Shears, Moments, and Deflections
21. CANTILEVERED BEAM — CONCENTRATED LOAD AT ANY POINT
Total Equiv. Uniform Load
Moment
/
R= V
= P
M m ax (at fixed end)
= Pb
Mx
Shear
8Pb
(when x > a)
= P(x-a)
&max (at free end)
= — V( 3 / - b )7
6EI
Aa
(at point of loa d)
Pb3
~ 8 El
AA
(when x < a)
= f
Ax
(whenx>a)
P(7 x f /
= — -----— (x 3 b - H
6EI
M max
-(3/-3x-b)
22. CANTILEVERED BEAM — CONCENTRATED LOAD AT FREE END
Total Equiv. Uniform Load
= 8P
R= V
= P
Mmax (at fixed end)
= PI
= Px
Shear
(at free end)
Pl 3
3 El
Ax
M max
23. BEAM FIXED AT ONE END, FREE TO DEFLECT VERTICALLY BUT NOT ROTATE AT OTHER —
CONCENTRATED LOAD AT DEFLECTED END
Total Equiv. Uniform Load
R=V
1
T
(at both ends)
V
Shear
M max
I
2
(at deflected end)
y
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
BEAM DIAGRAMS AND FORMULAS
3-219
Table 3-23 (continued)
Shears, Moments, and Deflections
24. BEAM OVERHANGING ONE SUPPORT — UNIFORMLY DISTRIBUTED LOAD
V,.........................................
...................................
a
V,
x.
......................................... ; - wa
..........................................
=T(' 2 -
2
)
A-
Vx
(between supports)
- R -wx
L
I
V Xj
(for overhang)
- w{a-Xy )
M
I atx= - | 1
2
I
L
- ~~(l + a')2 (l - af
8/ 2
Shear
/ 2 JJ
(at R.)
Mx
(between supports)
M Xl
(for overhang)
Ax
(between supports)
Ax,
(for overhang)
wa2
2
,........
-2l 2
4aZ,
'Sa(
*/x s - 2 a 2 / 2 . 2 a 2 x2 )
" ,:1 * 6 * 2 * i - 4 4 x i2 **i 3 )
NOTE: For a negative value of Ax, deflection is upward.
25. BEAM OVERHANGING ONE SUPPORT — UNIFORMLY DISTRIBUTED LOAD ON OVERHANG
wa
21
«,= V,
.......................................... = f(2/-a)
V2
= wa
a
VXl
*1 -
wa
(for overhang)
= w(a-x 1 )
Mmax (at R? ) .............................. =
u
|?
2x
Mx
(between supports)
= wa
MXl
(for overhang)
= y(a-x1 f
Amax
I
I
1 i
between supports at x- — = -----■—— =0.0321 ------V3j 18V3E/
El
Mmax
3
A„iax (for overhang at x y = a)
Ax
(between supports)
Ax,
(for overhang)
=
-(4/+3a)
2
wajez
2
_ % 2>)
12E//V
=
2
F/(4a2/+6a2xi " 4ax2 +XD
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DESIGN OF FLEXURAL MEMBERS
3-220
Table 3-23 (continued)
Shears, Moments, and Deflections
26. BEAM OVERHANGING ONE SUPPORT — CONCENTRATED LOAD AT END OF OVERHANG
= Pa
I
R = v.
—a
- X, -
R ? = v + v 2........................................................
............................................... = P
M 11 11H n~n
Shear
Mmax (at R 2 )
= Pa
Mx
(between supports)
=
Mx ,
(for overhang)
= P(a-x 1 )
Amax
I
-=0.0642 - a / 9-J3EI
El
between supports at x= ~ \
V3j
Amax (for overhang at x, = a)
M max.
(between supports)
Ax,
6E//\
=
(for overhang)
/
A ( 2 a / + 3 a x1 - x
2
27. BEAM OVERHANGING ONE SUPPORT — UNIFORMLY DISTRIBUTED LOAD BETWEEN SUPPORTS
Total Equiv. Uniform Load
—-1 ----X
R
TF
1 wl
1 __.
2
1
iT
rq
1
Vx
wl
2
...............................................................
__ I
M max (at center)..............................................
2
Shear
1
Mx
V
j
Amax (at center) .............................................
Ax
A
M
R= V ...............................................................
I'R
V
;
.... = wi
a
wl 2
...............................................................
_ 5w/ 4
384 El
............................................................... = -W*fa_
24E/V
2 lx
2
+x 3 '}
/
max\
IV/ 3 Xi
Ax,
Mome nt
...............................................................
” ~24El
28. BEAM OVERHANGING ONE SUPPORT — CONCENTRATED LOAD AT ANY POINT BETWEEN SUPPORTS
Total Equiv. Uniform Load
8 Fab
I2
x,
R,v
— a —
Shear
R, = V1 (= V max when a < b)
Pb
1
R } = V, (= V max when a > b)
Pa
I
M max (at point of load)
Pab
I
Mx
Pbx
l
(when x < a)
*
I
fa(a + 2 b )
)
iAmax at x= , ------------- when a >b\
I
V
3
I
27 EH
2
Moment
Aa
(at point of load)
Ax
(when x< a)
Ax
(when x > a)
Pa b
3 Eli
2
-(l 2 -tf-X
QEH
GE//
<
Pabx,
-------- (v / + a 7)
QEH
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
2
}
/
BEAM DIAGRAMS AND FORMULAS
3-221
Table 3-23 (continued)
Shears, Moments, and Deflections
29. CONTINUOUS BEAM— TWO EQUAL SPANS — UNIFORM LOAD ON ONE SPAN
49 wl,
-- —
64
Total Equiv. Uniform Load
IIIIII
= —wl
16
A
r
I
= — wl
8
>L
vt
--------- wl
16
1111111111 1111
Shear
.......... = —w/
16
IL
I
/wmax
Moment
_ 49 wl,2
512
Mmax
(at x = - Z) ..................... .........
16
M,
(at support R.).................. ......... = — wl 2
Mx
(when x < /) ....................... .........
& max
(at 0.472 / from RJ...........
16
16
= --(7/-8x) 1
16
_ 0.0092 w/ 4
El
30. CONTINUOUS BEAM — TWO EQUAL SPANS — CONCENTRATED LOAD AT CENTER OF ONE
SPAN
Total Equiv. Uniform Load
= ™P
8
2
= ™P
32
_ _1 ------- ' R .
< j
y
= V i + V3
— i ---------►
=H P
16
= _lp
11111111111111
32
Shear
= 19 P
32
Ak
izml
Moment
M max (at point of load)
= 13 p /
64
(at support R ) .
- — Pl
32
M,
(at 0.480 / from R,).
0.015 PI 3
El
31. CONTINUOUS BEAM - TWO EQUAL SPANS — CONCENTRATED LOAD AT ANY POINT
«,= V. ................................................
4/ 3
V
-a(/+a))
i- — a — *
P
R/‘
Shear
........................................ = -
3=
K..................... ........................ = -
R2
1 1 1 1 1 1 1 1 1 II II 1
..
R 2=
v3
........................ =
K,
2! a V
(2l 2 +
- b(/ + a))
(l + a)
4/ 3 '
+ b(/+a))
(412 ■
. .3 \
(at point of load)
i zkM
Moment
M.
(at support R.)
4/ 2
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
(l + a)
}
DESIGN OF FLEXURAL MEMBERS
3-222
Table 3-23 (continued)
Shears, Moments, and Deflections
32. BEAM — UNIFORMLY DISTRIBUTED LOAD AND VARIABLE END MOMENTS
.—
w!
- M2
wl
~M2
-- i
wl
R 2 = V?
M,>M 2
My - M 2
tv
1
M< - M'
2
wl
w! ?
a t x = - + -2------■
Shear
My+M 2
1
b (to locate inflection points)
4 A4-| 4 M2
A* =
24EI
wl
My M2 ) ( My — M 2
w
12
wl
8 My I
■*— X
_______
RS
M y>M 2
p
My - M 2
Pl
My + M2
R=v 2
Shear
(at center)
(when
Moment
P, f
(when
(when
wl
4 M2 l
w
w
33. BEAM — CONCENTRATED LOAD AT CENTER AND VARIABLE END MOMENTS
\
<My-M 2 f
-4X 2
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
BEAM DIAGRAMS AND FORMULAS
3-223
Table 3-23 (continued)
Shears, Moments, and Deflections
34. SIMPLE BEAM — LOAD INCREASING UNIFORMLY FROM CENTER
2W
3
Total Equiv. Uniform Load
Ifl
Vx
I
1
2
2
(when x <
)
Wl
12
M max (at center)
V
I
w
R=V
I
Shear
V
Mx
(when x <
2 x 2 , 4 x3 '
W(
~ )
1
2r
312 J
3
3 IV/
320 El
Amax (at center)
A
Ax
t l/l 1111
x 4 X 2x 5
I
5/ 2
3
(when x< - )
12E/U
3/ 2 x j
8 )
Moment
35. SIMPLE BEAM — CONCENTRATED MOMENT AT END
Total Equiv. Uniform Load
R=V .....................................
/
Mmax ..................................................... = M
M,
Shear
... ="H
.....................................
Amax (at x= 0.423/)............. ......... = 0 0642 —
El
M max
Ax
Moment
M
fax
........................................ .......... = 6EI{
2
-—-2/x
1
36.SIMPLE BEAM — CONCENTRATED MOMENT AT ANY POINT
M
Total Equiv. Uniform Load
_ 8M
R=V
_ M
I
Mx
(when x < a)
Mx
(when x > a)
Ax
(when x < a)
I
- Rx
M+Rx
Shear
Ax
6 El
6a- —
I
M
6 El
Moment
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
-2/k-
—
>
3-224
DESIGN OF FLEXURAL MEMBERS
Table 3-23 (continued)
Shears, Moments, and Deflections
37. CONTINUOUS BEAM—THREE EQUAL SPANS—ONE END SPAN UNLOADED
w/
w/
RA
0.383 w/
0.450 if Z
Rg - 1.20 W/
0583 w/
0.383w/
/?£> = -0.0330w/
0.0330 w/\
0.617w/
Shear
0.0330 w/
0.417w/
-0.117 w/‘
+0.0735 w/ 2
-0.0333 w/ 2
+0.0534 W/'
4,
JTTTITTr m
........
run
Moment
I 0.383/
!-<•.. —-.. —
0.583/
0 m a x (0.430/ from Aj = 0.0059 w/ 4 /EI
38. CONTINUOUS BEAM—THREE EQUAL SPANS—END SPANS LOADED
A
/
L_
/
RB = 0-550 w/
0.450 w/
D
/
S‘<
Fig - 0.550 w/
f
Rgj- 0-450 w/
0.550 w/
0.550 w/
Shear
-0.0500 w/ 2
+0101 w/
+0.101 w/ 2
UT] j! Qjjer
Moment
0.450/
0.450/
Am a x (0.479/ from A or D)= 00099 w/ 4/Ei
39. CONTINUOUS BEAM— THREE EQUAL SPANS—ALL SPANS LOADED
RA = 0.400 w/
Rg -1.10 W/
L
0.400 w/ i
Shear
R c = 1. 10w/
"rLnuTlIrrn -
J_JU_LlXxs=.
0.400 w/
0.500 W/
0.600 w/
j
RD -0.400w/
-0.100 w/ 2
-0.100 w/.2
+0.0250w/
2
+0.0800 w/ 2
Moment
0.500/
0.400/
,s
0.500/
max (0-446/ from A orD) - 0.0069 W/ 4 /Ef
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
0.400/
COMPOSITE BEAM SELECTION TABLES
3-225
Table 3-23 (continued)
Shears, Moments, and Deflections
40. CONTINUOUS BEAM- FOUR EQUAL SPANS—THIRD SPAN UNLOADED
wf
wf
R g ■= 1.22 wf
RA - 0 3 8 0 w f
R . = 0.357 wf
0.603 wf
0.380wf
D
E
B p - 0.598 wf
R£
0.442 wf
0.558wf
0.442 wf
0.620 wf
Shear
-0.0179 wf 2
- 0 . 1 2 1 w/ 2
+0.0722 wf
0.0400 wf
0.397 wf
2
-0.0580 wf 2
nTk
+00611W/Z
+0.0977 wf 2
Moment
0.603 f
0.442 f
'0.380/
A
max
475/
from E
) = °-°° 9 4
L.
41. CONTINUOUS BEAM—FOUR EQUAL SPANS—LOAD FIRST AND THIRD SPANS
wf
wf
RA
0 446 wf
R - 0.464 wf
Rg - 0.572 wf
0.482 wf
0.0180wf
0.446 w/ T r v
R D = 0.572 wf
i"T-
0.554 wf
Shear
+0.0996 wf
A
0.0540 wf
0.518 wf
-0.0357 wf 2
-0.0536 wf 2
2
RE = -0.0540 wf
0.0540 wf
H I
-0.0536wf
+0.0805 wf
2
Moment
|
0.518/
0.446/
A m & x (0.477f from A) = 0.0097w/ 4 / E!
42. CONTINUOUS BEAM—FOUR EQUAL SPANS—ALL SPANS LOADED
wf
wf
wf
wf
B
D
RB = 1.14 wf
RA = 0.393 wf
L
RE = 0.393 wf
RD = 1. 14 wf
R E - 0.928 wf
0.607 wf
0.464 wf
0.393 wf
4 0.607 wf
Shear
0.536 wf
-0.0714 wf 2
-0.1 07 wf 2
+0.0772 wf 2
1 0.464 wf
+0.0364 wf 2
-0.107 wf 2
+0.0364 wf
2
+0.0772 wf 2
Moment
0.536 f
0.536 f
0.393 /U-
0.393f
A m a x (0.440f from A andE) = 0.0065 w f 4 / S
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DESIGN OF FLEXURAL MEMBERS
3-226
Table 3-23 (continued)
Shears, Moments, and Deflections
43. SIMPLE BEAM—ONE CONCENTRATED MOVING LOAD
max -
max( a t * = °) .............................................................................. =
M m a x I at point of load, when x =
p
0
44. SIMPLE BEAM—TWO EQUAL CONCENTRATED MOVING LOADS
1 m a x = Vi max (at * = 0 )
"when a < (2 - x/2)l — 0.586?
a\ 2
P /
21C2)
a \ ..............
1 /
under load 1 at x = - Z - - I
2 I
2I
Mmax
when a > (2 - V5)Z = 0.586/
P?
4~
with one load at center of span (Case 43)
45. SIMPLE BEAM—TWO UNEQUAL CONCENTRATED MOVING LOADS
P
1 max — V) m a x ( a t X — 0)
1 [
un<lerP1 . a t x = -
I- a
..................................................... — P-f “F r g — j—
Fba
= ( p1 +
)-
Mmax may occur with larger
Mmax
load at center of span and other
...................... ■ •
load off span (Case 43)
GENERAL RULES FOR SIMPLE BEAMS CARRYING MOVING CONCENTRATED LOADS
The maximum shear due to moving concentrated loads occurs at one support
when one of the loads is at that support. With several moving loads, the location that
a C.G.
will produce maximum shear must be determined by trial.
The maximum bending moment produced by moving concentrated loads occurs
under one of the loads when that load is as far from one support as the center of
gravity of all the moving loads on the beam is from the other support.
In the accompanying diagram, the maximum bending moment occurs under load
M
when x ~ b. It should also be noted that this condition occurs when the centerline of the span is midway between the center of gravity of loads and the nearest
Moment
concentrated load.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
4-1
PART 4
DESIGN OF COMPRESSION MEMBERS
SCOPE .................................................................................................................................... 4-3
AVAILABLE COMPRESSIVE STRENGTH ................................
4-3
LOCAL BUCKLING ............................................................................................................ 4-3
Determining the Width-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
STEEL COMPRESSION—MEMBER SELECTION TABLES .................................... 4-4
Table 4-1. W-Shapes in Axial Compression ............................................................... 4-4
Table 4-2. HP-Shapes in Axial Compression................................................................. 4-5
Table 4-3. Rectangular HSS in Axial Compression .................................................... 4-5
Table 4-4. Square HSS in Axial Compression ............................................................. 4-5
Table 4-5. Round HSS in Axial Compression ............................................................. 4-5
Table 4-6. Pipe in Axial Compression .......................................................................... 4-5
Table 4-7. WT-Shapes in Axial Compression ............................................................. 4-5
Table 4-8. Equal-Leg Double Angles in Axial Compression .................................... 4-6
Table 4-9. LLBB Double Angles in Axial Compression ........................................... 4-6
Table 4-10. SLBB Double Angles in Axial Compression ........................................... 4-6
Table 4-11. Concentrically Loaded Single Angles in Axial Compression ................ 4-6
Table 4-12. Eccentrically Loaded Single Angles in Axial Compression
................ 4-7
COMPOSITE COMPRESSION—MEMBER SELECTION TABLES ......................... 4-7
Table 4-13. Rectangular HSS Filled with 4-ksi
Normal-Weight Concrete in Axial Compression ........................................................... 4-7
Table 4-14. Square HSS Filled With 4-ksi
Normal-Weight Concrete in Axial Compression ........................................................ 4-7
Table 4-15. Rectangular HSS Filled With 5-ksi
Normal-Weight Concrete in Axial Compression ........................................................... 4-7
Table 4-16. Square HSS Filled With 5-ksi
Normal-Weight Concrete in Axial Compression ........................................................... 4-8
Table 4-17. Round HSS Filled With 4-ksi
Normal-Weight Concrete in Axial Compression ........................................................... 4-8
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
4-2
DESIGN OF COMPRESSION MEMBERS
Table 4-18. Round HSS Filled With 5-ksi
Normal-Weight Concrete in Axial Compression ........................................................... 4-8
Table 4-19. Pipe Filled With 4-ksi Normal-Weight Concrete in Axial Compression
4-8
Table 4-20. Pipe Filled With 5-ksi Normal-Weight Concrete in Axial Compression
4-8
Table 4-21 . Stiffness Reduction Factor xa .................................................................... 4-8
Table 4-22. Available Critical Stress for Compression Members .............................. 4-8
PART 4 REFERENCES ....................................................................................................... 4-9
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
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. For
compression members that are part of a seismic force resisting system in which the seismic
response modification factor, R, is taken greater than 3, the requirements in the AISC Seismic
Provisions for Structural Steel Buildings also apply. The AISC Seismic Provisions for
Structural Steel Buildings is available in Part 6 of the AISC Seismic Design Manual from
the American Institute of Steel Construction, Inc. at www.aisc.org.
AVAILABLE COMPRESSIVE STRENGTH
The available strength of compression members, §P n or P /Q, 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-Thickness Ratios of the Cross-Section
Steel compression members are classified on the basis of the width-thickness ratios of the
various elements of the cross-section. The width-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-thickness ratios of all compression elements are less than X , the cross-section is non-slender, and Q, the reduction factor for slender compression elements (elastic
local buckling effects), equals 1.0. When the- width-thickness ratio of a compression element is greater than X , the cross-section is a slender-element cross-section and Q < 1.0
must be included in the calculation of the available compressive strength. Q is determined
per AISC Specification Section E7, and Xr is determined per AISC Specification Section B4
and Table B4. 1.
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 L, the physical length between braced points (see AISC
Specification Appendix 6) multiplied by K, which is determined per AISC Specification
Section C2. In many cases, the stability provisions in AISC Specification Chapter C and
Appendix 7 allow the use of K = 1. Otherwise, guidance on the proper selection of a value
for K is given in AISC Commentary Section C, including the following:
1. For columns with idealized end conditions, recommended vales of K can be determined from AISC Commentary Table C-C2.1.
2. For columns in braced frames (or steel frames that lean on shear walls or another similar structural system) and compression members in trusses, K is normally taken as
unity per AISC Specification Section Cl. 3a, unless a smaller value can be justified by
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DESIGN OF COMPRESSION MEMBERS
analysis. Although the alignment chart in AISC Commentary Figure C-C2.3 (sidesway
inhibited—braced frames) could be used for that purpose, it should be noted that the
stability bracing provisions in AISC Appendix 6 are based upon the use of K = 1.
3. For columns in moment frames, the alignment charts in AISC Commentary Figure CC2.4 (sidesway uninhibited—moment frames) can be used. Per AISC Commentary
Section C2, the stiffness reduction factor, % , can be used in the determination of K for
columns controlled by inelastic buckling.
As indicated in the User Note in AISC Specification Section E2, compression-member
slenderness, KLIr, 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.
Further information is available in the SSRC Guide to Stability Design Criteria for Metal
Structures (Galambos, 1998).
COMPOSITE COMPRESSION MEMBERS
For the design of reinforced-concrete-encased and concrete-filled steel compression members, see AISC Specification Section 12. See also AISC Design Guide No. 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).
STEEL COMPRESSION—MEMBER SELECTION TABLES
Table 4-1 . W-Shapes in Axial Compression
Available strengths in axial compression are given for W-shapes with F = 50 ksi (ASTM
A992). The tabulated values are given for the effective length with respect to the Y-Y axis
(KL) y . However, the effective length with respect to the X-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 (KLi) y and (KL) , where
Values of the ratio r /r , and other properties useful in the design of W-shape compression
members are listed at the bottom of Table 4-l . The variables P, 1Z, and PWl. can be used in the
calculation of the web local yielding available strength (AISC Specification Equation J10-2)
for the column as follows:
LRFD
'
ASD
n =P wo +P wi.N
The variable P b can be used in the calculation of the available web compression buckling
strength (AISC Specification Equation J10-8) for the column as follows:
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
STEEL COMPRESSION—MEMBER SELECTION TABLES
4-5
LRFD
ASD
p
‘I’A = »b
R
n' a = P „b
The variable
can be used in the calculation of the available flange local bending strength
(AISC Specification Equation J10-1) for the column as follows:
LRFD
ASD
Rjn
= p fb
Table 4-2. HP-Shapes in Axial Compression
Table 4-2 is similar to Table 4-1, except it covers HP-shapes with F = 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 F = 46 ksi
(ASTM A500 grade B). The tabulated values are given for the effective length with respect
to the Y-Y axis (KL) v. However, the effective length with respect to the X-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) and (KL)
where
y
y eq
Values of the ratio rx lr y 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 F = 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 F y = 35 ksi (ASTM A53 grade B).
Table 4-7. WT-Shapes in Axial Compression
Available strengths in axial compression are given for WT-shapes with F = 50 ksi (ASTM
A992). Separate tabulated values are given for the effective lengths with respect to the
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
4-6
DESIGN OF COMPRESSION MEMBERS
X-X and Y-Y axes, (KL) x and (A7L)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 are given for equal-leg double angles with F y = 36
ksi (ASTM A36), assuming 3/s-in. separation between the angles. These values can be used
conservatively when a larger separation is provided. Alternatively, the value of (KL) can be
multiplied by the ratio of (r y for a 3/s-in. separation) to (r for the actual separation).
Separate tabulated values are given for the effective lengths with respect to the X-X and
Y-Y axes, (KL) Y and (KL)V , respectively. For buckling about the X-X axis, the available
strength is not affected by the number of intermediate connectors. However, for buckling
about the Y-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 equation E6-2, 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-Y axis is equal to or greater than 90 percent 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 4-1 1. 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 F y = 36 ksi (ASTM A36) based upon the effective length with
respect to the Z-Z axis (KL)_. 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.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
COMPOSITE COMPRESSION—MEMBER SELECTION TABLES
4-7
Table 4-12. Eccentrically Loaded Single Angles in Axial
Compression
Available strengths in axial compression are given for single angles with A - 36 ksi (ASTM
A36). These tables present a lower-bound available axial strength for eccentrically loaded
single angles without consideration of end restraint (Sakla, 2001) and may be used in the
design of single angle compression members when the requirements of Specification
Section E5 can not be met.
In the development of this table, KL is assumed to be the same on all axes (rx , rv , rz , and
r ). To determine the available strength in axial compression, the table should be entered at
the largest effective length between brace points. These tables consider combined biaxial
bending about the principal axes with axial compression. The long leg of the angle is assumed
to be attached to a gusset with a thickness of 1.5/. The tabulated values assume a load placed
at the center of the gusset plate, at a distance of 0.75/ from the long leg of the angle.
COMPOSITE COMPRESSION - M E M B E R 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 Fv = 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-Y axis (KL)V - However, the effective length
with respect to the X-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
rmy
Values of the ratio rmx lr my 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 rmv are the
radii of gyration for the composite cross-section. The ratio rmx/r my is determined as
tnx
Pex (K A Lx )2
my
P€V(K VL v )2
x
7
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.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
4-8
DESIGN OF COMPRESSION MEMBERS
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 F = 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 the column available strength tables.
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.
Table 4-19. Pipe Filled with 4-ksi Normal- Weight Concrete
in Axial Compression
Available strengths in axial compression are given for pipe with F = 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 the column available strength tables.
Table 4-20. Pipe Filled with 5-ksi Normal-Weight Concrete
in Axial Compression
Table 4-21 is the same as Table 4-20, except that it provides available strengths in axial
compression for pipe filled with 5-ksi normal-weight concrete.
Table 4-21. Stiffness Reduction Factor T
CT
When column buckling occurs in the inelastic range, the use of the alignment charts in
Chapter C of the Commentary usually gives conservative results. For more accurate solutions, inelastic AT-factors can be determined from the alignment chart by using x times the
elastic modulus, Ec , of the columns in the equation for G. The stiffness reduction factor, x ,
is the ratio of the tangent modulus, E T , to the elastic modulus, E. Values are tabulated for
steels with F y = 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.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
4-9
PART 4 REFERENCES
PART 4 REFERENCES
Galambos, T.V., 1998, Guide to Stability Design Criteria for Metal Structures, Fifth Edition,
John Wiley and Sons, Inc., New York, NY.
Griffis, L.G., 1992, AISC Design Guide No. 6 Load and Resistance Factor Design of W -Shapes
Encased in Concrete, AISC, Chicago, IL.
Sakla, S., 2001, “Tables for the Design Strength of Eccentrically-Loaded Single Angle Struts,”
Engineering Journal, Vol. 38, No. 3 (3rd Qtr), pp. 127-136, AISC, Chicago, IL.
Viest, I.M., J.P. Colaco, R.W. Furlong, L.G. Griffis, R.T. Leon, and L.A. Wyllie, 1997,
Composite Construction Design for Buildings, ASCE, New York, NY.
West, M.A. and J.M. Fisher, 2003, AISC Design Guide No. 3 Serviceability Design
Considerations for Low-Rise Buildings, AISC, Chicago, IL.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DESIGN OF COMPRESSION MEMBERS
4-10
Table 4-1
Available Strength in
Axial Compression, kips
W Shapes
w14
W14x
Shape
730
WVft
P
Design
0
Effective length KL (ft) with respect to least radius of gyration ry
Fy - <?n kci
h
665
h
605
h
550 h
$c Pn
$c P n W c
500 h
455 h
Wn
P
c
®cPn
ASD
LRFD
ASD
LRFD
7290
4400
6610
4010
6030
6200
6120
6040
5950
5860
3750
3710
3660
3600
3550
5640
5570
5500
5420
5330
§cPn
„'°c
$c P n
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
6440
9670
5870
8820
5330
8010
4850
n
11
12
13
14
15
6070
6010
5940
5860
5780
9130
9030
8920
8810
8690
5530
5470
5400
5330
5250
8310
8220
8110
8010
7890
5010
4950
4890
4820
4750
7530
7440
7350
7250
7140
4550
4500
4440
4380
4310
6840
6760
6670
6580
6480
4120
4070
4020
3960
3900
16
17
18
19
20
5690
5610
5510
5420
5320
8560
8430
8290
8140
7990
5170
5090
5000
4910
4820
7770
7650
7520
7380
7240
4680
4600
4520
4440
4350
7030
6920
6790
6670
6540
4240
4170
4100
4020
3940
6380
6270
6160
6040
5920
3840
3770
3700
3630
3550
5770
5660
5560
5450
5340
3490
3420
3360
3290
3220
5240
5150
5050
4950
4840
22
24
26
28
30
5110
4890
4660
4420
4180
7670
7340
7000
6650
6290
4620
4420
4200
3990
3760
6950
6640
6320
5990
5660
4170
3980
3780
3580
3370
6260
5980
5680
5380
5070
3770
3590
3410
3220
3030
5660
5400
5120
4840
4560
3390
3230
3060
2890
2720
5100
4860
4600
4340
4080
3080
2920
2770
2610
2450
4620
4400
4160
3920
3680
32
34
36
38
40
3940
3700
3460
3220
2990
5930
5560
5200
4850
4500
3540
3320
3100
2880
2670
5320
4990
4650
4330
4010
3170
2960
2760
2560
2360
4760
4450
4140
3840
3550
2840
2650
2460
2280
2100
4270
3990
3700
3430
3160
2540
2370
2200
2030
1870
3820
3560
3300
3050
2800
2290
2130
1970
1820
1670
3440
3200
2960
2730
2510
42
44
46
48
50
2770
2550
2330
2140
1970
4160
3830
3510
3220
2970
2460
2260
2060
1900
1750
3690
3390
3100
2850
2630
2170
1990
1820
1670
1540
3270
2990
2730
2510
2310
1930
1760
1610
1480
1360
2900
2650
2420
2220
2050
1710
1560
1420
1310
1200
2570
2340
2140
1960
1810
1520
1390
1270
1160
1070
2290
2080
1910
1750
1610
Properties
P wo (kips)
(kips/in.)
P wb (kips)
Pft (kips)
2820 4230 2410
3620 2060 3090 1750 2630 1500 2240 1280 1920
67.2
101
73.0
79.3
86.5
94.3
102
110
119
130
142
154
43900 66000 34400 51700 26500 39900 20500 30700 15900 24000 12400 18700
4510 6780 3820
5750 3240 4870 2730 4100 2290 3450 1930 2900
16.6
275
16.3
253
16.1
232
15.9
213
15.6
196
15.5
179
Ag (in.2)
//(in 4)
//in 4)
r(in.)
Ratio r / r
P/KI.710 4 (k-in.2)
Pe r (/d 2)/10 4 (k-in.2)
215
14300
4720
4.69
1.74
409000
135000
196
12400
4170
4.62
1.73
355000
119000
178
10800
3680
4.55
1.71
309000
105000
162
9430
3250
4.49
1.70
270000
93000
147
8210
2880
4.43
1.69
235000
82400
134
7190
2560
4.38
1.67
206000
73300
ASD
LRFD
Q c =1.67
(|)c = 0.90
/-r (ft)
h
Flange thickness is greater than 2 in. Special requirements may apply per AISC
Specification Section A3.1c.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
STEEL COMPRESSION-—MEMBER SELECTION TABLES
4-11
Table 4-1 (continued)
—
Available Strength in
Axial Compression, kips
Cy - RO k<si
W Shapes
W14x
Shape
426h
Wt/ft
398h
370h
342h
311h
283h
W
c
p„la c
LRFD
ASD
LRFD ASD
LRFD ASD
LRFD ASD
LRFD ASD
LRFD
3740
5620
3500
5260
3260
4900
3020
4540
2740
4110
2490
3750
11
12
13
14
15
3500
3450
3410
3350
3300
5260
5190
5120
5040
4960
3270
3230
3180
3130
3080
4920
4850
4780
4710
4630
3040
3000
2960
2910
2870
4570
4510
4450
4380
4310
2820
2780
2740
2700
2650
4230
4180
4120
4050
3980
2550
2510
2470
2440
2390
3830
3780
3720
3660
3600
2320
2280
2250
2210
2180
3480
3430
3380
3330
3270
16
17
18
19
20
3240
3180
3120
3060
2990
4870
4790
4690
4600
4500
3030
2970
2920
2850
2790
4550
4470
4380
4290
4200
2810
2760
2710
2650
2590
4230
4150
4070
3980
3890
2600
2550
2500
2450
2390
3910
3840
3760
3680
3600
2350
2300
2260
2210
2160
3530
3460
3390
3320
3240
2130
2090
2050
2000
1960
3210
3150
3080
3010
2940
22
24
26
28
30
2860
2710
2560
2410
2260
4290
4080
3850
3630
3400
2660
2530
2390
2250
2100
4000
3800
3590
3380
3160
2470
2340
2210
2080
1940
3710
3520
3320
3120
2920
2280
2160
2040
1910
1790
3420
3240
3060
2870
2680
2050
1940
1830
1710
1600
3080
2920
2750
2580
2400
1860
1760
1660
1550
1450
2790
2640
2490
2330
2170
32
34
36
38
40
2110
1960
1810
1670
1530
3170
2950
2730
2510
2300
1960
1820
1680
1550
1410
2950
2730
2530
2320
2130
1810 2720
1670 2520
1540 2320
1420* 2130
1300 1950
1660
1540
1420
1300
1180
2500
2310
2130
1950
1780
1490
1370
1260
1160
1050
2230
2060
1900
1740
1580
1340
1240
1140
1040
944
2020
1860
1710
1560
1420
42
44
46
48
50
1390
1270
1160
1070
983
2090 1290
1910 1170
1750 1070
1600 985
1480 907
1930
1760
1610
1480
1360
1180
1070
980
900
830
1770
1610
1470
1350
1250
1070
979
896
823
758
1610
1470
1350
1240
1140
954
870
796
731
673
1430
1310
1200
1100
1010
857
781
714
656
604
1290
1170
1070
986
909
1350 787
82.8 51.3
10300 5540
1990 1140
1180
77.0
8330
1720
672
47.0
4250
956
1010
70.5
6390
1440
574
43.0
3260
802
860
64.5
4900
1210
'A
Wn
ASD
0
Design
Effective length KL (ft) with respect to least radius of gyration ry
w 14
P
n
Wn
P
n
c
<h P n
<h P n
W
<k P n
Properties
0 (kips)
Pm (kips/in.)
(kips)
Pfb (kips)
1140 1700
93.8
62.5
10000 15000
1720 2590
1020
59.0
8410
1510
1520 899
88.5 55.2
12600 6880
2280 1320
15.3
169
15.2
158
15.1
148
15.0
137
14.8
125
14.7
114
A (in.2)
/Jin. 4)
/Jin. 4)
C, (in)
Ratio rJr
Pex (KLfyW (k-in.2)
Pe /K7_2)/104 (k-in.2)
125
6600
2360
4.34
1.67
189000
67500
117
6000
2170
4.31
1.66
172000
62100
109
5440
1990
4.27
1.66
156000
57000
101
4900
1810
4.24
1.65
140000
51800
91.4
4330
1610
4.20
1.64
124000
46100
83.3
3840
1440
4.17
1.63
110000
41200
ASD
LRFD
Q c = 1.67
0 C =O.9O
Mft)
h
Flange thickness is greater than 2 in. Special requirements may apply per AISC
Specification Section A3.1c.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DESIGN OF COMPRESSION MEMBERS
4-12
Table 4-1 (continued)
I
|
Available Strength in
Axial Compression, kips
W14
W Shapes
W14x
Shape
257
WVft
P
n
Design
Effective length KL (ft) with respect to least radius of gyration ry
Fy = 50 ksl
c
233
P
<k n
Wn
193
211
P
n
176
P
c $c n W
$c n
P
159
W
Wn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
2260
3400
2050
3080
1850
2790
1700
2550
1550
2330
1400
2100
6
7
8
9
10
2210
2200
2180
2150
2130
3330
3300
3270
3230
3200
2000
1990
1970
1950
1920
3010
2990
2960
2930
2890
1810
1800
1780
1760
1740
2720
2700
2680
2650
2620
1660
1650
1630
1610
1590
2500
2480
2450
2430
2400
1510
1500
1490
1470
1450
2280
2260
2230
2210
2180
1370
1350
1340
1330
1310
2050
2040
2020
1990
1970
11
12
13
14
15
2100
2070
2040
2000
1970
3160
3110
3060
3010
2960
1900
1870
1840
1810
1780
2860
2810
2770
2720
2680
1720
1690
1670
1640
1610
2580
2540
2500
2460
2420
1570
1550
1520
1500
1470
2360
2330
2290
2250
2210
1430
1410
1390
1360
1340
2150
2120
2090
2050
2010
1290
1270
1250
1230
1210
1940
1910
1880
1850
1810
16
17
18
19
20
1930
1890
1850
1810
1770
2900
2850
2780
2720
2660
1750
1710
1670
1630
1600
2620
2570
2510
2460
2400
1580
1540
1510
1470
1440
2370
2320
2270
2220
2160
1440
1410
1380
1350
1310
2170
2120
2070
2030
1980
1310
1280
1250
1230
1190
1970
1930
1890
1840
1800
1180
1160
1130
1100
1080
1780
1740
1700
1660
1620
22
24
26
28
30
1680
1590
1490
1390
1300
2520
2380
2240
2100
1950
1510
1430
1340
1250
1170
2270
2150
2020
1890
1750
1360
1290
1210
1130
1050
2050
1930
1810
1690
1570
1250
1170
1100
1030
954
1870
1760
1660
1540
1430
1130
1060
998
930
862
1700
1600
1500
1400
1300
1020
958
897
835
774
1530
1440
1350
1260
1160
32
34
36
38
40
1200
1110
1020
928
841
1810
1670
1530
1390
1260
1080
994
910
830
751
1620
1490
1370
1250
1130
967
890
814
741
669
1450
1340
1220
1110
1010
881
809
740
673
607
1320
1220
1110
1010
913
795
730
666
605
546
1200
1100
1000
909
820
713
654
596
541
488
1070
983
896
812
733
487
39.2
2460
668
731
58.8
3700
1000
413
35.7
1860
554
620
53.5
2790
832
302
29.7
1070
388
453
44.5
1610
583
264
27.7
868
321
396
41.5
1300
483
222
24.8
627
265
333
37.3
943
398
Properties
P wo (kips)
(kips/in.)
P wb (kips)
(kips)
(-p(ft)
Mft)
Ag (in.2)
/Jin. 4 )
/Jin- 4 )
G(in.)
Ratio rJr
PJ/<J)/104 (k-in.2)
PeK(/fL2)/104 (k-in.2)
352
32.7
1430
455
529
49.0
2150
684
14.6
104
14.5
94.9
14.4
86.4
14.3
79.7
14.2
73.2
4.1
36.7
75.6
3400
1290
4.13
1.62
97300
36900
68.5
3010
1150
4.10
1.62
86200
32900
62.0
2660
1030
4.07
1.61
76100
29500
56.8
2400
931
4.05
1.60
68700
26600
51.8
2140
838
4.02
1.60
61300
24000
46.7
1900
748
4.00
1.60
54400
21400
ASD
LRFD
Q c =1.67
4>c = O.9O
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
STEEL COMPRESSION—MEMBER SELECTION TABLES
4-13
"
Table 4-1 (continued)
p
in
Available Strength
**
Axial Compression, kips
y _ c n k<si
W14
W Shapes
W14x
Shape
Wt/ft
109
Wn
Pn
Wn
W
Wn
Pn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
1280
1920
1160
1740
1060
1590
959
6
7
8
9
10
1250
1240
1220
1210
1200
1870
1860
1840
1820
1800
1130
1120
1110
1090
1080
1700
1680
1660
1640
1620
1030
1020
1010
995
981
1550
1530
1510
1500
1470
11
12
13
14
15
1180
1160
1140
1120
1100
1770
1740
1720
1690
1650
1060
1040
1020
1000
982
1590
1570
1540
1510
1480
965
949
931
912
893
16
17
18
19
20
1080
1050
1030
1000
979
1620
1580
1550
1510
1470
959
936
912
887
862
1440
1410
1370
1330
1300
872
851
829
806
783
22
24
26
28
30
926
871
815
759
702
1390
1310
1230
1140
1060
809
756
702
647
594
32
34
36
38
40
647
592
540
489
441
972
890
811
734
663
191
22.7
477
222
287
34.0
717
334
c
Pn
Design
Effective length KL (ft) with respect to least radius of gyration ry
120
132
145
c
c
Wn
w,
90
99
Wn
ASD
LRFD
ASD
LRFD
1440
872
1310
792
1190
934
924
914
902
889
1400
1390
1370
1360
1340
849
840
831
820
808
1280
1260
1250
1230
1210
771
763
754
745
734
1160
1150
1130
1120
1100
1450
1430
1400
1370
1340
875
860
844
827
809
1320
1290
1270
1240
1220
795
781
767
751
734
1200
1170
1150
1130
1100
722
709
696
682
667
1090
1070
1050
1020
1000
1310
1280
1250
1210
1180
790
771
751
730
709
1190
1160
1130
1100
1070
717
699
681
662
642
1080
1050
1020
995
966
651
635
618
600
583
978
954
928
902
876
1220
1140
1050
973
892
735
1100
1030
685
956
636
586 ’ 881
807
537
665
620
575
530
485
1000
932
864
797
730
602
562
520
479
438
906
844
782
720
659
546
509
471
434
397
821
765
708
652
596
541
491
441
396
358
814
738
663
595
537
489
443
398
357
322
735
666
598
537
484
442
400
359
322
291
664
601
540
484
437
399
360
323
290
262
599
542
486
436
393
361
326
292
262
236
542
490
439
394
355
175
21.5
407
199
263
32.3
612
298
128
17.5
220
138
191
26.3
330
208
111
16.2
173
114
167
24.3
260
171
95.9
14.7
129
94.3
144
22.0
194
142
Properties
PM (kips)
P kips/in.)
Pf t (kips)
151
19.7
312
165
227
29.5
468
249
MW
4 (in.2)
/Jin. 4)
/Jin 4)
Min.)
Ratio rJr
Pex m / T 0 4 (k-in.2)
Pe JKL2)/104 (k-in.2)
4.1
e51.7
1 3.3
56.0
13.2
52.0
13.2
48.4
13.5
4I5.3
1 5.2
42.6
42.7
1710
677
3.98
1.59
48900
19400
38.8
1530
548
3.76
1.67
43800
15700
35.3
1380
495
3.74
1.67
39500
14200
32.0
1240
447
3.73
1.67
35500
12800
29.1
1110
402
3.71
1.66
31800
11500
26.5
999
362
3.70
1.66
28600
10400
ASD
LRFD
Q c =1.67
o c = 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
4-14
DESIGN OF COMPRESSION MEMBERS
"
Table 4-1 (continued)
Available Strength in
Axial Compression, kips
w Shapes
W14
Shape
W14x
Wt/ft
82
74
68
61
Pn
Design
Effective length KL (ft) with respect to least radius of gyration ry
Fy = 50 ksl
53
c <h P n W
43 c
48
Q
cP n
W
<h P n
P
n
c <h P n
ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD
0
720
1080
652
980
598
899
536
806
467
702
423
636
374
562
6
7
8
9
10
677
662
645
627
607
1020
995
970
942
912
613
600
584
568
549
922
901
878
853
826
562
549
535
520
503
844
826
804
781
755
504
492
480
465
450
757
740
721
700
677
421
406
389
371
351
633
610
585
557
528
382
368
352
335
317
573
552
529
504
477
340
327
313
298
281
511
491
470
447
423
11
12
13
14
15
585
563
539
515
490
880
846
810
774
736
530
510
488
466
444
797
766
734
701
667
485
466
446
425
404
728
700
670
639
608
434
417
399
380
362
652
626
599
572
543
331
497
310 465
288 433
2 6 7 ' 401
246 369
299
279
260
240
221
449
420
391
361
332
264
247
230
212
195
397
371
345
319
293
16
17
18
19
20
465
439
413
388
363
698
660
621
583
546
421
398
374
351
329
632
598
563
528
494
383
362
340
319
298
576
544
512
480
448
342
323
304
285
266
515
486
457
428
400
225
205
185
166
150
338
308
278
250
226
202
184
166
149
135
304
276
250
224
202
178
161
145
130
118
267
242
218
196
177
22
24
26
28
30
314
268
228
197
172
473
403
343
296
258
285
243
207
178
155
428
365
311
268
234
258
219
187
161 '
140
387
329
281
242
211
230
195
166
143
125
345
293
250
215
187
124
104
88.8
76.6
66.7
186
157
133
115
100
111
93.5
79.6
68.7
59.8
167
140
120
103
89.9
97.2
81.7
69.6
60.0
52.3
146
123
105
90.2
78.6
32
34
36
38
40
151
134
119
107
96.5
227
201
179
161
145
137
121
108
96.8
87.4
205
182
162
146
131
123
109
97.4
87.4
78.9
185
164
146
131
119
110
97.1
86.6
77.7
70.2
165
146
130
117
105
58.6
88.1
116
18.8
120
117
77.1
12.3
76.8
81.5
116
18.5
115
123
67.2
11.3
59.6
66.2
101
17.0
89.5
99.6
57.0
10.2
43.0
52.6
85.5
15.3
64.6
79.0
Properties
P wo (k 'Ps )
(kips/in.)
%(kips)
Pft (kips)
123
17.0
201
137
Mft)
A, (in.2)
/Jin. 4)
/ (in.4)
r,(in.)
Ratio r lr
Pex (KL$M\\w\
2
}
184
25.5
302
206
103
15.0
138
115
155 90.7
22.5 13.8
208 108
173 97.0
136
20.8
163
146
77.3
12.5
79.9
77.8
8.76
33.1
8.76
31.0
8.69
29.3
8.65
27.5
6.78
22.2
6.75
21.1
6.68
20.0
24.0
881
148
2.48
2.44
25200
4240
21.8
795
134
2.48
2.44
22800
3840
20.0
722
121
2.46
2.44
20700
3460
17.9
640
107
2.45
2.44
18300
3060
15.6
541
57.7
1.92
3.07
15500
1650
14.1
484
51.4
1.91
3.06
13900
1470
12.6
428
45.2
1.89
3.08
12300
1290
ASD
LRFD
Q c =1.67
(|)c = 0.90
c
Shape is slender for compression with F = 50 ksi.
Note: Heavy line indicates Kl/r equal to or greater than 200.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
STEEL COMPRESSION—MEMBER SELECTION TABLES
4-15
■"
Table 4-1 (continued)
Available Strength in
Axial Compression, kips
c y _ c n kcsi
W Shapes
Shape
W12x
Wt/ft
336
P
n
Design
Effective length KL (ft) with respect to least radius of gyration r y
w 12
h
305
P
c
4>c n
ASD
LRFD
ASD
h
252h
h
279
Wn
P
LRFD
ASD
210
w,
Wn
P
LRFD
ASD
LRFD
ASD
LRFD ASD
P
c $c n
n
230h
$cPn
c Wn
LRFD
0
2960
4440
2680
4030
2450
3690
2220
3330
2030
3050
1850
2780
6
7
8
9
10
2870
2830
2800
2760
2710
4310
4260
4200
4140
4070
2600
2570
2530
2500
2450
3910
3860
3810
3750
3690
2370
2340
2310
2280
2240
3570
3520
3470
3420
3360
2140
2120
2090
2050
2020
3220
3180
3140
3090
3030
1960
1930
1910
1880
1840
2940
2910
2870
2820
2770
1790
1760
1740
1710
1680
2680
2650
2610
2570
2520
11
12
13
14
15
2660
2610
2550
2490
2430
4000
3920
3830
3740
3650
2410
2360
2310
2250
2190
3620
3540
3460
3380
3290
2190
2150
2100
2050
1990
3300
3230
3150
3080
3000
1980
1940
1890
1840
1790
2970
2910
2840
2770
2690
1800
1770
1720
1680
1630
2710
2650
2590
2520
2450
1640
1610
1570
1530
1480
2470
2410
2360
2290
2230
16
17
18
19
20
2360
2300
2230
2160
2080
3550
3450
3350
3240
3130
2130
2070
2000
1940
1870
3200
3110
3010
2910
2810
1940
1880
1820
1760
1700
2910
2820
2730
2640
2550
1740
1690
1630
1580
1520
2620
2540
2450
2370
2280
1590
1540
1480
1430
1380
2380
2310
2230
2150
2070
1440
1390
1350
1300
1250
2160
2100
2020
1950
1880
22
24
26
28
30
1940
1790
1640
1490
1350
2910
2690
2460
2240
2020
1740
1600
1460
1330
1190
2610
2400
2190
1990
1790
1570
1440
1320 .
1190
1070
2360
2170
1980
1790
1610
1400
1290
1170
1060
948
2110
1930
1760
1590
1430
1270
1170
1060
954
854
1910
1750
1590
1430
1280
1150
1050
955
859
767
1730
1580
1430
1290
1150
32
34
36
38
40
1210
1070
958
860
776
1820
1610
1440
1290
1170
1070
947
844
758
684
1600
1420
1270
1140
1030
954
845
754
676
610
1430
1270
1130
1020
918
842
746
665
597
539
1270
1120
1000
897
810
756
670
597
536
484
1140
1010
898
806
727
678
600
535
480
434
1020
902
805
722
652
662
46.5
4840
947
993
69.8
7270
1420
571
42.8
3780
802
857
64.3
5680
1210
491
39.3
2930
676
737
59.0
4400
1020
Properties
%(kips)
P wj (kips/in.)
(kips)
Pft (kips)
1050 1580 895
59.2 88.8 54.2
9960 15000 7640
1630 2460 1370
1340 782
81.3 51.0
11500 6380
2060 1140
1170
76.5
9590
1720
Mft)
Ag (in.2)
/Jin. 4)
/y (in.4)
r(in.)
Ratio rJr
Pex (KlJ)/W (k-in.2)
P j W l O 4 (k-in.2)
12.3
150
12.1
137
11.9
126
11.8
114
11.7
105
11.6
96.0
98.8
4060
1190
3.47
1.85
116000
34100
89.6
3550
1050
3.42
1.84
102000
30100
81.9
3110
937
3.38
1.82
89000
26800
74.0
2720
828
3.34
1.81
77900
23700
67.7
2420
742
3.31
1.80
69300
21200
61.8
2140
664
3.28
1.80
61300
19000
ASD
LRFD
Q c =1.67
0 C =O.9O
Flange thickness is greater than 2 in. Special requirements may apply per AISC
Specification Section A3.1c.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
4-16
DESIGN OF COMPRESSION MEMBERS
"
Table 4-1 (continued)
Available Strength in
Axial Compression, kips
W Shapes
w12
W12x
Shape
Wt/ft
152
170
190
c Wn W,:
Pn
136
Wk
w
Wk
106
120
Wn
Pn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
1670
2510
1500
2250
1340
2010
1200
1800
1060
1590
933
1400
6
7
8
9
10
1610
1590
1570
1540
1510
2420
2390
2360
2320
2270
1440
1420
1400
1380
1350
2170
2140
2110
2070
2030
1290
1270
1250
1230
1210
1940
1910
1880
1850
1820
1150
1140
1120
1100
1080
1730
1710
1680
1650
1620
1020
1000
986
968
949
1530
1510
1480
1460
1430
897
884
870
854
837
1350
1330
1310
1280
1260
11
12
13
14
15
1480
1450
1410
1380
1340
2230
2180
2120
2070
2010
1320
1290
1260
1230
1190
1990
1940
1900
1840
1790
1180
1150
1120
1090
1060
1780
1730
1690
1640
1600
1050
1030
1000
972
943
1580
1540
1500
1460
1420
927
905
881
856
829
1390
1360
1320
1290
1250
818
798
776
754
730
1230
1200
1170
1130
1100
16
17
18
19
20
1300
1250
1210
1170
1120
1950
1880
1820
1750
1690
1150
1120
1080
1040
997
1730
1680
1620
1560
1500
1030
993
958
922
886
1540
1490
1440
1390
1330
913
881
849
817
784
1370
1320
1280
1230
1180
802
774
746
717
687
1210
1160
1120
1080
1030
706
681
656
630
604
1060
1020
985
946
907
22
24
26
28
30
1030
941
852
765
682
1550
1420
1280
1150
1020
916
834
754
675
600
1380
1250
1130
1010
902
812
738
.666
595
528
1220
1110
1000
895
793
718
651
586
523
462
1080
979
881
786
695
628
569
511
455
401
944
855
768
684
602
551
498
447
397
350
828
749
672
597
525
32
34
36
38
40
601
533
475
426
385
904
800
714
641
578
528
468
418
375
338
794
704
628
563
508
464
411
367
329
297
698
618
551
495
446
406
360
321
288
260
611
541
483
433
391
352
312
278
250
225
530
469
418
376
339
307
272
243
218
197
462
409
365
327
295
243
26.3
878
292
365
39.5
1320
439
202
23.7
638
228
302
35.5
958
343
161
20.3
404
183
242
30.5
608
276
Design
0
Effective length KL (ft) with respect to least radius of gyration ry
pv _ 5Q
c Wn
Pn
c
Properties
P
wo (k ‘PS)
P wj (kips/in.)
(kips)
(kips)
Mft)
A (in.2)
4 (in.4)
/ (in.4)
r(in.)
Ratio rJr
Pex (KLJ)/W (k-in.2)
Pek (KL2)/104 (k-in.2)
412
35.3
2120
563
618
53.0
3190
847
345
32.0
1580
455
518
48.0
2370
684
290
29.0
1170
367
435
43.5
1760
551
11.5
87.3
11.4
78.5
11.3
70.6
11.2
63.3
11.1
56.5
11.0
50.7
55.8
1890
589
3.25
1.79
54100
16900
50.0
1650
517
3.22
1.78
47200
14800
44.7
1430
454
3.19
1.77
40900
13000
39.9
1240
398
3.16
1.77
35500
11400
35.3
1070
345
3.13
1.76
30600
9870
31.2
933
301
3.11
1.76
26700
8620
ASD
LRFD
Q c =1.67
(|)c = 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
STEEL COMPRESSION—MEMBER SELECTION TABLES
4-17
Table 4-1 (continued)
Available Strength in
Axjgi Compression, kips
F y = 50 ksi
W Shapes
w 12
W12x
Shape
WVft
87
96
P
65
(
Wn
w,
Wn
<k n
w
$c Pn
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
Design
n' - \
i
ASD
72
79
P
844
1270
766
1150
694
1040
633
951
571
859
6
7
8
9
10
811
800
787
772
756
1220
1200
1180
1160
1140
735
725
713
699
685
1110
1090
1070
1050
1030
667
657
646
634
620
1000
987
971
952
932
607
598
588
577
565
913
899
884
867
849
548
540
531
520
509
824
811
798
782
765
11
12
13
14
15
739
720
701
680
659
1110
1080
1050
1020
990
669
652
634
615
595
1010
980
953
924
895
606
590
573
556
538
910
887
862
836
809
551
537
522 _
506
490
828
807
784
761
736
497
484
470
456
441
747
727
706
685
662
16
17
18
19
20
637
614
591
567
543
957
923
888
852
816
575
554
533
511
490
864
833
801
769
736
520
501
481
461
442
781
752
723
694
664
473
455
437
419
401
710
684
657
630
603
425
409
393
377
360
639
615
591
566
541
22
24
26
28
30
495
447
401
356
312
744
672
602
534
469
446
402
360
319
279
670
605
541
479
420
402
362
323
286
250
603
544
486
430
376
365
328
293
259
226
548
493
440
389
340
327
294
262
231
202
491
442
393
347
303
32
34
36
38
40
274
243
217
195
176
412
365
326
292
264
246
218
194
174
157
369
327
292
262
236
220
195
174
156
141
331
293
261
234
212
199
176
157
141
127
299
265
236
212
191
177
157
140
126
114
267
236
211
189
171
157
23.5
278
152
90.9
14.3
142
84.0
136
21.5
213
126
78.2
13.0
106
68.5
117
19.5
159
103
Effective length KL (ft) with respect to least radius of gyration r y
0
.
Properties
Pwo W
Pw (kips/in.)
F (kips)
(kips)
137
18.3
296
152
206
27.5
445
228
121
17.2
243
123
181
25.8
366
185
104
15.7
185
101
10.9
46.6
10.8
43.0
10.8
39.9
1 0.7
37.4
11.9
35.1
A (in. 2)
/Jin. 4)
/y (in.4)
r(in.)
Ratio rJ r
Pe%(K )/T0 4 (k-in.2)
PeY(KL2 )/1 0 4 (k-in. 2)
28.2
833
270
3.09
1.76
23800
7730
25.6
740
241
3.07
1.75
21200
6900
23.2
662
216
3.05
1.75
18900
6180
21.1
597
195
3.04
1.75
17100
5580
19.1
533
174
3.02
1.75
15300
4980
ASD
LRFD
Q c =1.67
0 C = O.9O
Lp W
Lr W
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
4-18
DESIGN OF COMPRESSION MEMBERS
"
Table 4-1 (continued)
Available Strength in
Axial Compression, kips
w
W12
y _ qn kci
Shapes
W12x
Shape
WVft
58
53
Wn
Design
50
45
40
Wn
w.
Wn
w
4>cPn
W
Wn
RSto
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
466
701
437
657
393
590
350
526
316
305
292
279
264
475
458
439
419
397
510
767
6
7
8
9
10
481
470
459
446
432
722
707
689
670
649
438
429
418
406
393
659
644
628
610
590
396
382
367
350
332
595
574
551
526
499
356
343
329
314
298
534
516
495
472
448
11
12
13
14
15
417
401
385
368
350
627
603
578
553
527
379
364
349
333
317
569
547
525
501
477
314
294
275
255
236
471
443
413
384
354
281
264
246
228
211
422
396
370
343
317
249
234
218
202
186
375
351
328
304
280
16
17
18
19
20
333
315
297
279
262
500
473
446
420
393
301
284
268
251
235
452
427
402
378
353
217
198
180
162
146
326
297
270
244
220
193
176
160
144
130
291
265
241
217
196
171
156
141
127
115
257
234
212
191
172
22
24
26
28
30
227
195
166
143
125
342
293
249
215
187
204
174
148
127
111
306
261
222
192
167
121
102
86.6
74.6
65.0
182
153
130
112
97.7
108
90.4
77.0
66.4
57.9
162
136
116
99.8
87.0
94.8
79.6
67.9
58.5
51.0
142
120
102
88.0
76.6
32
34
36
38
40
109
97.0
86.5
77.6
70.1
165
146
130
117
105
97.6
86.5
77.1
69.2
62.5
147
130
116
104
93.9
57.1
85.9
50.9
76.4
44.8
67.3
105
18.5
133
115
60.0
11.2
65.7
61.9
90.0
16.8
98.7
93.0
49.9
9.83
44.8
49.6
74.9
14.8
67.4
74.6
0
Effective length KL (ft) with respect to least radius of gyration ry
p
Properties
P wo (kips)
/ ■(kips/in.)
Pwb (kips)
(kips)
74.4
12.0
83.2
76.6
112
18.0
125
115
67.6
11.5
73.2
61.9
101
17.3
110
93.0
70.3
12.3
88.5
76.6
8.87
29.9
8.76
28.2
6.92
23.9
6.89
22.4
6.85
21.1
(in. 2)
/Jin. 4)
/Jin. 4)
r (in.)
Ratio rJ r
PeJKL?)nO4 (k-in. 2)
Pe JKL 2 )/l 0 4 (k-in. 2)
17.0
475
107
2.51
2.10
13600
3060
15.6
425
95.8
2.48
2.11
12200
2740
14.6
391
56.3
1.96
2.64
11200
1610
13.1
348
50.0
1.95
2.64
9960
1430
11.7
307
44.1
1.94
2.64
8790
1260
ASD
LRFD
Q c =1.67
0 C = 0.90
M ft )
/-r (ft)
Note: Heavy line indicates Kl/r equal to or greater than 200.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
STEEL COMPRESSION— MEMBER SELECTION TABLES
4-19
Table 4-1 (continued)
~
"
Available Strength in
Axial Compression, kips
50 ksl
W Shapes
Shape
W10x
112
Wt/ft
100
ASD
LRFD
77
88
Wc
w
Design
Effective length KL (ft) with respect to least radius of gyration ry
w 10
ASD
LRFD
W
Wn
ASD
LRFD
W
60
68
Wn
P
ASD
LRFD
ASD
LRFD
ASD
LRFD
n
c
Wn
0
986
1480
880
1320
775
1170
678
1020
598
899
528
794
6
7
8
9
10
936
918
898
876
852
1410
1380
1350
1320
1280
834
818
800
780
758
1250
1230
1200
1170
1140
734
720
703
685
666
1100
1080
1060
1030
1000
641
628
614
598
580
963
944
922
898
872
565
554
541
527
511
850
833
813
792
768
499
489
477
464
450
750
734
717
698
677
11
12
13
14
15
826
799
770
740
709
1240
1200
1160
1110
1070
734
709
683
656
628
1100
1070
1030
986
944
645
623
600
575
551
969
936
901
865
827
561
542
521
500
477
844
814
783
751
718
495
477
459
440
420
744
717
690
661
632
436
420
404
387
369
655
631
606
581
555
16
17
18
19
20
678
646
613
581
549
1020
970
922
873
825
600
571
542
512
483
901
858
814
770
726
525
499
474
448
422
789
751
712
673
634
455
432
409
386
364
684
650
615
581
546
400
380
360
339
319
602
571
541
510
480
351
333
315
297
279
528
501
474
447
420
22
24
26
28
30
485
424
365
315
274
729
637
549
473
412
426
371
319
275
239
640
558
479
413
360
371
323
277.
239
208
558
485
416
358
312
319
276
236
204
178
479
415
355
306
267
280
242
207
178
155
421
364
311
268
234
244
211
180
155
135
367
317
270
233
203
32
34
36
38
40
241
214
191
171
154
362
321
286
257
232
210
186
166
149
135
316
280
250
224
202
183
162
144
129
117
274
243
217
195
176
156
138
123
111
99.8
234
208
185
166
150
137
121
108
96.9
87.4
205
182
162
146
131
119
105
93.9
84.2
76.0
179
158
141
127
114
121
17.7
328
142
182
26.5
493
213
99.5
15.7
229
111
149
23.5
344
167
82.6
14.0
163
86.5
124
21.0
245
130
Properties
Pwo (kips)
(kips/in.)
(kips)
P fb (kips)
220
25.2
948
292
r
330
37.8
1420
439
9.47
184
22.7
692
235
275
34.0
1040
353
150
20.2
488
183
225
30.3
733
276
64.3
9.36
57.7
9.29
51.1
9.18
45.2
9.15
40.6
9.08
36.6
5, (in.)
Ratio r /r
Pex (Kl?)/ltf (k-in.2)
P (KL2)/10 4 (k-in. 2)
32.9
716
236
2.68
1.74
20500
6750
29.4
623
207
2.65
1.74
17800
5920
25.9
534
179
2.63
1.73
15300
5120
22.6
455
154
2.60
1.73
13000
4410
20.0
394
134
2.59
1.71
11300
3840
17.6
341
116
2.57
1.71
9760
3320
ASD
LRFD
Q c =1.67
<|)c = 0.90
Lr W
A, (in.2 )
/Jin. 4)
/ (in.4)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DESIGN OF COMPRESSION MEMBERS
4-20
"
Table 4-1 (continued)
Available Strength in
Axial Compression, kips
wio
Sl
” Shapes
Shape
W10x
P
Design
n
c
ASD
45
49
54
Wt/ft
Effective length KL (ft) with respect to least radius of gyration ry
y = 50
P
$c n
LRFD
<?c n
Wn
ASD
LRFD
33
39
P
P
n
c
Wn
Wn
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
474
712
432
649
397
597
343
516
291
437
6
7
8
9
10
447
438
428
416
404
672
658
643
625
607
407
399
389
378
367
612
599
585
569
551
361
349
336
321
306
543
525
505
483
460
312
301
289
276
263
469
452
435
415
395
263
253
243
232
220
395
381
365
348
330
11
12
13
14
15
390
376
361
346
330
586
565
543
520
496
355
341
328
314
299
533
513
493
471
450
290
273
256
238
221
435
410
384
358
332
248
233
218
203
188
373
351
328
305
282
207
194
181
168
155
311
292
272
253
233
16
17
18
19
20
314
298
282
265
249
472
448
423
399
375
284
270
255
240
225
428
405
383
360
338
204
187
171
155
140
306
281
256
233
210
173
158
144
130
117
260
238
216
195
176
142
130
117
106
95.4
213
195
177
159
143
22
24
26
28
30
218
188
160
138
120
327
282
241
208
181
196
169
144
124
108
295
254
216
186
162
116
97.1
82.7
71.3
62.1
174
146
124
107
93.4
97.0
81.5
69.4
59.9
52.2
146
122
104
90.0
78.4
78.8
66.2
56.4
48.7
42.4
118
99.5
84.8
73.1
63.7
32
34
36
38
40
106
93.7
83.6
75.0
67.7
159
141
126
113
102
94.9
84.0
75.0
67.3
60.7
143
126
113
101
91.3
54.6
82.1
45.8
68.9
37.2
56.0
98.0
17.5
142
108
54.1
10.5
68.8
52.6
81.1
15.8
103
79.0
45.2
9.67
53.7
35.4
67.8
14.5
80.7
53.2
Properties
0 (kips)
P wi (kips/in.)
P (kips)
(kips)
103
18.5
168
106
68.8
12.3
112
70.8
60.1
11.3
86.5
58.7
90.1
17.0
130
88.2
65.3
11.7
94.4
71.9
9.04
33.7
8.97
31.6
7.10
26.9
6.99
24.2
6.85
21.8
/Jin. 4)
G(in.)
Ratio rJ r
Pex (Kl?)/W (k-in.2)
Pe JKL 2 )/] 0 4 (k-in 2)
15.8
303
103
2.56
1.71
8670
2950
14.4
272
93.4
2.54
1.71
7790
2670
13.3
248
53.4
2.01
2.15
7100
1530
11.5
209
45.0
1.98
2.16
5980
1290
9.71
171
36.6
1.94
2.16
4890
1050
ASD
LRFD
Q c =1.67
0 c = 0.90
t r (ft)
Ag (in. 2)
/Jin. 4)
Note: Heavy line indicates Kl/r equal to or greater than 200.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
STEEL COMPRESSION—MEMBER SELECTION TABLES
4—21
"
Table 4-1 (continued)
Fy
in
Available Strength
w
Axial Compression, kips
_ SO k<J
.WO
A/Q
W Shapes
W8x
Shape
67
Wt/ft
Design
0
W,
Wn
ASD
LRFD
589
886
48
P
40
Wn
w
Wn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
512
769
422
634
351
528
308
463
273
410
387
581
321
281
272
249
374
310
299
482
467
422
563
408
362
449
430
261
250
393
376
241
232
222
410
238
358
211
226
213
340
320
200
188
814
469
790
455
706
684
8
9
762
733
439
422
660
634
375
361
347
10
466
701
403
606
331
543
521
497
11
12
444
667
383
421
632
363
576
545
314
297
473
447
13
14
15
397
372
596
560
523
342
514
320
299
482
280
262
449
244
16
17
18
323
486
450
278
257
417
386
19
20
22
24
26
28
299
276
253
231
191
160
137
260
153
160
147
184
276
254
198
166
142
122
105
88.5
75.4
175
151
131
94.2
81.2
70.7
76.8
68.0
115
102
120
173
132
100
87.4
136
299
111*
244
90.2
199
192
205
79.9
177
165
127
162
137
34
300
280
239
287
32
200
187
159
355
325
296
154
30
322
288
263
216
197
116
229
214
175
236
205
177
420
394
367
259
244
169
155
141
415
118
103
286
273
Wn
Wn
389
367
344
340
314
226
209
192
380
347
241
31
W
542
348
35
$c n
525
507
487
6
7
Effective length KL (ft) with respect to least radius of gyration ry
58
233
212
300
283
265
248
230
241
141
212
221
202
130
195
178
122
111
184
118
108
166
97.1
162
146
158
91.4
133
76.8
65.4
56.4
137
115
80.3
67.4
121
101
57.5
86 A
49.1
98.3
84.8
73.9
49.6
43.2
74.5
64.9
43.2
64.9
37.9
57.0
39.4
59.1
14.3
94.9
53.2
113
97.8
85.2
65.0
135
348
333
317
106
56.7
62.2
93.4
82.8
49.8
44.1
74.8
55.1
108
57.2
20.0
262
132
12.0
127
58.7
85.9
18.0
191
45.9
10.3
81.3
68.9
15.5
122
88.2
45.9
68.9
66.3
Properties
P wo (kips)
/ ■(kips/in.)
( k i Ps )
(kips)
154
19.0
505
189
28.5
760
102
17.0
362
25.5
544
164
246
123
185
126
7.49
7.42
Mft)
47.7
41.7
4 (in.2 )
//in. 4)
//in. 4)
19.7
17.1
272
r, (in.)
Ratio r /ry
(k-in.2)
Pex (KL /
4
2
Pey (KL )P\ 0 (k-in.2)
88.6
2.12
1.75
7790
6530
2540
2150
ASD
LRFD
Q c =1.67
<j>c =0.90
71.9
13.3
175
87.8
7.35
35.2
7.21
29.9
228
14.1
184
146
75.1
2.10
1.74
60.9
2.08
1.74
5270
1740
7.17
27.0
11.7
10.3
127
9.50
63.2
35.4
7.18
24.8
9.12
110
37.1
49.1
2.04
42.6
2.03
2.02
1.73
4180
1.73
1.72
1410
3630
1220
Note: Heavy line indicates Kl/r equal to or greater than 200.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3150
1060
DESIGN OF COMPRESSION MEMBERS
4-22
Table 4-2
_
Available Strength
" in
Axial Compression, kips
HP14-HP12
HP Shapes
HP14x
Shape
P
Design
0
HP12x
89
102
117
WVft
Effective length KL (ft) with respect to least radius of gyration r y
Fy _ Kn kci
P
Wn
P„M C
LRFD
ASD
LRFD
ASD
782
1180
622
935
737
1110
653
981
604
597
590
581
572
908
898
886
874
860
706
695
682
668
653
1060
1040
1020
1000
981
625
615
603
591
577
939
924
907
888
867
ASD
LRFD
ASD
LRFD
ASD
1030
1550
899
1350
c
c
4>cP n
<h P n
n
74
84
P
c
n
73
c
Wn
n
Wn
LRFD
ASD
LRFD
6
7
8
9
10
1000
990
978
964
950
1500
1490
1470
1450
1430
873
863
853
841
828
1310
1300
1280
1260
1240
759
751
741
731
719
1140
1130
1110
1100
1080
11
12
13
14
15
933
916
898
878
857
1400
1380
1350
1320
1290
813
798
782
764
746
1220
1200
1170
1150
1120
706
693
678
663
647
1060
1040
1020
996
972
562
551
540
528
515
845
829
812
793
774
636
619
600
581
561
956
930
902
873
842
562
547
530
513
495
845
822
797
770
743
16
17
18
19
20
836
814
791
767
743
1260
1220
1190
1150
1120
727
707
687
666
645
1090
1060
1030
1000
969
630
613
595
577
558
947
921
894
867
839
502
488
474
460
445
754
734
713
691
669
540
518
497
475
453
811
779
747
714
681
476
457
438
418
398
715
687
658
628
599
22
24
26
28
30
694
644
593
543
494
1040
967
891
816
742
602
557
513
469
426
904
838
771
705
640
520
481
442
403
366
781
723
664
606
550
415
384
353
322
292
623
577
530
484
439
409
366
324
283
247
615
549
486
426
371
359
321
283
248
216
540
482
426
372
324
32
34
36
38
40
446
400
357
321
289
671
602
537
482
435
384
344
307
275
248
577
517
461
414
373
329
294
262
235
212
495
442
394
354
319
263
235
210
188
170
396
354
316
283
256
217
192
171
154
139
326
289
258
231
209
190
168
150
134
121
285
252
225
202
182
99.9
16.8
195
47.7
150
25.3
294
71.7
157
22.8
573
87.8
235
34.3
861
132
132
20.2
394
69.6
199
30.3
593
105
Properties
(kips)
P wj (kips/in.)
P wb (kips)
(kips)
201
26.8
792
121
162
23.5
532
93.0
302
40.3
1190
182
242
35.3
799
140
135
20.5
353
70.8
202
30.8
531
106
p(ft)
/-.(ft)
12.9
50.5
1 5.5
4i5.7
17.9
41.7
21.3
37.6
10.4
41.4
11.9
37.9
Ag (in. 2)
/Jin 4)
34.4
1220
443
3.59
1.66
34900
12700
30.0
1050
380
3.56
1.66
30100
10900
26.1
904
326
3.53
1.67
25900
9330
21.4
729
261
3.49
1.67
20900
7470
24.6
650
213
2.94
1.75
18600
6100
21.8
569
186
2.92
1.75
16300
5320
/Jin. 4)
G(in.)
Ratio r /r
Pex (KL?)/W (k-in.2 )
PJKL 2 )/10 4 (k-in.2 )
c
ASD
LRFD
Qc =1.67
<j>c = 0 . 9 0
Shape is slender for compression with F = 50 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
STEEL COMPRESSION— MEMBER SELECTION TABLES
4-23
Table 4-2 (continued)
Available Strength in
Axial Compression, kips
py - An kQi
_
HP Shapes
HP12x
Shape
WVft
HP10x
63
HP8x
57
53
<hP n
P
42
P
36
Wn
vu
<k Pn
ASD
LRFD
ASD
LRFD
755
370
556
316
476
472
461
449
436
421
709
693
675
655
633
347
338
329
319
309
521
509
495
480
464
286
276
265
253
240
430
415
398
380
361
593
576
558
539
519
406
390
373
356
338
611
586
561
535
509
297
285
272.
259
246
446
428
409
390
370
226
212
198
184
170
340
319
298
276
255
332
318
305
291
276
499
479
458
437
416
321
303
285
267
249
482
455
428
401
374
233
219
206
192
179
350
329
309
289
269
156
142
129
116
105
234
214
194
175
158
448
399
351
306
266
248
221
195
169
147
373
332
292
254
221
215
182
155
134
117
323
274
234
201
176
154
130
111
95.5
83.2
231
195
167
144
125
86.7
72.8
62.0
53.5
46.6
130
109
93.3
80.4
70.0
234
207
185
166
150
130
115
102
91.8
82.9
195
172
154
138
125
103
90.9
81.1
72.8
65.7
154
137
122
109
98.7
73.1
64.8
57.8
51.9
46.8
110
97.4
86.9
78.0
70.4
41.0
61.6
177
28.3
597
89.8
77.8
13.8
157
33.0
117
20.8
237
49.6
83.4
14.8
241
37.1
125
22.3
362
55.7
Wh
Wn
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
551
829
460
692
502
6
7
8
9
10
527
518
508
497
486
792
779
764
748
730
440
432
424
415
405
661
650
638
624
609
11
12
13
14
15
473
459
445
430
414
711
690
669
646
623
394
383
371
359
346
16
17
18
19
20
398
382
365
349
332
599
574
549
524
499
22
24
26
28
30
298
265
234
203
177
32
34
36
38
40
156
138
123
110
99.6
Design
Effective length KL (ft) with respect to least radius of gyration ry
HP-12-HP8
n
c
Wn
n
c
Properties
%(kips)
P WI (kips/in.)
(kips)
P fb (kips)
107
17.2
243
49.6
161
25.8
366
74.6
81.6
14.5
147
35.4
122
21.8
220
53.2
118
18.8
397
59.7
14.4
34.0
1 6.7
31.1
8.65
34.9
12.3
28.3
6.90
27.3
P (/ClfylO4 (k-in.2 )
Pe r (/tt 2)/10 4 (k-in 2 )
18.4
472
153
2.88
1.76
13500
4380
15.5
393
127
2.86
1.76
11200
3630
16.8
294
101
2.45
1.71
8410
2890
12.4
210
71.7
2.41
1.71
6010
2050
10.6
119
40.3
1.95
1.72
3410
1150
ASD
LRFD
Q c =1.67
<t>c = 0.90
MW
MW
A. (in.2 )
4 (in.4)
1, (in.4 )
r, (in.)
Ratio rJr
Note: Heavy line indicates Kl/r equal to or greater than 200.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
4-24
DESIGN OF COMPRESSION MEMBERS
Table 4-3
Available Strength in
Axial Compression, kips
F
HSS20x12x
5
design’ *
Uuoiijn
127
s
4)
s-
s?
£
s
£
Si
£
o>
_S
o
E
HSS16x12x
/8
C
5
/l6
C
5
/8
12
0.465
0.349
0.291
0.581
0.465
103
78.4
65.8
110
89.6
Wn
Wn
P
Wc
c Wn
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
963
1450
741
1110
495
745
374
562
835
1260
678
1020
6
7
8
9
10
949
945
939
933
926
1430
1420
1410
1400
1390
733
731
727
724
720
1100
1100
1090
1090
1080
491
489
487
485
483
738
735
733
730
726
371
370
369
368
367
558
557
555
553
551
823
818
813
807
801
1240
1230
1220
1210
1200
668
665
661
656
651
1000
999
993
986
978
11
12
13
14
15
918
909
900
891
881
1380
1370
1350
1340
1320
715
710
705
699
693
1070
1070
1060
1050
1040
480
478
475
471
468
722
718
713
708
703
366
364
362
360
358
549
547
544
542
539
794
786
778
769
760
1190
1180
1170
1160
1140
645
639
633
626
618
970
961
951
940
929
16
17
18
19
20
870
859
847
834
821
1310
1290
1270
1250
1230
686
679
672
664
656
1030
1020
1010
998
986
464
460
456
451
447
697
691
685
679
672
356
354
352
349
346
536
532
529
525
521
750
740
729
718
706
1130
1110
1100
1080
1060
610
602
594
585
575
918
905
892
879
865
21
22
23
24
25
808
794
780
766
751
1210
1190
1170
1150
1130
648
639
630
620
610
973
960
946
932
917
442
437
432
426
420
664
657
649
641
632
344
341
337
334
330
516
512
507
502
496
694
682
669
656
642
1040
1020
1010
986
966
566
556
546
535
525
850
836
820
805
789
26
27
28
29
30
736
721
705
689
673
1110
1080
1060
1040
1010
600
588
575
563
550
902
883
864
846
826
415
409
402
396
389
623
614
605
595
585
326
322
317
313
308
490
483
477
470
463
629
615
601
587
572
945
924
903
882
860
514
503
492
480
469
772
756
739
722
704
32
34
36
38
40
641
608
575
542
510
963
914
864
815
766
524
498
471
445
419
787
748
708
669
629
376
361
346
331
315
564
543
520
497
473
298
288
277
266
254
448
433
417
400
383
543
514
485
456
427
817
773
729
685
641
445
422
398
375
352
669
634
599
563
528
0
«
co
gj
3
C
c Wn
n
ASD
c
o
co
>»
*g
w
■5
V2
/8
0.581
Wt/ft
P
= TO KSI
FRectangular HSS
HSS20-HSS16
n<
y
Properties
Ag (in.2)
/, (in.4 )
//in. 4 )
rx /r
r y (in.)
28.3
1550
705
1.48
4.99
35.0
1880
851
1.48
4.93
c
ASD
LRFD
&c = 1.67
<{)c = 0.90
21.5
1200
547
1.48
5.04
18.1
1010
464
1.48
5.07
Shape is slender for compression with F v - 46 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
30.3
1090
700
.25
4.80
24.6
904
581
1.25
4.86
STEEL COMPRESSION—MEMBER SELECTION TABLES
4-25
Table 4-3 (continued)
y
Available Strength in
x ja | Compression, kips
- 46 si
Rectangular HSS
HSS16
HSS16x12x
HSS16x8x
Shape
3
/8
C
5
/l6
5
C
1
/8
design’
0.349
0.291
0.581
Wt/ft
68.3
57.4
93.1
P
Effective length KL (ft) with respect to least radius of gyration ry
Design
c
n
Wn
0.465
75.9
Wc
<h n
®/l6C
0.349
0.291
58.1
Q
P
/8 C
3
/2
P
48.9
P
c n W,
$c P n
§c n
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
480
722
365
549
707
1060
576
865
403
606
311
467
6
7
8
9
10
475
473
471
468
466
714
711
708
704
700
362
361
360
359
357
544
543
541
539
537
684
676
667
657
646
1030
1020
1000
987
971
558
551
544
536
527
838
829
818
806
792
395
391
388
384
379
593
588
583
577
570
304
302
300
297
294
458
454
451
446
442
11
12
13
14
15
463
459
456
452
448
696
691
685
679
673
355
354
352
349
347
534
531
528
525
522
634
621
607
592
577
952
933
912
890
867
518
507
496
485
472
778
762
746
728
710
- 374
369
363
356
350
562
554
545
536
525
290
287
283
278
273
436
431
425
418
411
16
17
18
19
20
444
439
434
429
424
667
660
653
645
637
345
342
339
336
333
518
514
510
505
500
561
544
527
510
492
843
818
792
766
739
460
447
433
419
405
691
671
651
630
609
342
335
327
319
310
515
503
491
479
466
268
263
258
252
246
404
396
387
379
370
21
22
23
24
25
418
412
406
400
393
628
620
611
601
591
330
326
322
317
313
495
490
483
477
470
474
456
438
419
401
712
685
658
630
603
391
376
362
347
332
587
565
544
522
500
301
291
280
269
258
452
437
421
404
388
240
233
226
219
212
360
350
340
330
319
26
27
28
29
30
387
380
373
366
358
581
571
560
549
538
308
303
298
292
287
462
455
447
439
431
383
365
347
330
313
576
549
522
496
470
318
303
289
275
261
478
456
434
413
392
247
236
225
215
204
371
355
339
323
307
205
197
189
181
173
308
296
284
273
260
32
34
36
38
40
342
325
307
289
272
514
488
461
434
408
276
264
252
240
227
415
397
379
360
341
279
248
221
198
179
420
372
332
298
269
234
208
186
167
150
352
313
279
250
226
184
164
146
131
118
276
246
220
197
178
156
140
125
112
101
235
210
187
168
152
Properties
A, (in.2 )
4 (in.4 )
1, (in.4)
'A
r y (in.)
15.7
595
384
1.25
4.94
18.7
702
452
1.25
4.91
ASD
LRFD
Q c - 1 .67
(|)c = 0.90
c
25.7
815
274
1.72
3.27
20.9
679
230
1.72
3.32
Shape is slender for compression with Fy = 46 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
16.0
531
181
1.71
3.37
13.4
451
155
1.71
3.40
DESIGN OF COMPRESSION MEMBERS
4-26
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
Rectangular HSS
HSS16-HSS14
HSS14x10x
HSS16x8x
Shape
3
/4
5
/8
1
design’
0.233
0.581
0.465
WVft
39.5
93.1
1
Design
Effective length KL (ft) with respect to least radius of gyration r y
Fy - 46 ksi
C
/2
Wn
w.
<k n
P
n
5
P
c
$c n
$c n
P
39.5
c Wn
n
/4C
0.233
48.9
58.1
P
1
/l6 C
0.291
0.349
75.9
P
/8 C
P
n
c
Wn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
225
338
707
1060
576
865
431
647
336
505
238
358
6
7
8
9
10
221
220
218
216
214
332
330
328
325
322
692
686
680
673
665
1040
1030
1020
1010
1000
563
559
554
549
542
847
840
833
825
815
423
421
418
415
411
637
633
628
623
618
331
329
327
325
322
498
495
492
488
484
235
235
234
232
231
354
353
351
349
347
11
12
13
14
15
212
210
207
204
201
319
315
311
307
302
657
648
638
627
616
987
973
959
943
926
536
528
521
512
504
805
794
783
770
757
407
402
398
392
386
611
605
598
590
580
319
316
313
309
305
480
475
470
465
459
230
228
226
224
222
345
343
340
337
334
16
17
18
19
20
198
195
191
187
183
298
293
287
282
276
605
593
580
567
554
909
891
872
853
833
494
485
475
464
454
743
729
714
698
682
379
372
364
356
349
569
559
547
536
524
301
297
292
287
282
453
446
439
432
424
220
218
215
213
210
331
327
324
320
316
21
22
23
24
25
179
175
171
166
162
270
263
257
250
243
540
526
512
497
483
812
791
769
748
726
443
432
420
409
397
666
649
632
614
597
340
332
323
315
306
512
499
486
473
460
277
271
266
260
254
416
408
399
391
381
207
204
201
197
193
311
307
302
296
290
26
27
28
29
30
157
152
147
142
136
236
228
220
213
205
468
453
438
423
408
703
681
659
636
614
385
373
361
349
337
579
561
543
525
507
297
288
279
270
261
446
433
419
406
392
248
241
235
228
221
372
362
353
343
332
189
184
180
175
171
283
277
270
264
257
32
34
36
38
40
125
114
102
91.7
82.8
188
171
154
138
124
378
349
321
293
266
569
525
482
440
400
313
290
266
244
222
471
435
400
367
334
243
225
207
190
174
365
338
312
286
261
206
191
176
162
148
309
287
265
243
222
161
151
141
131
121
242
228
213
197
181
Properties
A (in.2 )
1, (in.4)
/y (in.4)
r, (m.)
25.7
687
407
1.30
3.98
10.8
368
127
1.70
3.42
ASD
LRFD
Q c =1.67
0 C = 0.90
c
20.9
573
341
1.30
4.04
16.0
447
267
1.29
4.09
Shape is slender for compression with F y = 46 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
13.4
380
227
1.29
4.12
10.8
310
186
1.29
4.14
STEEL COMPRESSION— MEMBER SELECTION TABLES
4-27
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
py - 46 ksi
Rectangular HSS
HSS12x10x
Shape
design’
1
3
/2
0.465
in<
WVft
69.1
/8
P
n
c
HSS12x8x
/ie
1
c
44.6
P
P
$c n W c
C
/8
1
0.233
0.581
0.465
36.0
76.1
/4
0.291
52.9
*c n
Design
5
0.349
P
Effective length KL (ft) with respect to least radius of gyration ry
HSS12
n
5
c
$c n
ASD
LRFD
ASD
LRFD
524
788
401
603
328
493
234
351
579
6
7
8
9
10
513
509
504
499
493
771
765
758
750
741
392
389
386
382
378
590
585
580
574
567
322
320
318
315
312
484
481
478
474
469
231
230
229
227
226
347
346
344
342
340
559
552
544
535
526
11
12
13
14
15
487
480
472
465
456
731
721
710
698
686
373
368
362
356
350
560
553
544
536
526
309
306
302
298
294
465
459
454
448
441
224
223
221
219
216
337
335
332
328
325
- 515
504
492
479
466
16
17
18
19
20
448
439
429
420
410
673
659
645
631
616
344
337
330
323
315
517
506
496
485
474
289
284
278
272
266
434
427
418
409
400
214
211
209
206
203
321
318
313
309
304
21
22
23
24
25
399
389
378
367
356
600
584
568
552
536
307
300
292
283
275
462
450
438
426
414
260'
253
246
240
233
390
380
370
360
350
199
196
192
187
183
26
27
28
29
30
345
334
323
312
301
519
502
485
469
452
267
259
250
242
233
401
389
376
363
351
226
219
212
205
198
339
329
318
308
297
32
34
36
38
40
278
257
235
215
195
418
386
354
323
292
217
200
184
168
153
325
301
276
253
230
184
170
156
143
130
276
255
235
215
196
LRFD
ASD
62.3
P
0
ASD
/2
LRFD
LRFD
W
Wn
ASD
LRFD
870
473
711
840
830
818
805
790
457
452
446
439
431
688
679
670
659
648
774
757
739
720
700
422
413
404
394
383
635
621
607
592
576
452
438
423
408
393
679
658
636
613
591
372
361
349
337
325
559
542
525
507
489
300
294
288
281
275
378
362
347
331
316
568
545
521
498
475
313
301
288
276
263
470
452
433
414
396
178
174
169
164
159
268
261
254
247
239
301
286
271
256
242
452
429
407
385
364
251
239
227
215
204
377
359
341
323
306
149
138
128
117
107
224
208
192
176
160
214
190
169
152
137
322
285
254
228
206
181
160
143
128
116
272
241
215
193
174
ASD
Properties
A (in.2)
4 (in.4 )
1, (in.4)
G,/ry
4 (in.)
14.6
310
234
1.15
4.01
19.0
395
298
1.15
3.96
ASD
LRFD
Q c =1.67
0 C = 0.90
c
12.2
264
200
1.15
4.04
9.90
216
164
1.15
4.07
Shape is slender for compression with F y = 46 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
21.0
397
210
1.37
3.16
17.2
333
178
1.37
3.21
DESIGN OF COMPRESSION MEMBERS
4-28
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
py _ 4g ks j
~
Rectangular HSS
HSS12
HSS12x8x
Shape
3
5
/8
design’
0.349
Wtfft
47.8
Effective length KL (ft) with respect to least radius of gyration ry
Design
/l6
<h n
ASD
LRFD
C
3
/4
/l6
0.233
0.174
40.4
32.6
24.8
ASD
/8
1
0.581
0.465
5
C
0.291
P
W;
HSS12x6x
1
C
/2
55.5
67.6
Wn
P'to'
Wn
Pn' c
Wn
LRFD
ASD
LRFD
ASD
LRFD
P
n
c Wn
ASD
LRFD
P
n
c
ASD
LRFD
0
362
545
296
444
218
327
136
204
515
774
422
634
6
7
8
9
10
351
347
342
337
331
527
521
514
506
498
288
286
283
279
275
433
429
425
420
414
213
211
209
207
204
320
317
314
311
307
134
133
132
131
130
201
200
199
198
196
484
474
462
449
435
728
712
694
674
653
398
390
380
370
359
598
586
571
556
539
11
12
13
14
15
325
318
311
303
296
488
478
467
456
444
271
267
262
256
250
408
401
393
385
375
202
199
195
192
188
303
299
294
289
283
129
128
127
125
124
194
192
190
188
186
419
403
386
369
351
630
606
581
555
528
346
334
320
307
292
521
502
482
461
440
16
17
18
19
20
287
279
270
261
252
432
419
406
393
379
243
236
229
221
214
365
354
344
332
321
184
180
176
172
167
277
271
265
258
251
122
120
118
116
114
183
180
177
174
171
333
315
297
279
261
501
474
446
419
392
278
264
249
234
220
418
396
374
352
331
21
22
23
24
25
243
234
224
215
206
365
351
337
323
309
206
198
190
183
175
309
298
286
274
263
162
157
152
147
141
244
236
228
220
212
111
109
106
103
100
167
164
160
155
151
243
226
210
193
178
366
340
315
290
268
206
192
178
165
152
309
288
268
248
229
26
27
28
29
30
196
187
178
169
160
295
281
267
254
241
167
159
152
144
137
251
239
228
217
205
136
130
124
118
112
204
195
186
177
168
96.9
93.6
90.1
86.6
83.1
146
141
135
130
125
165
153
142
132
124
247
229
213
199
186
141
130
121
113
106
211
196
182
170
159
32
34
36
38
40
143
127
113
102
91.6
215
191
170
153
138
122
109
96.8
86.9
78.4
184
163
146
131
118
100
89.2
79.6
71.4
64.4
151
134
120
107
96.9
75.8
68.4
61.0
54.7
49.4
114
103
91.7
82.3
74.2
109
96.2
85.8
77.0
59.4
163
145
129
116
89.3
92.9
82.3
73.4
65.9
59.4
140
124
110
99.0
89.3
Properties
A (in.2)
(Jin. 4 )
J i n 4)
V'y
rv (m.)
13.2
262
140
1.37
3.27
11.1
224
120
1.37
3.29
c
ASD
LRFD
Q c = 1.67
(|)c =0.90
8.96
184
98.8
1.36
3.32
6.76
140
75.7
1.36
3.35
Shape is slender for compression with F y = 46 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
18.7
321
107
1.73
2.39
15.3
271
91.1
1.73
2.44
4 29
STEEL COMPRESSION—MEMBER SELECTION TABLES
Table 4-3 (continued)
Available Strength
in
**
Axial Compression, kips
py - 46 fcsi
Rectangular HSS
HSS12x6x
5
/8
/l6
C
1
design’
0.349
0.291
WVft
42.7
36.1
Effective length KL (ft) with respect to least radius of gyration ry
C
0.174
29.2
22.2
Wk
W
w
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
c
n
5
0.233
Wn
Pn
Design
P
/4
HSS10x8x
w
Shape
3
HSS12-HSS10
c
1
/8
0.581
67.6
P
<k n
P
55.5
p
c
<bc n
LRFD
ASD
LRFD
n
/2
0.465
Wc
Wn
ASD
LRFD
0
324
487
264
396
192
289
126
189
515
774
422
634
6
7
8
9
10
306
300
293
286
277
460
451
441
429
417
253
249
244
239
234
380
374
367
360
351
185
183
180
177
173
278
274
270
265
260
122
121
119
117
115
183
181
179
176
173
496
490
483
474
465
746
736
725
713
699
407
402
396
390
382
612
604
596
586
575
11
12
13
14
15
268
259
249
239
228
403
389
374
359
343
227
219
211
202
194
341
329
317
304
291
169
165
160
156
150
254
248
241
234
226
113
111
108
105
103
170
166
163
159
154
' 455
445
434
422
410
684
669
652
634
616
375
366
357
348
338
563
551
537
523
508
16
17
18
19
20
217
206
195
184
173
326
310
294
277
261
185
176
166
157
148
278
264
250
236
223
145
139
133
127
121
218
209
201
191
182
99.6
96.4
93.0
89.5
85.9
150
145
140
135
129
397
384
370
357
343
597
577
557
536
515
328
318
307
296
285
493
477
461
445
428
21
22
23
24
25
163
152
142
132
122
245
229
213
198
183
139
130
122
113
105
209
196
183
170
158
114'
107
100
93.3
86.7
172
161
150
140
130
82.1
78.2
74.2
70.1
66.0
123
118
112
105
99.1
329
315
301
287
273
494
473
452
431
410
274
262
251
240
228
411
394
377
360
343
26
27
28
29
30
113
104
97.1
90.5
84.6
169
157
146
136
127
96.9
89.9
83.6
77.9
72.8
146
135
126
117
109
80.1
74.3
69.1
64.4
60.2
120
112
104
96.8
90.4
61.7
57.3
53.3
49.6
46.4
92.7
86.1
80.0
74.6
69.7
259
245
232
219
206
389
369
349
329
310
217
206
195
185
174
326
310
294
278
262
32
34
36
38
40
74.3
65.9
58.7
52.7
47.6
112
99.0
88.3
79.2
71.5
64.0
56.7
50.6
45.4
41.0
96.2
85.2
76.0
68.2
61.6
52.9
46.8
41.8
37.5
33.8
79.5
70.4
62.8
56.4
50.9
40.8
36.1
32.2
28.9
26.1
61.3
54.3
48.4
43.5
39.2
182
161
143
129
116
273
242
216
194
175
154
136
122
109
98.6
231
205
183
164
148
Properties
A (in.2 )
/Jin 4)
/Jin. 4)
(m.)
11.8
215
72.9
1.72
2.49
ASD
LRFD
Q c =1.67
(|)c = 0 . 9 0
9.92
184
62.8
1.71
2.52
c
8.03
151
51.9
1.71
2.54
6.06
116
40.0
1.70
2.57
Shape is slender for compression with Fy = 46 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
18.7
253
178
1.19
3.09
15.3
214
151
1.19
3.14
DESIGN OF COMPRESSION M E M B E R S
4-30
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
Fy = 46 ksl
Rectangular HSS
HSS10
HSS10x6x
HSS10x8x
Shape
design’ *
3
n<
5
3
5
C
/l6
'/4
0.349
0.291
0.233
0.174
0.581
42.7
36.1
29.2
22.2
59.1
WVft
/8
/l6
w
Wn
LRFD
ASD
LRFD
ASD
Wn
Design
/8
w
LRFD
LRFD
ASD
273
411
212
318
133
201
451
678
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
195
193
191
423
413
403
391
378
636
621
605
587
568
434
425
415
404
393
244
239
233
228
221
367
359
351
342
333
193
190
187
183
179
291
286
280
275
269
126'
124
123
121
119
189
187
185
182
179
364
349
334
319
303
547
525
502
479
455
254
246
238
230
222
382
370
358
346
333
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
163
286
270
254
238
222
431
406
382
357
334
21
22
23
24
25
213
205
196
188
179
320
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
159
154
149
144
139
206
191
177
162
149
310
287
265
244
225
26
27
28
29
30
171
162
154
146
138
256
244
231
219
207
145
138
131
125
118
218
208
198
187
177
119
113
108
102
96.8
179
170
162
154
146
88.8
85.2
81.5
77.7
73.9
133
128
122
117
111
138
128
119
111
104
208
192
179
167
156
32
34
36
38
40
122
108
96.7
86.8
78.3
184
163
145
130
118
105
92.9
82.9
74.4
67.1
158
140
125
112
101
86.4
76.5
68.2
61.2
55.3
130
115
103
92.0
83.1
66.3
58.7
52.4
47.0
42.4
99.6
88.3
78.8
70.7
63.8
91.2
80.8
72.0
64.7
137
121
108
97.2
LRFD
ASD
324
487
6
7
8
9
10
313
309
305
300
295
471
465
458
451
443
11
12
13
14
15
289
283
276
269
262
16
17
18
19
20
ASD
0
Effective length KL (ft) with respect to least radius of gyration ry
C
Properties
A, (in.2)
/Jin 4 )
'Jin. 4 )
r
>/ ry
rv (m.)
11.8
169
120
1.19
3.19
ASD
LRFD
Q c =1.67
< = 0.90
9.92
145
103
1.19
3.22
8.03
119
84.7
1.19
3.25
6.06
91.4
65.1
1.19
3.28
c
Shape is slender for compression with Fy - 46 ksi.
Note: Heavy line indicates Kl/r equal to or greater than 200.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
16.4
201
89.4
1.50
2.34
STEEL COMPRESSION—MEMBER SELECTION TABLES
4-31
Table 4-3 (continued)
Available Strength in
**
Axial Compression, kips
Fy - 46 ksi
Rectangular HSS
HSSK)
HSS10x6x
Shape
1
/2
3
design’
0.465
0.349
0.291
0.233
WVft
48.7
37.6
31.8
25.8
Effective length KL (ft) with respect to least radius of gyration ry
Design
Wc
Wn
'A
ASD
LRFD
ASD
5
/S
P
1
/l6
P
/4C
3
/l6 C
0.174
19.7
W
<h n
W,
Wn
P
c
§c P n
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
c n
n
0
371
557
286
429
241
362
186
279
123
185
6
7
8
9
10
349
341
333
323
313
524
513
500
486
470
269
264
257
250
243
405
396
387
376
365
228
223
218
212
206
342
335
327
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
302
290
278
266
253
454
436
418
400
380
235
226
217
208
198
353
340
326
312
298
199
192
184
177
169
299
288
277
265
253
160155
150
144
138
241
234
226
217
207
109
106
103
100
97.0
164
160
155
151
146
16
17
18
19
20
240
227
214
201
188
361
341
322
302
283
188
179
169
159
149
283
268
253
239
224
160
152
144
136
128
241
229
216
204
192
131
125
118
111
105
197
187
177
167
158
93.5
90.0
86.2
82.4
78.4
141
135
130
124
118
21
22
23
24
25
175
163
151
139
128
264
245
227
209
193
139
130
121
112
103
210 195
182
168
155
120
112
104
96.4
89.0
180
168
156
145
134
98.4
92.0
85.8
79.7
73.7
148
138
129
120
111
74.3
70.1
65.8
61.4
56.9
112
105
98.8
92.3
85.6
26
27
28
29
30
119
110
102
95.3
89.1
178
165
154
143
134
95.4
88.5
82.3
76.7
71.6
143
133
124
115
108
82.3
76.3
71.0
66.1
61.8
124
115
107
99.4
92.9
68.1
63.2
58.8
54.8
51.2
102
95.0
88.3
82.3
76.9
52.6
48.8
45.4
42.3
39.5
79.1
73.4
68.2
63.6
59.4
32
34
36
38
40
78.3
69.4
61.9
55.5
118
104
93.0
83.5
63.0
55.8
49.8
44.7
40.3
94.6
83.8
74.8
67.1
60.6
54.3
48.1
42.9
38.5
34.8
81.6
72.3
64.5
57.9
52.3
45.0
39.8
35.5
31.9
28.8
67.6
59.9
53.4
47.9
43.3
34.7
30.8
27.5
24.6
22.2
52.2
46.3
41.3
37.0
33.4
Properties
A (in.2 )
/,(in. 4)
//in 4)
r lr
x y
r y (in.)
10.4
137
61.8
1.49
2.44
13.5
171
76.8
1.49
2.39
ASD
LRFD
Q c =1.67
0 C =O.9O
8.76
118
53.3
1.48
2.47
7.10
96.9
44.1
1.48
2.49
c
Shape is slender for compression with Fy = 46 ksi.
Note: Heavy line indicates Kl/r equal to or greater than 200.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
5.37
74.6
34.1
1.48
2.52
4-32
DESIGN OF COMPRESSION MEMBERS
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
Fy - 46 ksi
Rectangular HSS
HSS510-HSlS9
HSS9x7x
HSS10x5x
Shape
3
5
/8
1
C
3
/4
/l6
/l6
C
5
/8
design’
0.349
0.291
0.233
0.174
0.581
WVft
35.1
29.7
24.1
18.4
59.1
Effective length KL (ft) with respect to least radius of gyration ry
W
cP n
♦z
Wc
Wn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
400
225
338
173
260
114
171
451
678
245
238
230
221
211
368
358
345
332
318
208
202
195
188
180
312
303
293
282
270
163
159
155
151
146
245
240
234
227
219
108
106
104
102
98.8
163
160
156
153
148
430
422
414
404
394
646
634
622
608
592
11
12
13
14
15
201
191
180
169
159
303
287
271
255
238
171
163
154
145
136
258
245
231
218
204
140
133
126
119
112
211
200
190
179
168
95.792.4
88.9
85.1
81.1
144
139
134
128
122
383
371
359
346
333
576
558
539
520
500
16
17
18
19
20
148
137
126
116
106
222
206
190
174
159
127
118
109
99.9
91.5
190
177
163
150
138
104
96.9
89.7
82.7
75.9
157
146
135
124
114
77.0
72.6
68.1
63.5
58.7
116
109
102
95.4
88.2
319
305
291
277
263
480
459
438
416
395
21
22
23
24
25
96.1
87.6
80.1
73.6
67.8
144
132
120
111
102
83.3
75.9
69.4
63.8
58.8
125
114
104
95.8
88.3
69.3
63.1
57.8
53.0
48.9
104
94.9
86.8
79.7
73.5
53.8
49.0
44.8
41.2
37.9
80.8
73.6
67.4
61.9
57.0
249
235
221
207
194
374
353
332
311
291
26
27
28
29
30
62.7
58.1
54.1
50.4
47.1
94.2
87.4
81.3
75.7
70.8
54.3
50.4
46.9
43.7
40.8
81.7
75.7
70.4
65.6
61.3
45.2
41.9
39.0
36.3
34.0
67.9
63.0
58.6
54.6
51.0
35.1
32.5
30.2
28.2
26.3
52.7
48.9
45.5
42.4
39.6
181
168
156
146
136
272
253
235
219
205
32
34
36
38
40
41.4
36.7
62.2
55.1
35.9
31.8
53.9
47.8
29.8
26.4
44.8
39.7
23.2
20.5
34.8
30.8
120
106
94.6
84.9
76.6
180
159
142
128
115
w
4>Z>
ASD
LRFD
0
266
6
7
8
9
10
Design
P
n
c
Wn
Properties
Ag (in.2)
/Jin 4)
/Jin. 4)
r /r
x y
r (in.)
9.67
120
40.6
1.72
2.05
ASD
LRFD
Q c =1.67
(J = 0.90
8.17
104
35.2
1.72
2.07
6.63
85.8
29.3
1.71
2.10
5.02
66.2
22.7
1.71
2.13
c
Shape is slender for compression with Fy = 46 ksi.
Note: Heavy line indicates Kl/r equal to or greater than 200.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
16.4
174
117
1.22
2.68
STEEL COMPRESSION—MEMBER SELECTION TABLES
4-33
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
Fy - 46 ksi
Rectangular HSS
HSS9
HSS9x7x
Shape
design’
1
in
-
/2
3
0.465
0.349
0.291
0.233
0.174
48.7
37.6
31.8
25.8
19.7
WVft
W
1
/ie
/4C
3
/l6 C
$c P n
P
c
° c Pn
ASD
LRFD
ASD
LRFD
ASD
LRFD
429
241
362
195
292
129
194
273
269
264
258
252
410
404
396
388
379
231
227
223
218
213
347
341
335
328
321
187
184
181
177
173
281
277
272
267
261
126
125
123
122
120
189
187
185
183
181
476
462
447
432
416
246
239
231
224
216
369
359
348
336
324
208
202
196
190
183
313
304
295
285
275
169 164
160
154
149
254
247
240
232
224
118
116
113
110
107
178
174
170
166
161
266
255
243
232
221
400
383
366
349
331
207
199
191
182
173
312
299
286
273
260
176
169
162
155
148
265
254
244
233
222
144
138
132
127
121
216
208
199
190
182
104
101
97.7
94.2
90.5
157
152
147
142
136
21
22
23
24
25
209
198
187
175
165
314
297
280
264
247
165
156
147
139
131
247
235
222
209
197
- 140
133
126
119
112
211
200
190
179
169
115
109
104
97.8
92.2
173
164
156
147
139
86.8
83.0
79.1
75.0
70.8
130
125
119
113
106
26
27
28
29
30
154
144
134
125
116
232
216
201
187
175
123
115
107
99.8
93.3
185
173
161
150
140
105
98.7
92.2
85.9
80.3
158
148
139
129
121
86.8
81.4
76.2
71.0
66.3
130
122
114
107
99.7
66.6
62.6
58.7
54.7
51.1
100
94.1
88.2
82.2
76.9
32
34
36
38
40
102
90.7
80.9
72.6
65.5
154
136
122
109
98.5
82.0
72.6
64.8
58.1
52.5
123
109
97.3
87.4
78.8
70.6
62.5
55.7
50.0
45.2
106
93.9
83.8
75.2
67.9
58.3
51.6
46.1
41.3
37.3
87.6
77.6
69.2
62.1
56.1
44.9
39.8
35.5
31.9
28.8
67.5
59.8
53.4
47.9
43.2
w
$c P n
ASD
LRFD
ASD
LRFD
0
371
557
286
6
7
8
9
10
354
348
341
334
326
532
523
513
502
489
11
12
13
14
15
317
307
298
287
277
16
17
18
19
20
Design
Effective length KL (ft) with respect to least radius of gyration ry
5
/8
Wn
n
<h P n
Properties
2
4, (in. )
4 (In.4)
/y (in.4)
rt (m.)
10.4
119
80.4
1.21
2.78
13.5
149
100
1.22
2.73
ASD
LRFD
Q c =1.67
(t>c - 0.90
c
8.76
102
69.2
1.21
2.81
7.10
84.1
57.2
1.21
2.84
Shape is slender for compression with Fy = 46 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
5.37
64.7
44.1
1.21
2.87
4-34
DESIGN OF COMPRESSION MEMBERS
Table 4-3 (continued)
Available Strength
in
**
Axial Compression, kips
py - 4g kS|
Rectangular HSS
HSS9
HSS9x5x
Shape
/8
1
/2
3
design’ * ‘
0.581
0.465
0.349
0.291
0.233
0.174
Wt/ft
50.6
41.9
32.5
27.6
22.4
17.1
5
n
Pn
Design
Pn
c
<k P n
W
<k P n
1
/l6
3
/4C
Z16C
Wn
Pn
c
$c P n
w,
$ c Pn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
387
582
319
480
247
371
209
314
169
254
112
169
6
7
352
340
327
529
512
492
292
283
273
439
425
341
192
187
157
152
180
106
104
102
313
298
470
448
261
249
195
293
174
166
261
250
147
142
136
236
229
221
160
156
410
393
375
289
281
271
9
10
227
220
212
204
213
204
98.9
95.9
11
282
424
237
355
186
279
158
238
129
195
92.7
12
13
14
265
249
232
399
374
348
223
210
196
336
316
295
176
166
156
264
249
234
150
142
133
123
116
109
185
175
164
89.2
85.4
81.4
15
215
323
183
275
145
218
125
226
213
200
187
103
154
77.2
116
16
298
169
156
254
135
125
203
116
108
174
72.8
109
162
95.6
88.8
144
17
198
182
133
68.3
103
18
166
143
91.1
83.3
149
137
125
75.6
69.2
123
114
104
63.4
58.4
53.7
95.2
96.1
173
158
144
82.1
150
215
196
177
99.2
19
20
21
123
22
23
24
112
73.6
67.1
8
Effective length KL (ft) with respect to least radius of gyration ry
c
5
/8
273
249
234
331
319
307
188
115
153
149
144
139
134
128
122
87.8
80.6
226
204
130
107
97.5
89.2
161
87.2
131
75.6
114
63.0
94.7
49.0
147
134
63.1
57.9
94.8
87.0
57.4
52.5
48.2
86.3
79.0
123
119
109
100
104
81.9
79.4
72.7
66.7
68.9
103
94.2
185
168
154
142
72.5
44.6
40.8
37.5
25
86.8
130
75.5
113
61.5
92.4
53.4
80.2
44.5
66.8
34.6
51.9
26
27
80.2
74.4
69.2
121
112
104
69.8
64.7
56.9
52.7
85.5
79.2
73.7
49.3
45.8
74.2
68.8
41.1
61.8
48.0
64.0
64.5
60.3
96.9
90.6
56.1
52.4
84.3
78.8
42.6
39.7
38.1
35.4
37.1
59.6
55.7
33.0
30.9
57.3
53.3
49.7
31.9
29.6
60.2
105
97.3
90.5
53.0
79.6
46.1
69.3
32.6
49.0
28.9
43.4
27.1
24.0
28
29
30
32
136
118
105
49.0
45.7
42.7
68.7
64.2
37.5
56.4
34
46.4
27.5
25.7
14.0
11.6
8.97
4 On- )
4 (in.4 )
133
52.0
115
45.2
(in.)
1.60
1.92
1.59
1.97
92.5
36.8
1.58
4
2.03
ASD
LRFD
Q c =1.67
<|)c - 0.90
21.1
31.7
36.1
18.7
28.1
6.17
4.67
32.0
1.58
26.6
1.58
51.1
20.7
2.05
2.08
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
38.6
40.8
66.1
Shape is slender for compression with Fy = 46 ksi.
Note: Heavy line indicates Kl/r equal to or greater than 200.
44.5
41.4
36.1
7.59
79.8
c
56.4
24.0
Properties
A, (in. 2 )
61.4
1.57
2.10
STEEL COMPRESSION—MEMBER SELECTION TABLES
4 35
Table 4-3 (continued)
Available Strength in
Ax ia | Compression, kips
F y - 46 ksi
Rectangular HSS
HSS8x6x
Shape
5
1
/8
design’ * -
0.581
Wt/ft
50.6
n
Design
Effective length KL (ft) with respect to least radius of gyration ry
HSS8
3
/2
0.349
0.465
41.9
Wc
Wn
w
5
/8
0.291
32.5
LRFD
/4
0.233
27.6
22.4
$c n
W'
®c n
'A
*c P n
LRFD
ASD
LRFD
ASD
LRFD
P
$c n
1
/l6
P
P
ASD
LRFD
ASD
0
387
582
319
480
247
371
209
314
170
255
6
7
8
9
10
362
353
343
332
321
"44
:>30
516
499
482
299
293
285
276
267
450
440
428
415
401
232
227
221
215
208
349
341
333
323
313
197
193
188
183
177
296
289
282
274
266
160
157
153
149
144
241
236
230
224
217
11
12
13
14
15
308
295
282
268
253
463
444
423
402
381
257
247
236
225
213
386
371
354
338
321
201
193
185
177
168
302
290
278
265
252
171"
164
157
150
143
257
247
237
226
215
139
134
129
123
117
209
202
193
185
176
16
17
18
19
20
239
225
210
196
182
359
338
316
295
274
202
190
179
167
156
303
286
268
251
234
159
150
142
133
124
239
226
213
200
187
136
129
121
114
107
204
193
182
171
161
112
106
99.8
93.9
88.1
168
159
150
141
132
21
22
23
24
25
169
156
143
131
121
254
234
214
197
182
145
134
123
113
104
217 '
201
185
170
157
116
108
99.7
91.7
84.5
174
162
150
138
127
99.7
92.8
86.0
79.4
73.1
150
139
129
119
110
82.3
76.7
71.3
65.9
60.8
124
115
107
99.1
91.3
26
27
28
29
30
112
104
96.3
89.8
83.9
168
156
145
135
126
96.6
89.5
83.3
77.6
72.5
145
135
125
117
109
78.2
72.5
67.4
62.8
58.7
117
109
101
94.4
88.2
67.6
62.7
58.3
54.4
50.8
102
94.3
87.6
81.7
76.3
56.2
52.1
48.4
45.1
42.2
84.4
78.3
72.8
67.9
63.4
32
34
36
38
40
73.7
65.3
58.2
111
98.1
87.5
63.7
56.5
50.4
45.2
95.8
84.9
75.7
67.9
51.6
45.7
40.8
36.6
77.6
68.7
61.3
55.0
44.6
39.5
35.3
31.7
28.6
67.1
59.4
53.0
47.6
42.9
37.1
32.8
29.3
26.3
23.7
55.7
49.4
44.0
39.5
35.7
ASD
Properties
2
4 (in. )
//in. 4)
//in. 4)
r, (in.)
14.0
114
72.3
1.26
2.27
ASD
LRFD
Q c = 1.67
(j)c = 0.90
11.6
98.2
62.5
1.25
2.32
8.97
79.1
50.6
1.25
2.38
7.59
68.3
43.8
1.25
2.40
Note: Heavy line indicates Kl/r equal to or greater than 200.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
6.17
56.6
36.4
1.25
2.43
DESIGN OF COMPRESSION MEMBERS
4-36
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
py _ 4Q ks j
Rectangular HSS
HSS8
HSS8x6x
HSS8x4x
Shape
3
/l6
5
C
1
/8
design’ ’ -
0.174
0.581
Wt/ft
17.1
42.1
n
Effective length KL (ft) with respect to least radius of gyration r y
Design
w
Wn
3
/2
0.465
$c n
<k n
/l6
0.349
0.291
27.4
23.3
35.1
w,
P
5
/8
P
Wn
w,
cP n
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
120
180
323
485
268
403
209
314
177
266
6
7
8
9
10
114
113
110
108
106
172
169
166
163
159
277
262
246
229
211
416
394
370
344
317
232
221
208
194
180
349
332
312
292
270
182
174
164
154
143
274
261
247
232
216
155
148
140
132
123
234
223
211
198
185
11
12
13
14
15
103
99.6
96.4
92.9
89.2
154
150
145
140
134
193
175
157
140
124
290
263
236
211
186
165
151
137
123
109
249
227
205
184
164
133
122
111
100
89.9
199
183
167
151
135
114
105
95.9
87.0
78.3
172
158
144
131
118
16
17
18
19
20
85.3
80.9
76.5
72.1
67.7
128
122
115
108
102
109
96.2
85.8
77.0
69.5
163
145
129
116
105
96.3
85.3
76.1
68.3
61.7
145
128
114
103
92.7
79.9
70.8
63.1
56.7
51.1
120
106
94.9
85.2
76.9
70.0
62.0
55.3
49.6
44.8
105
93.2
83.1
74.6
67.3
21
22
23
24
25
63.4
59.2
55.0
51.0
47.1
95.3
88.9
82.7
76.7
70.7
63.1
57.5
52.6
48.3
44.5
94.8'
86.4
79.0
72.6
66.9
55.9
51.0
46.6
42.8
39.5
84.1
76.6
70.1
64.4
59.3
46.4
42.3
38.7
35.5
32.7
69.7
63.5
58.1
53.4
49.2
40.6
37.0
33.9
31.1
28.7
61.1
55.6
50.9
46.7
43.1
26
27
28
29
30
43.5
40.4
37.5
35.0
32.7
65.4
60.6
56.4
52.6
49.1
36.5
54.8
30.3
45.5
26.5
24.6
39.8
36.9
32
34
36
38
40
28.7
25.4
22.7
20.4
18.4
43.2
38.2
34.1
30.6
27.6
Properties
4 (in. 2)
//(in. 4)
//in. 4)
rv (m.)
11.7
82.0
26.6
1.75
1.51
4.67
43.7
28.2
1.25
2.46
ASD
LRFD
Q c =1.67
0 C =O.9O
9.74
71.8
23.6
1.74
1.56
7.58
58.7
19.6
1.73
1.61
c
Shape is slender for compression with Fy = 46 ksi.
Note: Heavy line indicates Kl/r equal to or greater than 200.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
6.43
51.0
17.2
1.72
1.63
STEEL COMPRESSION—MEMBER SELECTION TABLES
4-37
Table 4-3 (continued)
Available Strength in
**
Axial Compression, kips
Fy - 46 ksi
Rectangular HSS
HSS8-HSS7
HSS8x4x
Shape
1
3
/4
design’ *n '
0.233
WVft
19.0
W'
1
0.465
14.5
9.85
35.1
ASD
LRFD
ASD
LRFD
0
144
217
100
6
7
127
121
191
182
c
4>c n
ASD
LRFD
ASD
LRFD
ASD
LRFD
151
55.9
84.0
268
403
209
314
91.8
88.7
138
133
52.1
50.8
244
49.2
236
226
216
367
354
128
122
116
78.3
76.3
74.0
71.4
191
185
178
277
267
68.5
206
170
162
256
244
65.4
62.1
58.6
195
183
171
154
145
137
232
219
205
54.8
50.9
160
148
222
128
119
192
178
46.9
42.6
136
125
205
188
110
165
152
38.3
34.3
114
103
92.9
171
155
140
173
85.3
10
163
152
81.4
77.2
11
12
94.2
86.9
142
131
72.5
67.1
13
14
79.6
72.4
61.6
15
65.4
120
109
98.3
16
17
58.6
88.1
52.1
78.3
18
19
46.5
41.7
69.8
62.7
45.8
40.8
36.4
68.8
61.4
54.7
20
37.6
56.6
32.7
29.5
49.1
44.3
26.8
24.4
40.2
36.7
47.5
45.6
109
43.5
56.2
101
92.6
84.4
50.9
76.5
41.3
39.0
36.5
33.9
31.2
28.4
25.5
. 22.8
20.6
31.0
340
325
309
293
275
258
240
34.1
51.3
31.1
28.5
46.8
42.8
22.3
25
26.1
24.1
39.3
36.2
20.5
18.9
26
27
22.3
20.7
33.5
31.0
17.5
16.2
26.2
12.2
18.3
55.0
24.3
22.6
11.3
17.0
15.8
51.0
47.4
28
27.4
P
Pn
Wn
c
115
23
24
/8
0.349
w
n
108
101
21
22
3
/2
0.116
*c n
8
9
/8
1
C
0.174
P
Design
Effective length KL (ft) with respect to least radius of gyration ry
P
/l6
HSS7x5x
C
15.1
Wn
287
101
92.6
84.4
139
127
76.4
115
18.7
28.1
84.3
127
69.3
104
25.6
23.4
76.8
115
33.5
17.0
15.6
70.3
106
63.1
57.7
30.8
28.4
14.3
13.2
21.5
19.8
64.5
97.0
89.4
53.0
48.9
94.8
86.8
79.7
82.7
76.7
45.2
41.9
39.0
10.5
29
30
59.5
44.2
71.3
66.4
41.3
62.1
32
73.4
67.9
63.0
58.6
36.3
33.9
54.6
29.8
44.8
51.0
Properties
Ag (in.2)
5.24
3.98
2.70
9.74
7.58
/x (in.4 )
//in. 4 )
42.5
33.1
22.9
60.6
49.5
14.4
11.3
7.90
35.6
29.3
r/r y
1.72
1.71
1.70
1.30
1.30
rv (in.)
1.66
1.69
1.71
1.91
1.97
ASD
LRFD
Q c =1.67
0 C =O.9O
c
Shape is slender for compression with Fy = 46 ksi.
Note: Heavy line indicates Kl/r equal to or greater than 200.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DESIGN OF COMPRESSION MEMBERS
4-38
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
py _ 4Q kS|
Rectangular HSS
HSS7
HSS7x5x
Shape
5
/l6
design’
0.291
0.233
WVft
23.3
19.0
w.
Effective length KL (ft) with respect to least radius of gyration r y
Design
HSS7x4x
3
1
/8
1
0.174
0.116
0.465
14.5
9.85
/4
P
Wn
c
n
/is
c
1
C
/2
31.7
P
Vfl
w,
<h n
'A
$c Pn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
177
266
144
217
107
161
59.0
88.7
243
365
6
7
162
157
244
132
100
97.7
85.0
83.7
8
151
145
228
218
151
147
142
139
208
119
114
179
171
209
198
186
174
314
128
124
199
193
186
56.6
236
11
132
12
125
117
198
187
108
102
163
154
176
165
154
96.5
90.5
145
136
127
9
10
13
14
15
110
102
84.5
86.9
136
131
82.8
124
50.7
76.1
147
221
78.5
74.1
69.6
118
111
48.9
134
201
121
108
182
163
144
94.5
90.8
65.1
82.1
80.4
78.4
105
97.8
46.9
44.7
42.5
63.8
96.0
91.0
84.3
40.1
37.7
60.3
84.4
77.8
71.4
65.2
74.8
66.7
32.6
30.1
56.6
52.9
49.1
94.8
142
78.4
118
60.6
87.4
18
19
20
80.3
73.3
131
121
72.5
66.7
109
100
56.1
51.7
66.5
110
100
61.1
55.6
91.9
83.6'
47.5
43.4
21
60.4
90.7
39.4
59.2
27.4
41.2
55.0
82.7
50.5
46.0
75.9
22
75.6
42.1
69.5
64.0
38.6
30.1
25
46.2
42.6
49.3
45.3
25.0
22.8
37.5
50.3
35.9
32.8
53.9
23
24
69.1
63.2
58.1
35.6
53.5
27.8
26
27
39.4
36.5
54.9
28
29
33.9
51.0
32.9
30.5
28.4
49.5
45.9
42.7
31.6
30
29.6
47.6
44.4
26.5
24.7
39.8
37.2
32
26.0
39.1
21.7
32.7
34
261
242
161
73.5
70.5
67.2
16
17
59.2
298
280
55.7
54.7
53.5
52.1
35.2
45.2
34.3
31.5
41.8
21.0
19.3
25.7
23.8
38.6
35.8
17.9
16.6
26.8
24.9
22.1
20.6
33.3
31.0
15.4
14.4
23.2
21.6
19.3
29.0
13.4
20.2
17.0
25.5
15.0
22.6
11.8
10.4
17.7
15.7
29.0
127
112
59.9
54.0
100
90.0
81.2
49.0
44.7
73.7
67.1
40.9
37.5
34.6
61.4
56.4
52.0
Properties
2
Ag (in. )
/Jin. 4)
/Jin. 4)
r
/r
x y
r y (in.)
6.43
43.0
5.24
35.9
27.9
2.70
19.3
8.81
50.7
25.5
1.30
1.99
21.3
16.6
11.6
20.7
1.30
2.02
1.29
2.05
1.29
2.07
1.53
ASD
LRFD
Q c = 1.67
<t>c = 0.90
3.98
c
Shape is slender for compression with Fy = 46 ksi.
Note: Heavy line indicates Kl/r equal to or greater than 200.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1.56
STEEL COMPRESSION—MEMBER SELECTION TABLES
4-39
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
Fy - 46 ksi
Rectangular HSS
HSS7x4x
Shape
3
5
/8
1
/l6
0.349
0.291
0.233
WVft
24.9
21.2
17.3
Wc
Wn
ASD
LRFD
0
189
6
7
V8C
0.174
0.116
13.3
9.00
P
Wn
W
®c n
ASD
LRFD
ASD
LRFD
285
161
242
131
165
248
141
212
157
236
134
202
8
148
222
127
191
9
139
208
119
10
129
194
111
Design
/l6 C
3
/4
design’
Effective length KL (ft) with respect to least radius of gyration ry
HSS7
P
$c n
Wc
Wn
ASD
LRFD
ASD
LRFD
197
97.7
147
55.1
82.9
115
173
127
50.9
49.4
76.5
165
88.1
84.2
132
110
74.3
104
157
79.9
120
47.7
71.8
179
98.0
147
75.3
113
45.9
68.9
167
91.5
138
70.4
106
43.8
65.8
11
119
179
102
154
84.8
127
65.4
98.3
41.6
62.5
12
109
163
94.0
141
78.0
117
60.4
90.7
39.2
58.8
13
14
98.7
148
85.6
129
71.3
107
55.3
83.1
36.6
55.0
88.9
134
77.4
116
64.6
97.2
50.3
75.6
34.0
51.0
15
79.5
120
69.5
104
58.2
87.5
45.4
68.3
31.2
46.9
16
70.4
106
61.8
92.9
52.0
78.2
40.8
61.3
28.3
42.6
17
62.4
93.7
54.7
82.3
46.1
69.3
36.2
54.5
25.4
38.1
18
55.6
49.9
83.6
48.8
73.4
41.1
61.8
32.3
48.6
22.6
34.0
19
75.0
43.8
65.9
*36.9
55.5
29.0
43.6
20.3
30.5
20
45.1
67.7
39.6
59.5
33.3
50.1
26.2
39.3
18.3
27.6
21
40.9
61.4
35.9
53.9
30.2
45.4
23.7
35.7
16.6
25.0
22
37.2
56.0
32.7
49.1
27.5
41.4
21.6
32.5
15.2
22.8
23
34.1
51.2
29.9
45.0
25.2
37.9
19.8
29.8
13.9
20.8
24
31.3
47.0
27.5
41.3
23.1
34.8
18.2
27.3
12.7
19.1
25
28.8
43.3
25.3
38.0
21.3
32.1
16.8
25.2
11.7
17.6
26
26.7
40.1
23.4
35.2
19.7
29.6
15.5
23.3
10.8
16.3
18.3
27.5
14.4
21.6
10.1
15.1
9.35
14.1
27
28
Properties
2
Ag (in. )
4 (in.4)
6.88
5.85
4.77
3.63
2.46
41.8
36.5
30.5
23.8
16.6
/y (in.4)
17.3
15.2
12.8
10.00
7.03
1.56
1.55
1.55
1.54
1.54
1.61
1.64
1.66
1.69
1.58
rv (in.)
ASD
LRFD
Q c =1.67
= 0.90
c
Shape is slender for compression with Fy = 46 ksi.
Note: Heavy line indicates Kl/r equal to or greater than 200.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DESIGN OF COMPRESSION MEMBERS
4-40
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
Fy = 46 ksi
Rectangular HSS
HSS6
HSS6x5x
Shape
1
/l6
1
0.349
0.291
0.233
0.174
0.116
24.9
21.2
17.3
13.3
9.00
/2
3
design’ *n ‘
0.465
WVft
31.7
P
c n
Design
3
E
**
(U
0
0
"S
0
0
■S
5
£
s
CT
S
>
Q
£
UJ
c
/8
Wn
3
/4
Wn
W
Wn
1
/l6
/8 C
Wn
w
<h P n
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
243
365
189
285
161
242
131
197
100
150
58.0
87.1
1
2
3
4
5
242
240
237
232
226
364
361
356
349
340
189
187
185
182
177
284
282
278
273
267
161
159
157
155
151
241
240
237
232
227
131
130
128
126
123
197
195
193
190
186
99.7
99.0
97.8
96.2
94.1
150
149
147
145
141
57.9
57.7
57.3
56.8
56.1
87.0
86.7
86.1
85.3
84.3
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
181175
169
162
154
91.7
88.8
85.7
82.3
78.6
138
134
129
124
118
55.2
54.2
53.1
51.8
50.3
83.0
81.5
79.8
77.8
75.6
11
12
13
14
15
174
163
152
141
130
261
245
228
212
196
138
130
122
113
105
207
195
183
171
158
118
112
105
97.8
90.9
178
168
157
147
137
97.4
92.0
86.5
80.9
75.3
146
138
130
122
113
74.7
70.7
66.6
62.4
58.2
112
106
100
93.7
87.4
48.6
46.6
44.4
42.0
39.6
73.1
70.0
66.7
63.2
59.5
16
17
18
19
20
119
109
98.9
89.1
80.4
180
164
149
134
121
97.0
89.0
81.2
73.7
66.5
146
134
122
111
99.9
84.0
77.2
70.6
64.3
58.1
126
116
106
96.6
87.3
69.7
64.3
58.9
53.8
48.7
105
96.6
88.6
80.8
73.2
54.0
49.9
45.8
41.9
38.1
81.1
74.9
68.9
63.0
57.3
37.1
34.5
31.8
29.1
26.6
55.8
51.8
47.7
43.8
40.0
21
22
23
24
25
72.9
66.5
60.8
55.9
51.5
110
99.9
91.4
83.9
77.4
60.3
54.9
50.3
46.2
42.6
90.6
82.6
75.6
69.4
64.0
52.7
48.0
43.9
40.4
37.2
79.2
72.2
66.0
60.7
55.9
44.2
40.3
36.9
33.8
31.2
66.4
60.5
55.4
50.9
46.9
34.6
31.5
28.8
26.5
24.4
52.0
47.4
43.3
39.8
36.7
24.1
22.0
20.1
18.5
17.0
36.2
33.0
30.2
27.7
25.6
26
27
28
29
30
47.6
44.1
41.0
38.3
35.7
71.5
66.3
61.7
57.5
53.7
39.3
36.5
33.9
31.6
29.5
59.1
54.8
51.0
47.5
44.4
34.4
31.9
29.6
27.6
25.8
51.7
47.9
44.6
41.5
38.8
28.8
26.7
24.9
23.2
21.7
43.3
40.2
37.4
34.8
32.6
22.6
20.9
19.4
18.1
16.9
33.9
31.4
29.2
27.3
25.5
15.7
14.6
13.6
12.6
11.8
23.6
21.9
20.4
19.0
17.8
c
>»
O)
Pn
5
Properties
A (in.2 )
Min. 4 )
/y (in.4 )
r r (m.)
8.81
41.1
30.8
1.16
1.87
6.88
33.9
25.5
1.15
1.92
c
ASD
LRFD
c = 1.67
0 (. - 0.90
5.85
29.6
22.3
1.15
1.95
4.77
24.7
18.7
1.15
1.98
Shape is slender for compression with F = 46 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
3.63
19.3
14.6
1.15
2.01
2.46
13.4
10.2
1.15
2.03
STEEL COMPRESSION—MEMBER SELECTION TABLES
4—41
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
py - 46 ksj
Rectangular HSS
HSS6x4x
Shape
1
3
/2
5
/8
design’
0.465
0.349
Wt/ft
28.3
22.3
Design
Effective length KL (ft) with respect to least radius of gyration ry
HSS6
1
/l6
0.291
pn l n c
$c n
15.6
P
1
/8C
/l6
0.174
0.233
19.1
P
3
/4
0.116
12.0
8.15
$c n
P
c
$c n
Pn'i\
Wn
P
n
P
n
c
Wn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
217
326
170
256
145
218
119
178
90.4
136
54.1
81.3
1
2
3
216
325
321
170
167
255
144
143
217
118
117
177
215
90.0
89.1
135
134
54.0
53.6
81.1
80.5
314
203
195
305
164
160
154
140
136
132
210
205
198
87.5
85.3
131
4
52.9
52.0
50.8
79.5
78.1
76.3
6
7
186
176
279
264
190
180
8
9
10
165
153
141
11
129
117
105
5
12
13
14
213
209
15
93.6
82.5
16
17
72.5
64.2
293
252
247
240
231
147
221
126
248
140
132
210
198
230
212
123
114
185
171
120
113
106
194
105
176
95.6
86.5
158
141
77.6
69.1
124
170
159
175
172
115
112
168
162
108
104
156
98.6
148
140
131
122
93.2
87.5
81.5
82.5
128
124
79.3
75.7
114
49.4
47.7
74.2
71.7
68.9
65.8
62.4
119
71.6
67.4
62.9
108
101
45.9
43.8
94.5
41.5
39.1
36.5
98.4
148
158
144
90.7
75.3
113
58.3
87.6
53.6
75.3
67.8
60.6
69.1
62.9
104
130
117
104
136
125
113
94.5
102
' 91.1
56.8
51.0
85.4
76.6
48.9
44.4
39.9
80.5
73.6
66.7
80.6
71.4
68.1
35.7
47.5
42.4
60.3
31.6
109
60.9
96.5
53.9
48.1
91.5
81.1
72.3
83.0
53.6
60.0
58.7
54.8
50.7
33.8
30.9
27.9
46.4
41.9
22.2
37.6
33.4
19.8
29.8
25.0
18
57.3
63.7
53.8
28.2
53.6
47.5
42.4
19
20
51.4
46.4
86.1
77.3
69.8
45.3
40.1
35.8
43.2
39.0
64.9
58.6
38.0
57.2
32.1
48.3
26.7
51.6
29.0
43.6
38.1
34.4
17.8
34.3
25.3
22.9
16.0
24.1
21
22
42.1
38.4
63.3
57.6
35.3
32.2
53.1
48.4
31.1
28.4
46.8
42.6
26.3
39.5
36.0
20.7
24.0
18.9
31.2
28.4
14.6
13.3
23
24
35.1
32.2
52.7
48.4
29.5
27.1
44.3
40.7
39.0
21.9
33.0
17.3
35.8
20.1
44.6
24.9
37.5
33.0
18.6
15.9
14.6
12.1
11.1
29.7
30.3
27.9
26.0
23.9
25
26.0
23.8
22.0
21.9
19.9
18.2
22.0
10.3
20.3
30.5
17.2
25.8
13.5
20.3
18.8
9.50
26
27
12.5
8.81
16.8
15.4
14.3
13.2
Properties
4 (in.2)
/Jin. 4)
/Jin. 4)
7.88
34.0
x/ r y
17.8
1.38
r y (in.)
1.50
r
6.18
5.26
28.3
14.9
24.8
13.2
1.38
1.55
1.37
1.58
4.30
20.9
3.28
16.4
11.1
8.76
1.37
1.37
1.61
c
ASD
LRFD
Q c =1.67
(j>c = 0.90
Shape is slender for compression with Fy = 46 ksi.
Note: Heavy line indicates Kl/r equal to or greater than 200.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1.63
2.23
11.4
6.15
1.36
1.66
4-42
DESIGN OF COMPRESSION MEMBERS
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
Fy — 46 ksi
Rectangular HSS
HSS6
HSS6x3x
Shape
1
/2
3
design’ *n -
0.465
0.349
WVft
24.9
/8
Effective length KL (ft) with respect to least radius of gyration ry
<k n
3
/4
0.233
16.9
P
$c n
1
/w
0.291
19.7
P
Design
5
13.9
Wn
P
c
<K n
n
1
/l6
/8C
0.174
0.116
10.7
8.15
P
w
Wn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
191
288
151
227
129
194
106
159
80.8
121
47.7
71.7
1
190
192
105
158
80.3
121
47.5
71.4
147
225
221
128
186
285
279
150
2
125
189
103
155
78.8
118
46.9
70.5
3
178
268
142
213
121
182
99.7
150
76.4
115
46.0
69.1
4
169
254
135
203
116
174
95.2
143
73.1
110
44.7
67.1
5
158
237
126
190
109
163
89.8
135
69.1
104
43.0
64.6
6
145
176
101
152
83.6
126
64.5
61.6
107
160
92.4
139
76.8
115
59.5
97.0
89.4
41.0
38.7
58.1
8
131
117
218
197
117
7
175
95.9
144
83.4
125
69.6
105
54.2
81.4
36.1
54.2
9
102
154
85.0
128
74.3
112
62.3
93.7
48.7
73.2
33.2
49.9
10
88.2
133
74.2
112
65.3
98.2
55.1
82.8
43.3
65.0
30.1
45.2
11
75.0
96.1
56.6
85.1
48.0
72.2
37.9
40.1
54.2
81.5
48.3
72.7
41.3
62.1
32.9
57.0
49.4
26.7
63.0
113
94.7
64.0
12
23.2
34.9
13
14
53.7
80.6
46.2
69.4
41.2
52.9
20.0
30.0
59.9
35.5
30.4
45.6
36.4
17.2
25.9
15
40.3
60.6
39.8
34.7
28.1
24.2
42.2
69.5
61.9
53.4
35.2
46.3
52.2
30.9
46.5
26.5
39.8
21.1
31.7
15.0
22.5
16
35.4
53.2
30.5
45.8
27.2
40.9
23.3
34.9
18.5
27.9
13.2
19.8
17
31.4
47.2
27.0
40.6
24.1
36.2
20.6
31.0
16.4
24.7
11.7
17.5
18
28.0
42.1
24.1
36.2
21.5
32.3
18.4
27.6
14.7
22.0
10.4
15.6
21.6
32.5
19.3
29.0
16.5
24.8
13.2
19.8
9.34
14.0
14.9
22.4
11.9
17.8
8.43
12.7
7.65
11.5
19
20
21
Properties
4 (in.2 )
6.95
5.48
4.68
3.84
2.93
2.00
Min. 4)
26.8
22.7
20.1
17.0
13.4
9.43
/,(in. 4)
(in.)
8.69
7.48
6.67
5.70
4.55
3.23
1.76
1.74
1.73
1.73
1.72
1.71
1.17
1.19
1.22
1.25
1.27
1.12
c
ASD
LRFD
Q c =1.67
<(>c = 0.90
Shape is slender for compression with Fy = 46 ksi.
Note: Heavy line indicates Kl/r equal to or greater than 200.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
STEEL COMPRESSION-MEMBER SELECTION TABLES
4—43
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
py - 46 ksi
Rectangular HSS
HSS5
HSS5x4x
Shape
1
3
/2
5
/8
1
/l6
3
/4
1
/l6
design’ *n '
0.465
0.349
0.291
0.233
0.174
WVft
24.9
19.7
16.9
13.9
10.7
Effective length KL (ft) with respect to least radius of gyration ry
\
<k n
Pn
c
$c n
W->- C
cP n
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
227
129
194
106
159
80.8
121
52.6
79.0
128
127
124
121
193
191
187
105
104
102
158
156
80.5
79.6
182
99.2
78.1
76.0
52.4
52.0
51.2
78.8
78.1
114
50.2
77.0
75.4
257
136
204
116
175
95.8
153
149
144
121
120
117
141
226
223
218
212
73.5
110
48.9
73.4
91.7
87.2
82.2
138
131
124
106
47.3
71.1
45.4
43.4
40.9
129
116
107
101
95.2
89.3
68.3
65.2
76.9
71.3
70.5
67.1
63.4
59.4
55.3
83.1
38.2
61.5
57.3
98.7
90.2
51.0
76.7
35.3
53.1
46.8
42.5
38.4
34.4
70.3
32.5
29.6
48.8
44.5
26.8
24.1
40.3
36.2
30.5
45.9
40.6
21.5
32.3
27.0
24.1
28.6
36.2
V
ASD
LRFD
ASD
LRFD
0
191
288
151
1
2
191
188
184
286
282
276
150
148
145
178
268
5
171
6
7
8
163
153
143
9
10
133
122
11
111
99.7
3
4
12
7.30
p
p
'A
c
0.116
V
W
Pn
Design
P
244
130
195
111
167
230
215
199
123
115
107
185
106
173
161
183
99.1
149
99.4
92.7
85.8
159
149
139
166
90.7
82.3
136
124
78.8
118
65.7
150
134
71.8
74.1
64.8
60.0
54.4
118
104
66.1
58.5
111
99.4
108
97.5
58.1
51.6
87.3
87.9
77.6
48.9
43.7
77.2
68.4
45.5
40.3
68.3
35.9
32.2
30.5
27.3
24.7
41.1
37.1
21.6
32.5
19.1
17.0
15.3
29.1
54.0
48.4
43.7
58.0
51.3
45.8
19.5
29.4
13.8
25.5
22.9
20.7
33.6
30.7
17.7
16.1
12.5
11.4
18.8
17.1
28.1
25.8
14.8
13.6
26.6
24.3
22.2
10.4
9.56
8.81
15.6
14.4
13.2
8.14
12.2
7.55
11.4
13
14
78.8
15
68.9
16
17
60.6
53.7
91.1
51.4
80.7
18
47.9
19
20
43.0
38.8
72.0
64.6
45.5
40.6
36.4
58.3
32.9
61.0
54.8
49.4
21
22
35.2
32.1
52.9
48.2
44.8
26.4
39.7
22.4
29.3
26.9
44.1
40.8
37.4
24.0
22.0
36.1
23
24
29.8
27.2
24.9
34.3
20.2
18.6
33.1
30.4
20.4
18.7
17.1
28.0
15.8
23.7
12.5
20.4
18.8
14.6
22.0
11.6
17.4
89.0
/8 C
40.5
22.8
21.0
25
31.6
60.5
26
27
38.6
34.2
81.8
73.5
65.6
63.9
57.7
51.7
Properties
A (in. 2)
(Jin. 4)
/Jin. 4)
rr (in.)
5.48
6.95
21.2
14.9
1.19
1.46
ASD
LRFD
Q c =1.67
(|)c = 0.90
17.9
12.6
4.68
15.8
3.84
13.4
11.1
1.19
1.52
1.19
1.54
9.46
1.19
1.57
c
Shape is slender for compression with Fy = 46 ksi.
Note: Heavy line indicates Kl/r equal to or greater than 200.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
2.93
10.6
7.48
1.19
1.60
2.00
7.42
5.27
1.19
1.62
4
DESIGN OF COMPRESSION MEMBERS
4
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
Fy — 46 ksi
Rectangular HSS
HSS5
HSS5x3x
Shape
3
V2
5
/8
/l6
V4
3
1
/8C
/l6
design’ i r 1 .
0.465
0.349
0.291
0.233
0.174
0.116
WVft
21.5
17.2
14.8
12.2
9.43
6.45
W,
Effective length KL (ft) with respect to least radius of gyration ry
Design
w
Vn
W,
Wn
p
<tc a
W.
Wn
<>c p n
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
166
249
132
198
113
170
92.9
140
71.2
107
46.2
69.4
1
164
247
131
197
112
169
92.2
139
70.7
69.1
160
241
128
192
110
165
90.4
136
69.4
106
104
46.0
2
45.3
68.1
3
154
232
123
185
106
159
87.3
131
67.2
101
44.2
66.5
4
146
219
117
176
101
151
83.3
125
64.2
96.4
42.8
64.3
5
135
203
109
164
94.6
142
78.4
118
60.5
91.0
40.9
61.5
6
124
186
101
152
87.5
131
72.7
109
56.3
84.7
38.6
58.1
7
111
167
91.6
138
120
66.6
100
51.8
77.8
35.9
53.9
8
98.6
148
82.0
123
79.8
71.7
108
60.1
90.4
47.0
70.6
32.7
49.1
9
85.9
129
72.2
109
63.6
95.5
53.6
80.5
42.1
63.2
29.4
44.2
10
73.6
111
62.7
94.3
55.5
83.5
47.1
70.8
37.2
55.9
26.1
39.2
48.7
22.9
34.4
11
61.9
93.1
53.7
80.7
47.9
71.9
40.8
61.4
32.4
12
52.0
78.2
45.3
68.0
40.6
61.0
34.9
52.4
27.9
42.0
19.8
29.8
13
44.3
38.6
58.0
34.6
52.0
29.7
44.6
23.8
25.5
38.2
33.3
50.0
29.8
44.8
25.6
38.5
20.5
35.8
30.8
17.0
14
66.6
57.4
15
33.3
50.0
29.0
43.6
26.0
39.0
22.3
33.5
17.9
26.9
14.6
12.7
19.2
16
29.3
44.0
25.5
38.3
22.8
34.3
19.6
29.5
15.7
23.6
11.2
16.8
17
25.9
39.0
22.6
33.9
20.2
30.4
17.4
26.1
13.9
20.9
9.92
14.9
18
23.1
34.8
20.1
30.2
18.0
27.1
15.5
23.3
12.4
18.7
8.85
13.3
18.1
27.1
16.2
24.3
13.9
20.9
11.1
16.7
7.95
11.9
10.1
15.1
7.17
10.8
19
20
22.0
Properties
A, (in.2)
/Jin. 4)
4
/Jin. )
r, (in.)
6.02
4.78
4.10
3.37
2.58
1.77
16.4
14.1
12.6
10.7
8.53
6.03
7.18
6.25
5.60
4.81
3.85
2.75
1.51
1.50
1.50
1.49
1.49
1.48
1.14
1.17
1.19
1.22
1.25
1.09
ASD
LRFD
Q c =1.67
<|)r -- 0.90
c
Shape is slender for compression with Fy - 46 ksi.
Note: Heavy line indicates Kl/r equal to or greater than 200.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
STEEL COMPRESSION—MEMBER SELECTION TABLES
4 45
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
py - 46 ksi
Rectangular HSS
HSS5x2 1/ 2 x
Shape
1
3
/4
/l6
design’
0.174
Wt/ft
11.3
8.79
P
HSS4x3x
1
0.233
5
/8
/l6
V4
0.116
0.291
0.233
6.02
14.6
12.7
10.5
P
P
c
<>c n
P
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
43.0
64.6
113
169
96.9
146
80.0
120
98.9
42.7
64.2
112
168
96.2
145
79.4
119
96.2
41.9
63.0
109
164
94.0
141
77.7
117
$c n
W
ASD
LRFD
ASD
LRFD
ASD
86.4
130
66.4
99.8
1
85.6
129
65.8
2
83.1
125
64.0
0
/8
3
C
0.349
Wc
Design
Effective length KL (ft) with respect to least radius of gyration ry
HSS5-HSS4
w
n
n
c
Wn
P
n
c
Wn
3
79.2
119
61.1
91.9
40.5
60.9
105
158
90.5
136
75.0
113
4
74.0
111
57.3
86.1
38.6
58.0
99.2
149
85.9
129
71.3
107
5
67.8
102
52.7
79.3
36.2
54.5
92.4
139
80.3
121
66.9
100
6
7
60.9
91.6
47.6
71.6
33.2
49.9
84.7
127
73.9
111
61.8
80.7
42.3
63.5
29.6
44.5
76.4
115
67.0
101
56.3
92.8
84.6
8
53.7
46.4
69.8
36.8
55.3
25.9
39.0
67.9
102
59.8
89.9
50.5
75.9
9
39.4
59.2
31.5
47.3
22.3
59.4
89.2
52.6
79.1
44.7
67.2
10
32.7
49.1
26.4
39.7
18.9
33.6
28.4
51.1
76.8
45.6
68.6
39.0
58.6
11
27.0
40.6
21.8
32.8
15.7
23.6
43.2
65.0
39.0
58.5
33.5
50.4
12
22.7
34.1
18.4
27.6
13.2
19.9
36.3
54.6
32.8
49.3
28.4
42.6
13
19.3
16.7
29.1
25.1
15.6
23.5
11.3
16.9
24.1
20.8
31.3
15
14.5
21.8
11.7
17.7
9.71 - 14.6
12.7
8.46
42.0
36.2
36.3
20.3
46.5
40.1
24.2
13.5
31.0
26.7
27.9
14
23.3
35.0
21.0
31.5
18.2
27.3
16
12.8
19.2
10.3
15.5
7.43
11.2
20.4
30.7
18.4
27.7
16.0
24.0
9.15
13.7
6.58
9.90
18.1
27.2
16.3
24.6
14.1
21.3
16.1
24.3
14.6
21.9
12.6
19.0
11.3
17.0
17
18
19
Properties
Ag (in. 2)
4
4 (in. )
//in. 4)
r, (in.)
3.14
2.41
1.65
4.09
3.52
2.91
9.40
7.51
5.34
7.93
7.14
6.15
3.13
2.53
1.82
5.01
4.52
3.91
1.73
1.72
1.71
1.26
1.26
1.25
0.999
1.02
1.05
1.11
1.13
1.16
c
Shape is slender for compression with Fy = 46 ksi.
Note: Heavy line indicates Kl/r equal to or greater than 200.
ASD
LRFD
Q c =1.67
(|)c = 0.90
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
DESIGN OF COMPRESSION MEMBERS
4-46
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
Fy
~ 46 ksl
Rectangular HSS
HSS4
HSS4x2 1/2X
HSS4x3x
Shape
3
1
/l6
design’
0.174
WVft
8.15
Pn
0.349
0.116
13.4
5.60
1
/l6
3
/4
/ie
0.291
0.233
0.174
11.6
9.63
7.51
P
P
P
5
/8
$c n
<h n
c
c n
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
61.6
92.6
42.3
63.6
103
155
88.9
134
73.6
111
56.8
85.4
1
61.2
92.0
42.0
63.2
102
153
87.9
132
72.9
109
56.3
84.6
2
59.9
90.1
41.2
61.9
98.3
148
85.1
70.6
106
54.7
82.2
3
4
57.9
87.1
39.9
59.9
92.9
140
80.6
128
121
67.1
101
52.1
78.3
55.2
83.0
38.1
57.2
85.7
129
74.8
112
62.5
93.9
48.7
73.1
5
51.9
78.0
35.9
53.9
77.4
116
67.8
102
57.0
85.6
44.6
67.0
6
48.1
50.2
68.3
103
60.2
90.5
40.1
60.2
30.7
46.1
58.8
88.4
52.4
78.7
50.9
44.6
76.5
44.0
72.3
66.2
33.4
7
67.0
35.3
53.1
8
39.7
59.7
27.8
41.8
49.6
74.5
44.5
66.9
38.2
57.5
30.5
45.9
9
35.3
53.1
24.8
37.3
40.9
61.4
37.1
55.7
32.1
48.3
25.9
38.9
10
31.0
46.6
21.9
33.0
33.1
49.8
30.2
45.4
26.4
39.7
21.5
32.3
26.7
Design
Effective length KL (ft) with respect to least radius of gyration ry
3
/8
Wn
11
26.9
40.4
19.1
28.7
27.4
41.1
25.0
37.5
21.8
32.8
17.8
12
22.9
34.4
16.4
24.7
23.0
34.6
21.0
31.5
18.3
27.6
14.9
22.5
13
14
19.5
29.3
14.0
21.0
19.6
15.6
23.5
12.7
19.1
25.3
12.1
18.1
23.2
13.5
20.2
11.0
16.5
15
14.6
22.0
10.5
15.8
16.9
14.7
17.9
15.4
26.9
16.8
29.5
25.4
22.1
13.4
20.2
11.7
17.6
9.56
14.4
10.3
15.5
8.40
12.6
16
12.9
19.3
9.24
13.9
17
11.4
17.1
8.18
12.3
18
10.2
15.3
7.30
11.0
19
9.13
13.7
6.55
9.84
5.91
8.88
20
Properties
A, (in.2 )
4
Mi"- )
/y (in 4)
(A,
r, (in.)
2.24
1.54
3.74
3.23
2.67
2.06
4.93
3.52
6.77
6.13
5.32
4.30
3.16
2.27
3.17
2.89
2.53
2.06
1.25
1.25
1.46
1.46
1.45
1.44
1.19
1.21
0.922
0.947
0.973
0.999
ASD
LRFD
Q c =1.67
0 C =O.9O
Note: Heavy line indicates Kl/r equal to or greater than 200.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
STEEL COMPRESSION—MEMBER SELECTION TABLES
4-47
Table 4-3 (continued)
Available Strength in
Axial Compression, kips
Fy - 46 ksi
Rectangular HSS
HSS4x2 1/2*
Shape
HSS4x2x
/8
3
design’
0.116
0.349
WVft
5.17
12.1
1
Vo
Design
5
/8
Wh
/l6
1
0.291
10.5
P
$c n
/l6
1
0.233
0.174
0.116
8.78
6.87
4.75
P
Wc
3
/4
$c n
Wn
/8
Wc <W> WK
$c P n
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
39.1
58.8
93.3
140
80.8
122
67.2
101
52.0
78.2
35.9
54.0
1
38.7
58.2
91.6
138
79.5
119
51.3
77.0
35.4
53.2
37.7
56.6
86.7
130
75.5
113
66.1
63.0
99.4
2
94.7
49.0
73.7
33.9
51.0
36.0
54.1
79.2
119
69.3
104
58.2
87.4
45.5
68.3
31.6
47.5
69.7
105
61.5
92.5
52.0
78.2
40.9
61.5
28.7
43.1
59.1
88.9
52.8
79.3
45.1
67.7
35.8
53.8
25.3
38.0
32.5
27.1
3
Effective length KL (ft) with respect to least radius of gyration ry
HSS4
4
33.7
50.7
5
31.1
46.7
6
28.1
42.2
48.4
72.8
43.8
65.8
30.4
45.6
21.6
24.9
37.4
38.2
57.4
35.0
52.7
37.8
30.7
56.8
7
46.2
25.0
37.6
18.0
8
21.7
32.6
29.4
44.1
27.2
40.9
24.1
36.2
19.9
30.0
14.6
22.0
9
18.5
27.9
23.2
34.9
21.5
32.3
19.1
28.6
15.8
23.7
11.6
17.4
10
15.6
23.4
18.8
28.2
17.4
26.1
15.4
23.2
12.8
19.2
9.38
14.1
11
12.9
19.4
15.5
23.3
14.4
21.6
10.5
15.9
7.75
11.6
10.8
16.3
13.0
19.6
12.1
18.2
12.8
10.7
19.2
12
16.1
8.86
13.3
6.51
9.79
13
14
9.22
13.9
7.55
11.3
5.55
8.34
7.95
12.0
15
6.93
10.4
16
6.09
9.15
17
5.39
8.11
Properties
Ag (in. 2)
1.42
3.39
2.94
2.44
1.89
4 (in.4)
(y (in.4)
3.09
5.60
5.13
4.49
3.66
2.65
1.49
1.80
1.67
1.48
1.22
0.898
1.44
1.76
1.75
1.74
1.73
1.72
1.03
0.729
0.754
0.779
0.804
0.830
r, (in.)
ASD
LRFD
Q c =1.67
0 C =O.9O
Note: Heavy line indicates Kl/r equal to or greater than 200.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
1.30
4-48
DESIGN OF COMPRESSION MEMBERS
Table 4-4
Available Strength in
Axial Compression, kips
HSS16x16x
Shape
design’ *
1
WVft
Effective length KL (ft) with respect to least radius of gyration ry
3
~
/2
HSS14x14x
5
C
0.465
0.349
103
78.4
65.8
w
/8
5
/8
1
/2
w
0.581
0.465
0.349
110
89.6
68.2
C
/l6
0.291
Design
I
y — 4g i cj
Square HSS
HSS16-HS,S14
0,
p
P„M C
Wn
PJV'
Wn
W
<hPn
Wn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
781
1170
521
783
380
571
835
1260
678
1020
499
750
6
7
8
9
10
774
771
769
765
762
1160
1160
1160
1150
1150
518
518
516
515
514
779
778
776
774
772
378
378
377
376
376
569
568
567
566
564
825
822
818
813
808
1240
1240
1230
1220
1210
670
668
664
661
657
1010
1000
998
993
987
495
494
492
490
488
744
742
740
737
734
11
12
13
14
15
758
754
749
744
739
1140
1130
1130
1120
1110
512
511
509
507
505
770
768
765
762
759
375
374
373
371
370
563
562
560
558
556
803
797
790
783
776
1210
1200
1190
1180
1170
652
647
642
637
631
980
973
965
957
948
486
484
481
478
475
731
727
723
719
715
16
17
18
19
20
733
728
721
715
708
1100
1090
1080
1070
1060
503
500
498
495
492
755
752
748
744
740
369
367
366
364
-363
554
552
550
547
545
768
760
751
742
733
1150
1140
1130
1120
1100
625
618
611
604
596
939
929
919
908
896
472
469
465
461
455
710
704
699
693
684
21
22
23
24
25
701
694
686
679
670
1050
1040
1030
1020
1010
489
486
483
479
476
735
731
726
720
715
361
359
357
355
353
542
539
536
533
530
723
713
702
691
680
1090
1070
1060
1040
1020
589
581
572
564
555
885
873
860
847
834
449
443
437
431
424
675
666
657
647
637
26
27
28
29
30
662
654
645
636
627
995
983
970
956
943
472
468
464
460
456
709
704
698
691
685
350
348
346
343
340
527
523
520
516
512
669
658
646
634
622
1010
988
971
953
935
546
537
527
518
508
820
807
792
778
764
417
410
403
396
389
627
617
606
596
585
32
34
36
38
40
608
589
570
549
529
915
886
856
826
795
446
437
426
415
403
671
656
640
624
606
335
329
323
316
309
503
494
485
475
464
597
572
546
520
494
897
859
821
782
743
488
468
447
427
406
734
703
672
641
610
374
359
343
328
312
562
539
516
493
469
Properties
2
A (in. )
/,= / (in.4)
r,= r y (in.4)
28.3
1130
6.31
ASD
LRFD
Q c =1.67
(J)c = 0.90
21.5
873
6.37
c
18.1
739
6.39
30.3
897
5.44
Shape is slender for compression with F = 46 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
24.6
743
5.49
18.7
577
5.55
STEEL COMPRESSION—MEMBER SELECTION TABLES
4-49
Table 4-4 (continued)
Available Strength in
"
Axial Compression, kips
Fy - 46 ksi
HS S14-HSS12
Square HSS
HSS14x14x
HSS12x12x
Shape
5
/l6
5
C
1
/8
3
/2
5
/8
/l6 C
1
/4 C
design’ * -
0.291
0.581
0.465
0.349
0.291
0.233
WVft
57.3
93.1
75.9
58.0
48.8
39.4
n
P
w,
W
P„in c
§c n
w
$c Pn
W
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
707
1060
576
865
439
660
350
526
240
549
547
546
544
543
696
691
687
682
676
1050
1040
1030
1020
1020
567
563
560
555
551
852
847
841
835
828
433
430
427
424
421
650
647
642
638
632
347
345
344
342
341
521
519
517
515
512
238
237
236
236
235
541
1010
995
984
972
960
546
540
534
528
521
820
812
803
793
783
417
413
408
404
627
621
614
607
531
669
662
655
647
638
399
599
339
336
334
331
328
509
505
502
498
494
233
232
231
230
228
351
349
347
344
342
528
630
525
521
620
610
600
590
946
932
917
902
886
772
514
761
506
750
499
491
737
482 ■ 725
393
388
382
376
370
591
583
574
565
555
325
322
319
315
311
489
484
226
225
223
221
219
21
22
23
24
25
339
337
334
331
328
510
506
502
497
492
579
568
556
544
474
465
455
446
436
712
698
685
670
656
363
356
350
342
335
546
536
525
515
504
306
300
295
289
283
460
451
443
434
533
870
853
836
818
800
26
27
28
29
30
324
321
317
314
310
487
482
477
471
465
520
508
495
483
470
782
763
745
726
706
427
417
407
397
386
641
626
611
596
581
328
321
313
305
298
493
482
470
459
447
277
271
264
258
251
416
407
397
388
378
204
201
198
195
192
32
34
36
38
40
302
293
284
274
263
453
440
426
411
396
444
419
393
367
342
668
629
590
552
514
366
345
324
304
283
550
519
487
456
426
282
267
251
235
220
424
238
225
212
199
186
358
339
319
300
280
185
177
170
161
152
w
§c n
Wc
ASD
LRFD
ASD
0
367
552
6
7
8
9
10
365
364
363
362
361
11
12
13
14
15
360
358
357
355
353
538
536
534
16
17
18
19
20
Design
Effective length KL (ft) with respect to least radius of gyration ry
P
518
514
401
377
354
331
479
474
468
425
$c Pn
217
214
212
209
207
Properties
2
4 (in. )
/X = / J i n 4)
/-x = r v (in.4)
15.7
490
5.58
ASD
LRFD
Q c =1.67
(|)c = 0.90
25.7
548
4.62
c
20.9
457
4.68
16.0
357
4.73
Shape is slender for compression with F y = 46 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
13.4
304
4.76
10.8
248
4.79
4-50
DESIGN OF COMPRESSION MEMBERS
Table 4-4 (continued)
Available Strength in
Axial Compression, kips
HSS12-HS!510
Square HSS
HSS12x12x
Shape
3
/l6
HSS10x10x
5
C
design’
0.174
WVft
29.8
1
/8
0.581
76.1
62.3
P
P
3
/2
0.465
p
5
/8
1
/l6
0.349
0.291
47.8
40.3
/4 C
0.233
32.6
P
$c Pn
„/a c
Wn
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
473
711
362
545
305
459
228
342
850
842
834
824
814
462
458
454
449
443
695
689
682
675
666
354
351
348
344
340
533
528
523
518
511
299
296
293
290
287
449
445
441
436
431
224
223
222
221
219
337
336
334
331
329
534
526
517
508
498
803
790
777
763
749
437
431
424
417
409
657
648
637
626
614
336
331
326
320
314
505
497
490
481
473
283
279
275
270
265
426
419
413
406
399
217
215
213
211
208
326
323
320
316
313
205
204
202
201
200
488
477
466
455
443
733
717
701
683
666
401
392
383
374
365
602
589
576
562
548
308
302
295
289
282
463
454
444
434
423
260
255
250
244
238
391
383
375
366
358
205
202
199
196
193
309
304
300
295
289
132
131
130
129
128
198
197
195
194
192
431
419
406
394
381
648
629
611
592
573
355
345
335
325
315
534
519
504
489
474
274
267
260
252
244
412
401
390
379
367
232
226
220
213
207
349
339
330
321
311
188
183
178
173
168
283
276
268
261
253
26
27
28
29
30
127
125
124
123
121
190
188
186
184
182
368
355
343
330
317
554
534
515
496
476
305
295
284
274
264
458
443
427
412
396
236
229
221
213
205
355
344
332
320
309
200
194
187
181
174
301
291
282
272
262
163
158
153
147
142
245
237
229
221
214
32
34
36
38
40
118
115
111
108
104
178
173
167
162
156
292
267
243
220
198
439
401
366
331
298
243
223
204
185
167
366
335
306
278
251
190
175
160
146
132
285
262
240
219
198
161
149
136
124
112
242
223
205
187
169
132
121
111
102
92.2
198
182
167
153
139
w
$c n
ASD
LRFD
ASD
LRFD
ASD
0
142
214
579
870
6
7
8
9
10
141
141
141
140
140
212
212
211
211
210
565
560
555
548
542
11
12
13
14
15
139
139
138
138
137
209
209
208
207
206
16
17
18
19
20
136
136
135
134
133
21
22
23
24
25
Design
Effective length KL (ft) with respect to least radius of gyration ry
p _ 4c ks j
y
<k n
Wn
®c n
Properties
2
A (in. )
4 = Min. 4)
r,= r v (in.4)
8.15
189
4.82
ASD
LRFD
Q c =1.67
<|)c = 0.90
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.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
11.1
172
3.94
8.96
141
3.97
STEEL COMPRESSION—MEMBER SELECTION TABLES
4-51
Table 4-4 (continued)
Available Strength in
Axial Compression, kips
Fy = 46 ksi
HJ>S10-HSS9
Square HSS
HSS10x10x
Shape
3
/l6
HSS9x9x
5
C
1
/8
3
/2
5
/8
1
/4C
/l6
design’ * -
0.174
0.581
0.465
0.349
0.291
0.233
WVft
24.7
67.6
55.5
42.7
36.0
29.2
n
$>cP n
Effective length KL (ft) with respect to least radius of gyration ry
Design
4>cpl> W
Wn
P
n
c
w
$c P n
pn l
$c P n
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
137
206
515
774
422
634
324
487
273
411
219
330
6
7
8
9
10
136
135
135
134
133
204
203
203
202
200
500
494
488
481
473
751
743
734
723
712
410
405
401
395
389
616
609
602
594
585
315
312
308
304
299
473
469
463
457
450
266
263
260
257
253
399
395
391
386
380
215
213
211
208
205
323
320
317
313
308
11
12
13
14
15
133
132
131
130
129
199
198
196
195
193
465
456
447
437
426
699
686
672
657
641
382
375
368
360
351
575
564
553
541
528
295
289
284
278
271
443
435
426
417
408
'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
415
404
392
380
368
624
607
590
572
553
343
334
324
315
305 .
515
501
487
473
458
265
258
251
244
236
398
388
377
367
355
224
218
213
207
200
337
328
319
310
301
182
177
173
168
163
273
267
260
252
245
21
22
23
24
25
120
118
117
115
113
180
178
175
172
169
356
343
330
317
305
534
515
496
477
458
295
285
274
264
254
443
428
413
397
382
229
221
214
206
198
344
333
321
309
298
194
188
181
175
168
292
282
273
263
253
158
153
148
143
137
237
230
222
214
206
26
27
28
29
30
111
108
106
104
101
166
163
159
156
152
292
279
267
254
242
439
420
401
382
363
244
233
223
213
203
366
351
335
320
305
190
183
175
167
160
286
274
263
251
240
162
155
149
142
136
243
233
224
214
204
132
127
122
116
111
199
191
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
327
293
261
234
211
184
165
147
132
119
276
248
221
198
179
145
130
117
105
94.4
217
196
175
157
142
124
112
99.9
89.6
80.9
186
168
150
135
122
101
91.6
82.1
73.7
66.5
152
138
123
111
100
Properties
(in.2)
/x = /y (in.4)
rx = r F (in.4)
6.76
108
4.00
ASD
LRFD
Q c = 1.67
(J)c = 0.90
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.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
9.92
124
3.54
8.03
102
3.56
DESIGN OF COMPRESSION MEMBERS
4-52
Table 4-4 (continued)
Available Strength in
Axial Compression, kips
HSS9-HSS8
Square HSS
HSS9x9x
Shape
Fy = 46 ksi
3
/l6
C
HSS8x8x
1
/8
5
C
1
/8
3
/2
5
/8
/l6
design’ ’ *
0.174
0.116
0.581
0.465
0.349
0.291
Wt/ft
22.2
15.0
59.1
48.7
37.6
31.8
n
Effective length KL (ft) with respect to least radius of gyration ry
Pn
W
c
Pn
Design
Pn
c
Wn
Pn
c
<h P n
Pnlac
c
Pn
Vn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
134
201
64.3
96.7
451
678
371
557
286
429
241
362
6
7
8
9
10
132
131
131
130
129
198
197
196
195
193
63.8
63.6
63.3
434
428
421
413
405
652
643
632
63.0
62.7
95.8
95.5
95.2
94.8
94.3
621
608
357
352
347
341
334
537
529
521
512
502
275
272
268
263
258
414
409
402
396
388
233
230
226
223
218
350
345
340
335
328
11
12
13
14
15
128
126
125
124
122
192
190
188
186
184
62.4
62.0
61.6
61.2
60.7
93.8
93.2
92.6
91.9
91.2
395
386
375
365
353
594
580
564
548
531
327
319
311
302
293
491'
479
467
454
440
253
247
241
234
228
380
371
362
352
342
214
209
204
199
193
322
314
307
299
290
16
17
18
19
20
121
119
117
115
113
181
179
176
173
170
60.2
59.6
59.1
58.4
57.8
90.5
89.6
88.8
87.8
86.8
342
330
317
305
292
513
495
477
458
439
284
274
264
254
244
426
412
397
382
367
221
213
206
198
191
332
321
310
298
287
187
181
175
169
162
281
272
263
253
244
21
22
23
24
25
111
108
106
103
101
166
163
159
155
151
57.1
56.4
279
267
254
241
229
420
401
382
363
344
234
223
213
203
193
351
336
320
305
290
183
175
168
160
152
275
263
252
240
229
156
149
143
136
130
234
224
55.6
54.8
53.9
85.8
84.7
83.5
82.3
81.0
215
205
195
26
27
97.8
94.8
91.7
53.0
52.1
51.1
50.1
49.0
79.7
78.3
76.8
75.2
73.6
216
204
325
307
289
272
255
183
173
144
137
130
122
115
217
206
195
184
173
186
176
167
145
275
260
245
231
217
123
117
111
88.5
85.0
143
138
133
128
105
98.9
158
149
77.4
70.1
63.0
56.5
51.0
116
105
94.7
85.0
76.7
46.7
44.1
41.4
38.3
34.9
70.1
66.3
62.2
57.6
52.5
127
113
100
90.1
81.3
191
169
151
135
122
102
89.9
80.2
72.0
65.0
153
135
121
108
97.6
87.3
77.3
69.0
61.9
55.9
131
116
104
93.0
83.9
28
29
30
32
34
36
38
40
147
193
181
169
149
132
118
106
95.3
224
198
177
159
143
163
154
Properties
2
4.09
53.5
3.62
/% = / (in.4)
rx = r r (in. 4)
6.06
78.2
3.59
ASD
LRFD
Q c =1.67
<t>c = 0.90
Ag (in. )
c
16.4
146
2.99
13.5
125
3.04
Shape is slender for compression with F y = 46 ksi.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
10.4
100
3.10
8.76
85.6
3.13
STEEL COMPRESSION—MEMBER SELECTION TABLES
4 53
Table 4-4 (continued)
Available Strength in
~
Axial Compression, kips
Fy - 46 ksi
H SS8-HS.S7
Square HSS
HSS8x8x
Shape
1
3
/4
/l6
HSS7x7x
C
1
/8
C
5
/8
1
/2
3
/8
design’ * -
0.233
0.174
0.116
0.581
0.465
0.349
WVft
25.8
19.6
13.3
50.6
41.9
32.5
n
Pn
c
Effective length KL (ft) with respect to least radius of gyration ry
Design
Wn
Pn' ° c
Wn
w
'A
<w>
PA
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
0
196
294
130
195
63.1
94.9
387
582
319
480
247
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
62.3
62.0
61.7
61.3
60.9
93.7
93.2
92.7
92.2
91.5
367
360
353
344
334
552
542
530
517
503
304
298
292
285
278
457
448
439
429
418
235
231
227
222
216
11
12
13
14
15
174
170
166
162
157
261
255
249
243
236
121
119
117
182
179
177
174
170
60.4
59.9
59.3
58.7
58.0
90.8
90.0
89.1
88.2
87.2
324
314
303
291
279
488
472
455
437
419
'270
261
252
243
233
406
393
379
365
351
210
204
197
190
183
16
17
18
19
20
152
148
143
138
132
229
222
214
207
199
111
167
163
159
155
151
57.3
56.5
55.7
86.1
84.9
83.7
82.3
80.9
266
254
241
229
216
401
382
363
344
325
224
213
203
193
183
336
321
306
290
275
175
168
160
152
145
127
122
97.0
93.1
89.2
85.3
81.4
146
140
134
128
122
52.8
51.8
50.7
49.5
48.3
79.4
77.8
76.2
74.4
191
179
167
156
173
163
153
143
134
260
244
72.5
306
287
269
251
234
230
215
201
129
122
114
107
115
113
109
106
103
100
54.8
53.8
21
22
23
24
25
117
112
106
191
184
176
168
160
26
27
28
29
30
101
96.2
91.2
86.3
81.4
152
145
137
130
122
77.5
73.7
69.9
66.2
62.6
116
111
105
99.5
94.0
47.0
45.6
44.1
42.6
41.0
70.6
68.5
66.3
64.1
61.7
144
134
124
116
108
217
201
187
174
163
124
115
107
99.9
93.4
187
173
161
150
140
100
93.0
86.5
80.6
75.3
32
34
36
38
40
72.0
63.8
56.9
51.1
46.1
108
95.9
85.5
76.8
69.3
55.5
49.1
43.8
39.3
35.5
83.3
73.8
65.9
59.1
53.3
37.6
33.7
56.5
50.7
45.2
40.6
36.6
95.2
84.3
75.2
67.5
60.9
143
127
113
101
91.6
82.1
72.7
64.8
58.2
52.5
123
109
97.5
87.5
78.9
66.2
58.7
52.3
47.0
42.4
30.1
27.0
24.4
204
<>cP n
137
Properties
Ag (in. 2)
/x = A,(in.4)
rx = r k (in.4)
7.10
70.7
3.15
ASD
LRFD
Q c =1.67
0 C = 0.90
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.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
11.6
80.5
2.63
8.97
65.0
2.69
DESIGN OF COMPRESSION MEMBERS
4-54
Table 4-4 (continued)
Available Strength in
Axial Compression, kips
F y = 4 6 ksi
Square HSS
H SS7-HS!S6
HSS6x6x
HSS7x7x
Shape
5
1
5
1
/l6
V4
W
design’
0.291
0.233
0.174
0.116
0.581
0.465
Wt/ft
27.5
22.4
17.1
11.6
42.1
35.1
P
e
Effective length KL (ft) with respect to least radius of gyration ry
Design
$c Pn
P
n
c
Wn
p„la c
$c Pn
p„
/8
C
/8
e $c Pn P„M C
/2
w,
Wn
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
ASD
LRFD
0
209
314
170
255
124
187
61.6
92.6
323
485
268
403
6
7
8
9
10
199
196
192
188
183
300
295
289
283
276
162
160
156
153
149
244
240
235
230
225
120
119
118
116
114
181
179
177
174
171
60.4
60.0
59.5
90.8
90.1
89.4
58.9
58.3
88.5
87.6
300
292
283
273
263
451
439
426
411
395
250
244
237
229
221
376
366
356
344
332
11
12
13
14
15
178
173
168
162
156
268
260
252
243
234
145
141
137
132
127
219
212
206
199
191
111
107
104
101
97.0
166
161
156
151
146
57.6
56.8
55.9
55.0
54.0
86.5
85.3
84.0
82.6
81.1
240
228
216
203
378
361
343
324
306
212
202
193
183
173
318
304
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
168
161
153
93.3
89.5
85.6
81.7
77.8
140
134
129
123
117
52.9
51.7
50.5
49.2
47.8
79.5
77.8
75.9
73.9
71.8
191
178
166
154
142
287
268
249
163
152
142
132
123
244
229
214
199
184
21
22
176
167
157
148
139
96.4
91.2
86.1
81.1
76.1
145
137
129
122
114
73.9
70.0
66.2
62.4
111
46.3
44.7
23
24
25
117
111
105
98.3
92.2
43.0
41.2
39.3
69.5
67.2
64.6
61.9
59.1
130
119
109
100
92.2
196
179
164
150
139
113
104
95.2
87.5
80.6
170
156
143
131
121
26
27
28
29
30
86.2
80.3
74.7
69.6
65.1
130
121
112
105
97.8
71.3
66.6
61.9
57.7
54.0
107
100
93.1
86.8
81.1
55.0
51.4
47.9
44.7
41.7
82.7
77.3
72.0
67.1
62.7
37.4
35.3
33.0
30.8
28.8
56.1
53.0
49.7
46.3
43.3
85.2
79.0
73.5
68.5
64.0
128
119
110
103
96.2
74.5
69.1
64.3
59.9
56.0
112
104
96.6
90.0
84.1
32
34
36
38
40
57.2
50.7
86.0
76.2
67.9
61.0
55.0
47.4
71.3
63.1
56.3
50.5
45.6
36.7
32.5
29.0
26.0
23.5
55.1
48.8
43.6
39.1
35.3
25.3
22.4
20.0
17.9
16.2
38.0
33.7
30.0
27.0
24.3
56.3
49.8
44.5
84.6
74.9
66.8
49.2
43.6
38.9
73.9
65.5
58.4
45.2
40.6
36.6
42.0
37.5
33.6
30.4
58.6
105
99.4
93.7
88.1
252
231
213
Properties
4 (in. 2)
/,= /..(in. 4)
\=
6.17
46.5
2.75
(in. 4 )
7.59
56.1
2.72
ASD
LRFD
Q c =1.67
0 C =O.9O
4.67
36.0
2.77
3.16
24.8
2.80
c
Shape is slender for compression with Fy = 46 ksi.
Note: Heavy line indicates Kl/r equal to or greater than 200.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.
11.7
55.2
2.17
9.74
48.3
2.23
STEEL COMPRESSION—MEMBER SELECTION TABLES
4-55
__
Table 4-4 (continued)
Available Strength in
Axial Compression, kips
Fy - 46 ksi
HSS6
Square HSS
HSS6x6x
Shape
3
5
/8
/l6
design’
0.349
0.291
WVft
27.4
23.3
P
Design
E
LRFD
Wn
ASD
LRFD
ASD
LRFD
217
110
165
59.5
89.4
6
195
190
166
162
249
243
237
135
132
203
199
103
101
155
151
57.6
57.0
86.6
85.6
129
125
193
188
147
143
55.3
84.4
83.1
222
121
182
98.1
95.2
92.1
56.2
230
138
54.3
81.6
175
168
161
88.9
85.4
134
128
53.2
52.0
80.0
78.1
81.8
78.0
123
117
112
50.6
49.2
106
99.9
45.9
44.1
94.0
88.2
42.1
8
9
185
179
293
286
278
270
10
173
260
11
12
13
167
250
142
214
116
160
152
240
229
218
206
136
130
124
205
112
107
158
153
148
118
196
186
177
21
91.9
22
84.8
77.9
107
25
71.5
65.9
99.1
62.2
57.3
26
27
60.9
56.5
91.6
84.9
28
52.5
49.0
79.0
73.6
45.7
42.6
64.0
45.8
68.8
39.8
59.8
40.2
60.5
53.6
47.8
35.0
31.0
27.6
52.6
46.6
36
35.6
31.8
38
28.5
42.9
24.8
23
24
5
p„la c
LRFD
19
20
>
c n
144
18
5
c
ASD
130
122
S!
£
9.85
P
266
16
17
3
c
14.5
177
s
o
E
£
19.0
0.116
314
15
tn
0.174
209
ro
o
0.233
/8 C
ASD