SFD AISC 360 10

User Manual: SFD-AISC-360-10

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Steel Frame Design Manual
AISC 360-10

Steel Frame
Design Manual
AISC 360-10
For SAP2000®

ISO SAP102816M9 Rev. 0
Proudly developed in the United States of America

October 2016

Copyright
Copyright  Computers and Structures, Inc., 1978-2016
All rights reserved.
The CSI Logo® and SAP2000® are registered trademarks of Computers and Structures,
Inc. Watch & LearnTM is a trademark of Computers and Structures, Inc.
The computer program SAP2000® and all associated documentation are proprietary and
copyrighted products. Worldwide rights of ownership rest with Computers and
Structures, Inc. Unlicensed use of these programs or reproduction of documentation in
any form, without prior written authorization from Computers and Structures, Inc., is
explicitly prohibited.
No part of this publication may be reproduced or distributed in any form or by any
means, or stored in a database or retrieval system, without the prior explicit written
permission of the publisher.
Further information and copies of this documentation may be obtained from:
Computers and Structures, Inc.
www.csiamerica.com
info@csiamerica.com (for general information)
support@csiamerica.com (for technical support questions)

DISCLAIMER
CONSIDERABLE TIME, EFFORT AND EXPENSE HAVE GONE INTO THE
DEVELOPMENT AND DOCUMENTATION OF THIS SOFTWARE. HOWEVER,
THE USER ACCEPTS AND UNDERSTANDS THAT NO WARRANTY IS
EXPRESSED OR IMPLIED BY THE DEVELOPERS OR THE DISTRIBUTORS ON
THE ACCURACY OR THE RELIABILITY OF THIS PRODUCT.
THIS PRODUCT IS A PRACTICAL AND POWERFUL TOOL FOR STRUCTURAL
DESIGN. HOWEVER, THE USER MUST EXPLICITLY UNDERSTAND THE BASIC
ASSUMPTIONS OF THE SOFTWARE MODELING, ANALYSIS, AND DESIGN
ALGORITHMS AND COMPENSATE FOR THE ASPECTS THAT ARE NOT
ADDRESSED.
THE INFORMATION PRODUCED BY THE SOFTWARE MUST BE CHECKED BY
A QUALIFIED AND EXPERIENCED ENGINEER. THE ENGINEER MUST
INDEPENDENTLY VERIFY THE RESULTS AND TAKE PROFESSIONAL
RESPONSIBILITY FOR THE INFORMATION THAT IS USED.

Contents

Introduction
1.1

Load Combinations and Notional Loads

1-2

1.2

Stress Check

1-2

1.3

Direct Analysis Method vs. Effective Length Method

1-3

1.3.1
1.3.2

1-4
1-4

Effective Length Method
Direct Analysis Method

1.4

User Options

1-5

1.5

Non-Automated Items in Steel Frame Design

1-5

Design Algorithms
2.1

Check and Design Capability

2-1

2.2

Design and Check Stations

2-2

2.3

Demand/Capacity Ratios

2-3

Steel Frame Design AISC 360-10

2.4

Design Load Combinations

2-4

2.5

Second Order P-Delta Effects

2-5

2.6

Analysis Methods

2-6

2.7

Notional Load Patterns

2-10

2.8

Member Unsupported Lengths

2-11

2.9

Effects of Breaking a Member into Multiple Elements

2-12

2.10 Effective Length Factor (K)

2-14

2.11 Supported Framing Types

2-17

2.12 Continuity Plates

2-18

2.13 Doubler Plates

2-20

2.14 Choice of Units

2-21

Steel Frame Design Using ANSI/AISC 360-10
3.1

Notations

3-2

3.2

Design Loading Combinations

3-6

3.3

Classification of Sections for Local Buckling

3-9

3.4

Calculation of Factored Forces and Moments

3-18

3.5

Calculation of Nominal Strengths

3-22

3.5.1

3-23

Nominal Tensile Strength

Contents

3.5.2
3.5.3
3.5.4
3.5.5
3.6

Design of Members for Combined Forces
3.6.1
3.6.2
3.6.3
3.6.4

Nominal Compressive Strength
Nominal Flexure Strength
Nominal Shear Strength
Nominal Torsional Strength

Doubly and Singly Symmetric Members
Subjected to Flexure and Axial Compression
Doubly and Singly Symmetric Members
Subjected to Flexure and Axial Tension
Unsymmetric Members Subjected to Flexure
and Axial Force
Members Subject to Torsion, Flexure, Shear
and Axial Force

3-23
3-34
3-65
3-71
3-73
3-74
3-77
3-79
3-81

Special Seismic Provisions (ANSI/AISC 341-10)
4.1

Notations

4-2

4.2

Design Preferences

4-2

4.3

Overwrites

4-3

4.4

Supported Framing Types

4-3

4.5

Applicability of the Seismic Requirements

4-4

4.6

Design Load Combinations

4-4

4.7

Classification of Sections for Local Buckling

4-7

4.8

Special Check for Column Strength

4-11

4.9

Member Design

4-12

4.9.1
4.9.2
4.9.3

4-12
4-13
4-13

Ordinary Moment Frames (OMF)
Intermediate Moment Frame (IMF)
Special Moment Frames (SMF)

iii

Steel Frame Design AISC 360-10

4.9.4
4.9.5
4.9.6

Special Truss Moment Frames (STMF)
Ordinary Concentrically Braced Frames (OCBF)
Ordinary Concentrically Braced Frames from
Isolated Structures (OCBFI)
4.9.7 Special Concentrically Braced Frames (SCBF)
4.9.8 Eccentrically Braced Frames (EBF)
4.9.9 Buckling Restrained Braced Frames (BRBF)
4.9.10 Special Plate Shear Walls

4-15
4-16
4-17
4-21
4-23

4.10 Joint Design

4-23

4.10.1
4.10.2
4.10.3
4.10.4
4.10.5

4-23
4-30
4-34
4-37
4-40

Design of Continuity Plates
Design of Doubler Plates
Weak Beam Strong Column Measure
Evaluation of Beam Connection Shears
Evaluation of Brace Connection Forces

Appendix A P-Delta Effects
Appendix B Steel Frame Design Preferences
Appendix C Steel Frame Design Procedure Overwrites
Appendix D Interactive Steel Frame Design
Appendix E Analysis Sections vs. Design Sections
Appendix F Error and Warning Messages
Bibliography

4-14
4-14

Chapter 1
Introduction

The design/check of steel frames is seamlessly integrated within the program.
Initiation of the design process, along with control of various design parameters, is accomplished using the Design menu. Automated design at the object
level is available for any one of a number of user-selected design codes, as
long as the structures have first been modeled and analyzed by the program.
Model and analysis data, such as material properties and member forces, are
recovered directly from the model database, and are used in the design process
in accordance with the user defined or default design settings. As with all design applications, the user should carefully review all of the user options and
default settings to ensure that the design process is consistent with the user’s
expectations. The AISC 360-10 steel frame design options include the use of
the Direct Analysis Method. The software is well suited to make use of the Direct Analysis Method because it can capture the second-order P-Delta and P-δ
effects, provided the user specifies that a nonlinear P-Delta analysis be performed.
Chapter 2 addresses prerequisites related to modeling and analysis for a successful design in accordance with “AISC 360-10.” Chapter 3 provides detailed
descriptions of the specific requirements as implemented in “AISC 360-10.”
Chapter 4 provides detailed descriptions of the specific requirements for seismic loading as required by the specification in ANSI/AISC 341-10 code. The
appendices provide details on various topics referenced in this manual. The user also should review the AISC Direct Analysis Method Practical Guide.
1-1

Steel Frame Design AISC 360-10

1.1

Load Combinations and Notional Loads
The design is based on a set of user-specified loading combinations. However,
the program provides default load combinations for each supported design
code. If the default load combinations are acceptable, no definition of additional load combinations is required. The Direct Analysis Method requires that a
notional load, N = 0.002Yi , where Yi is the gravity load acting at level i, be
applied to account for the destabilizing effects associated with the initial imperfections and other conditions that may induce sway not explicitly modeled in
the structure. The user must be aware that notional loads must be defined and
assigned by the user. Currently, the software creates design combinations that
include notional loads and gravity loads only. If the user needs notional loads
that include combinations containing lateral loads, the user must define such
combinations manually. The automation of combinations, including notional
loads, is currently limited to gravity loads only. Design load combinations of
notional loads acting together with lateral loads currently are NOT automated
by the software.

1.2

Stress Check
Steel frame design/check consists of calculating the ﬂexural, axial, and shear
forces or stresses at several locations along the length of a member, and then
comparing those calculated values with acceptable limits. That comparison
produces a demand/capacity ratio, which typically should not exceed a value of
one if code requirements are to be satisfied. The program follows the same
review procedures whether it is checking a user-specified shape or a shape
selected by the program from a predefined list. The program also checks the
requirements for the beam-column capacity ratio, checks the capacity of the
panel zone, and calculates the doubler plate and continuity plate thickness, if
needed. The program does not do the connection design. However, it calculates
the design basis forces for connection design.
Program output can be presented graphically on the model, in tables for both
input and output data, or in calculation sheets prepared for each member. For
each presentation method, the output is in a format that allows the engineer to
quickly study the stress conditions that exist in the structure, and in the event
the member is not adequate, aid the engineer in taking appropriate remedial

1-2

Load Combinations and Notional Loads

Chapter 1 Introduction

measures, including altering the design member without re-running the entire
analysis.
The program supports a wide range of steel frame design codes, including
many national building codes. This manual is dedicated to the use of the menu
option “AISC 360-10.” This option covers the “ANSI/AISC 360-10 Specification for Structural Steel Buildings” (AISC 2010a, b), and the “ANSI/ AISC
341-10 Seismic Provisions for Structural Steel Buildings” (AISC 2010c) codes.
The implementation covers loading and load combinations from “ASCE/SEI
7-10 Minimum Design Loads for Buildings and Other Structures” (ASCE
2010), and also special requirements from “IBC 2012 International Building
Code” (IBC 2012). Both LRFD (Load and Resistance Factor Design) and ASD
(Allowable Strength Design) codes are included in this implementation under
the same AISC 360-10 code name. The LRFD and ASD are available as two
options in the program’s preferences feature. In both cases, the strengths are
calculated in the nominal levels. The phi (LRFD) and Omega (ADS) factors
are applied during calculation of demand/capacity ratios only. The design
codes supported under “AISC 360-10” are written in kip-inch units. All the associated equations and requirements have been implemented in the program in
kip-in units. The program has been enabled with unit conversion capability.
This allows the users to enjoy the flexibility of choosing any set of consistent
units during creating and editing models, exporting and importing the model
components, and reviewing the design results.

1.3

Direct Analysis Method vs. Effective Length
Method
The Direct Analysis Method described in AISC 360-10, Chapter C, is
substantially different from previous design methods supported by AISC. The
user should be knowledgeable about the Design for Stability (Chapter C)
requirements and the requirements pertaining to consideration of the geometric
imperfections, stiffness reductions, and the P-Δ and P-δ effects. Several
methods for consideration of the second-order effects are available to the users.
Each of these are described in detail in a subsequent section (see User Options
in this chapter) and in the Steel Frame Design Preferences, Appendix B of this
manual. Alternatively, if the user desires to use a more traditional design
Direct Analysis Method vs. Effective Length Method

1-3

Steel Frame Design AISC 360-10

method, the Effective Length method can be specified using the Design
Preferences.

1.3.1 Effective Length Method
For structures exhibiting small second-order effects, the effective length
method may be suitable. The effective length approach relies on two main
assumptions, namely, that the structural response is elastic and that all columns
buckle simultaneously. The effective length method also relies on a calibrated
approach to account for the differences between the actual member response
and the 2nd-order elastic analysis results. The calibration is necessary because
the 2nd-order elastic analysis does not account for the effects of distributed
yielding and geometric imperfections. Since the interaction equations used in
the effective length approach rely on the calibration corresponding to a 2ndorder elastic analysis of an idealized structure, the results are not likely
representative of the actual behavior of the structure. However, the results are
generally conservative. In the AISC 360-10 code, the effective length method
is allowed provided the member demands are determined using a second-order
analysis (either explicit or by amplified first-order analysis) and notional loads
are included in all gravity load combinations (AISC Appendix 7). K-factors
must be calculated to account for buckling (except for braced frames, or where
Δ2 /Δ1 ≤ 1.5, K = 1.0) (AISC App. 7.2).

1.3.2 Direct Analysis Method
The Direct Analysis Method is expected to more accurately determine the
internal forces of the structure, provided care is used in the selection of the
appropriate methods used to determine the second-order effects, notional load
effects and appropriate stiffness reduction factors as defined in AISC C2.
Additionally, the Direct Analysis Method does not use an effective length
factor other than K = 1.0. The rational behind the use of K = 1.0 is that proper
consideration of the second-order effects (P-∆ and P-δ), geometric
imperfections (using notional loads) and inelastic effects (applying stiffness
reductions) better accounts for the stability effects of a structure than the earlier
Effective Length methods.

1-4

Direct Analysis Method vs. Effective Length Method

Chapter 1 Introduction

1.4

User Options
In addition to offering ASD and LRFD design, the Design Options menu provides seven analysis methods for design, as follows:


General Second Order Elastic Analysis (AISC C1.2)



Second Order Analysis by Amplified First Order Analysis (AISC C1.2,
App. 7.2, App. 8.2)



Limited First Order Elastic Analysis (AISC C1.2, App. 7.3)



Direct Analysis Method with General Second Order Analysis and Variable
Factor Stiffness Reduction (AISC C1, C2)



Direct Analysis Method with General Second Order Analysis and Fixed
Factor Stiffness Reduction (AISC C1, C2)



Direct Analysis Method with Amplified First Order Analysis and Variable
Factor Stiffness Reduction (AISC C1, C2)



Direct Analysis Method with Amplified First Order Analysis and Fixed
Factor Stiffness Reduction (AISC C1, C2)

These options are explained in greater detail in Chapter 2. The first three options make use of the effective length approach to determine the effective
length factors, K. The four options available for the Direct Design Method differ in the use of a variable or fixed stiffness reduction factor and the method
used to capture the second-order effects. All four Direct Analysis Methods options use an effective length factor, K = 1.0.

1.5

Non-Automated Items in Steel Frame Design
Currently, the software does not automate the following:


Notional loads combinations that include lateral wind and quake loads



The validity of the analysis method. The user must verify the suitability of
the specified analysis method used under the User Options described in the

User Options

1-5

Steel Frame Design AISC 360-10

preceding sections. The AISC code requires, for instance, that the Direct
Analysis Method be used when a ratio of the second order displacements to
the first order displacements exceeds 1.5 (AISC C1.2, App. 7.2.1(2), App.
7.3.1(2)). This check currently must be performed by the user.


1-6

P-Δ analysis. Since many different codes are supported by the software and
not all require a P-Δ analysis, the user must specify that a P-Δ analysis be
performed during the analysis phase so that the proper member forces are
available for use in the design phase. See the AISC Direct Analysis Method
Practical Guide for additional information.

Non-Automated Items in Steel Frame Design

Chapter 2
Design Algorithms

This chapter provides an overview of the basic assumptions, design preconditions, and some of the design parameters that affect the design of steel frames.
For referring to pertinent sections of the corresponding code, a unique prefix is
assigned for each code.

2.1

•

Reference to the ANSI/AISC 360-10 code is identified with the prefix
“AISC.”

•

Reference to the ANSI/AISC 341-10 code is identified with the prefix
“AISC SEISMIC” or sometimes “SEISMIC” only.

•

Reference to the ASCE/SEI 7-10 code is identified with the prefix
“ASCE.”

•

Reference to the IBC 2012 code is identified with the prefix “IBC.”

Check and Design Capability
The program has the ability to check adequacy of a section (shape) in accordance with the requirements of the selected design code. Also the program can
automatically choose (i.e., design) the optimal (i.e., least weight) sections from
a predefined list that satisfies the design requirements.

2-1

Steel Frame Design AISC 360-10

To check adequacy of a section, the program checks the demand/capacity (D/C) ratios at a predefined number of stations for each design load combination. It calculates the envelope of the D/C ratios. It also checks the other requirements on a pass
or fail basis. If the capacity ratio remains less than or equal to the D/C ratio limit,
which is a number close to 1.0, and if the section passes all the special requirements, the section is considered to be adequate, else the section is considered to be
failed. The D/C ratio limit is taken as 0.95 by default. However, this value can be
overwritten in the Preferences (see Chapter 3).
To choose (design) the optional section from a predefined list, the program first
orders the list of sections in increasing order of weight per unit length. Then it
starts checking each section from the ordered list, starting with the one with
least weight. The procedure of checking each section in this list is exactly the
same as described in the preceding paragraph. The program will evaluate each
section in the list until it finds the least weight section that passes the code
checks. If no section in the list is acceptable, the program will use the heaviest
section but flag it as being overstressed.
To check adequacy of an individual section, the user must assign the section
using the Assign menu. In that case, both the analysis and design sections will
be changed.
To choose the optimal section, the user must first define a list of steel sections,
the Auto Select sections list. The user must next assign this list, in the same
manner as any other section assignment, to the frame members to be optimized. The program will use the median section by weight when doing the initial analysis. Check the program Help for more information about defining and
assigning Auto Select Section lists.

2.2

Design and Check Stations
For each design combination, steel frame members (beams, columns, and
braces) are designed (optimized) or checked at a number of locations (stations)
along the length of the object. The stations are located at equally spaced
segments along the clear length of the object. By default, at least three stations
will be located in a column or brace member, and the stations in a beam will be
spaced at most 2 feet apart (0.5 m if the model has been created in metric
units). The user can overwrite the number of stations in an object before the

2-2

Design and Check Stations

Chapter 2 Design Algorithms

analysis is run and refine the design along the length of a member by requesting more stations. Refer to the program Help for more information about
specifying the number of stations in an object.

2.3

Demand/Capacity Ratios
Determination of the controlling demand/capacity (D/C) ratios for each steel
frame member indicates the acceptability of the member for the given loading
conditions. The steps for calculating the D/C ratios are as follows:


The factored forces are calculated for axial, flexural, and shear at each defined station for each design combination. The bending moments are calculated about the principal axes. For I-Shape, Box, Channel, T-Shape, Double-Angle, Pipe, Circular, and Rectangular sections, the principal axes coincide with the geometric axes. For Single-Angle sections, the design considers the principal properties. For General sections, it is assumed that all
section properties are given in terms of the principal directions.
For Single-Angle sections, the shear forces are calculated for directions
along the geometric axes. For all other sections, the program calculates the
shear forces along the geometric and principal axes.



The nominal strengths are calculated for compression, tension, bending
and shear based on the equations provided later in this manual. For flexure,
the nominal strengths are calculated based on the principal axes of bending. For the I-Shape, Box, Channel, Circular, Pipe, T-Shape, Double-Angle
and Rectangular sections, the principal axes coincide with their geometric
axes. For the Angle sections, the principal axes are determined and all
computations related to flexural stresses are based on that.
The nominal strength for shear is calculated along the geometric axes for
all sections. For I-Shape, Box, Channel, T-Shape, Double-Angle, Pipe,
Circular, and Rectangular sections, the principal axes coincide with their
geometric axes. For Single-Angle sections, principal axes do not coincide
with the geometric axes.



Factored forces are compared to nominal strengths to determine D/C ratios.
In either case, design codes typically require that the ratios not exceed a

Demand/Capacity Ratios

2-3

Steel Frame Design AISC 360-10

value of one. A capacity ratio greater than one indicates a member that has
exceeded a limit state.

2.4

Design Load Combinations
The design load combinations are the various combinations of the prescribed
load cases for which the structure needs to be checked. The program creates a
number of default design load combinations for steel frame design. Users can
add their own design combinations as well as modify or delete the program
default design load combinations. An unlimited number of design load combinations can be specified.
To define a design load combination, simply specify one or more load cases,
each with its own scale factor. The scale factors are applied to the forces and
moments from the load cases to form the factored design forces and moments
for each design load combination.
For normal loading conditions involving static dead load (DL), live load (LL),
roof live load (RL), snow load (SL), wind load (WL), earthquake load (EL),
notional load (NL), and dynamic response spectrum load (EL), the program
has built-in default design combinations for the design code. These are based
on the code recommendations.
The default design combinations assume all load cases declared as dead or live to
be additive. However, each load case declared as wind, earthquake, or
response spectrum cases, is assumed to be non-additive with other loads and produces multiple lateral combinations. Also static wind, earthquake and
notional load responses produce separate design combinations with the sense (positive or negative) reversed. The notional load patterns are added to load combinations involving gravity loads only. The user is free to modify the default design
preferences to include the notional loads for combinations involving lateral loads.
For other loading conditions involving moving load, time history, pattern live
load, separate consideration of roof live load, snow load, and the like, the user
must define the design load combinations in lieu of or in addition to the default
design load combinations. If notional loads are to be combined with other load
combinations involving wind or earthquake loads, the design load combinations need to be defined in lieu of or in addition to the default design load combinations.

2-4

Design Load Combinations

Chapter 2 Design Algorithms

For multi-valued design combinations, such as those involving response spectrum, time history, moving loads and envelopes, where any correspondence
between forces is lost, the program automatically produces sub-combinations
using the maxima/minima values of the interacting forces. Separate combinations with negative factors for response spectrum load cases are not required
because the program automatically takes the minima to be the negative of the
maxima response when preparing the sub-combinations described previously.
The program allows live load reduction factors to be applied to the member
forces of the reducible live load case on a member-by-member basis to reduce
the contribution of the live load to the factored responses.

2.5

Second Order P-Delta Effects
The AISC 360-10 steel frame design options include the use of the Direct
Analysis Method. The software is well suited to make us of the Direct Analysis
Method because each program can capture the second-order P-∆ and P-δ
effects, provided the user specifies that a nonlinear P-Delta analysis be
performed.

∆
Original position of frame
element shown by vertical
line

δ
Final deflected position of the
frame element that includes the
global lateral translation, ∆, and
the local deformation of the
element, δ

Position of frame element
as a result of global lateral
translation, ∆, shown by
dashed line

P
Figure 2-1 System sway and element order effects

For more details about the program capabilities and limitations, see Appendix A.
Second Order P-Delta Effects

2-5

Steel Frame Design AISC 360-10

2.6

Analysis Methods
The code requires that stability shall be provided for the structure as a whole
and for each of the elements. Any method of analysis that considers the influence of second order effects of P-∆ and P-δ , geometric imperfections, out-ofplumbness, and member stiffness reduction due to residual stresses are permitted by the code. The effects of geometric imperfection and out-of-plumbness
generally are captured by the use of notional loads. The effect of axial, shear
and flexural deformations and the effects of residual stresses on the member
stiffness reduction has been considered in a specialized method called “Direct
Analysis Method.” This method can come in different incarnations (formats)
according to the choice of the engineer as allowed in the code.
The program offers the user seven analysis options for design:
Direct Analysis Method
• General Second Order Elastic Analysis with

τb variable
τb fixed

(user option 1, Default)
(user option 2)

• Amplified First Order Elastic Analysis with

τb variable

(user option 3)

τb fixed

(user option 4)

Equivalent Length Method
• General Second Order Elastic Analysis
(AISC C1.2, App. 7.2)

(user option 5)

• Amplified First Order Elastic Analysis
(AISC C1.2, App. 8.2)

(user option 6)

Limited First-Order Analysis (AISC C1.2, App. 7.3)

(user option 7)

A summary of all of the user options and requirements is provided in
Table 2-1. The main difference between the various options concerns the use of
the Direct Analysis Method or the Equivalent Length Method. Within each of
the categories, the user can choose the method to calculate the second-order

2-6

Analysis Methods

Chapter 2 Design Algorithms

effects, namely, by a General Second Order Analysis or an Amplified FirstOrder Analysis. When the amplified first-order analysis is used, the force
amplification factors, B1 and B2 (AISC App. 8.2), are needed. The B1 factor is
calculated by the program; however, the B2 factor is not. The user will need to
provide this value using the overwrite options that are described in Appendix
B.
When the user selects one of the options available under the Direct Analysis
Method, the user must further choose how the stiffness reduction factors for
EI and AE are to be considered. For options 1 and 3, Table 2-1, the stiffness
reduction factors ( τ b ) are variable because they are functions of the axial force
in the members, while for methods 2 and 4, the stiffness reduction factors are
fixed (0.8), and not a function of axial force. If the user desires, the stiffness
reduction factors ( τ b ) can be overwritten. When options 2 and 4 are used, a
higher notional load coefficient (0.003) must be used compared to methods 1
and 3 for which the notional load coefficient is 0.002. Also, all the direct analysis methods (methods 1 through 4) allow use of K -factors for sway condition
( K 2 ) to be equal to 1, which is a drastic simplification over the other effective
length method.
The AISC requirements to include notional loads are also summarized in Table
2-1. The notional load coefficients (AISC C2.2b) are summarized as well. The
program automates creation of notional load combinations for all gravity loads
but does not automate the creation of notional load combinations that include
lateral wind or seismic loads. Combinations for notional loads with lateral
loads are required for the Direct Analysis Method when the ∆2nd ∆1st exceeds
1.7 (AISC E2.2b(4)). Additionally, combinations for notional loads with lateral
loads are required if the Limited First Order Analysis, option 7, is used (AISC
App. 7.3.2).
The Limited First Order Analysis, option 7, does not include the secondary
P-∆ and P-δ effects. This method has very limited applicability and might be
appropriate only when the axial forces in the columns are very small compared
to their Euler buckling capacities.
When using the LRFD provision, the actual load combinations are used for
second order P-∆ effects. When using the ASD provision, the load combina-

Analysis Methods

2-7

Steel Frame Design AISC 360-10

tions are first amplified by 1.6 before the P-∆ analysis and then the results are
reduced by a factor of (1 1.6 ) (AISC C2.1(4)).
Table 2-1 The Essentials and Limitations of the Design Analysis Methods
Direct Analysis Method
Option

Variable

Limitation or
Applicability

Essentials of the Method
2nd Order Analysis
Reduced stiffness
EI=
* 0.8τb EI
EA* = 0.8 EA

Variable
Factor Stiffness
Reduction

No limitation

αPr

1.0 for P ≤ 0.5
y

τb =



4  αPr  1 − αPr  for αPr ≥ 0.5
  P 
Py 
Py
  y 
B1 and B2 not used
K 2 = 1 (used for Pn )

Notional load with all combos, except for ∆ 2 nd ∆1st ≤ 1.7 for

General Second
Order Analysis

which notional load with gravity combos only
Notional load coefficient = 0.002 (typically)
2nd Order Analysis
Reduced stiffness
EI=
* 0.8τb EI
EA* = 0.8 EA
τ b = 1.0

Fixed Factor
Stiffness
Reduction

No limitation

B1 and B2 not used
K 2 = 1 (used for Pn )

Notional load with all combos, except for ∆ 2 nd ∆1st ≤ 1.7
for which notional load with gravity combos only
Notional load coefficient = 0.003 (typically)
1st Order Analysis
Reduced Stiffness
* 0.8τb EI
EI=
EA* = 0.8 EA

Amplified First
Order Analysis

Variable
Factor Stiffness
Reduction

No limitation


1.0 for

τb =
4  αPr
  P
  y

αPr
≤ 0.5
Py
  αPr
 1 −

Py



αPr
 for
≥ 0.5

Py


K1 = 1 for B1

K 2 = 1 for Pn and B2

Notional load with all combos, except for ∆ 2 nd ∆1st ≤ 1.7
for which notional load with gravity combos only
Notional load coefficient = 0.002 (typically)

2-8

Analysis Methods

Chapter 2 Design Algorithms

Table 2-1 The Essentials and Limitations of the Design Analysis Methods
Direct Analysis Method
Option

Limitation or
Applicability

Variable

Essentials of the Method
2nd Order Analysis
Reduced stiffness
EI=
* 0.8τb EI

Amplified First
Order Analysis

EA* = 0.8 EA
τb =
1.0

Fixed Factor
No limitation

Stiffness
Reduction

K 2 = 1 (used for Pn )

Notional load with all combos, except for ∆ 2 nd ∆1st ≤ 1.7
for which notional load with gravity combos only
Notional load coefficient = 0.003 (typically)

Effective Length Method
Limitation or
Applicability
∆ 2 nd
≤ 1.5
∆1st

Option

General Second
Order Elastic
Analysis

(for all stories)

α Pr
Py

= any

2nd Order Analysis
Unreduced Stiffness
K = K 2 (used for Pn )
Notional load with gravity combos only
Notional load coefficient = 0.002 (typically)
B1 = 1

(for all columns)

B2 = 1

∆ 2 nd
≤ 1.5
∆1st

1st Order Analysis
Unreduced stiffness
K1 for B1

(for all stories)

Amplified First
Order Analysis

Essentials of the Method

α Pr
Py

= any

(for all columns)

K 2 for B2
K = K 2 (used for Pn )

Notional load with gravity combos only
Notional load with coefficient = 0.002 (typically)
Use of B1 and B2

Limited First Order Analysis
∆ 2 nd
≤ 1.5
∆1st

Limited First
Order Elastic
Analysis

(for all stories)

α Pr
Py

≤ 0.5

1st Order Analysis
Unreduced stiffness
K 2 for Pn (not B2 )
Notional load with all combos
∆
Notional load with coefficient = ( 2 ) α   ≥ 0.0042
L

(for all columns)

The program has several limitations that have been stated in Section 1.5 and
the preceding paragraphs. Additionally, the user must be aware that it is possible to choose a design option that violates certain provisions of the AISC code
that will not be identified by the program. The limitation for the use of the

Analysis Methods

2-9

Steel Frame Design AISC 360-10

effective length method, namely, the requirement that

∆ 2 nd
α Pr
must
≤ 1.5 and
∆1st
Pe

be verified by the user. To assist users to in making validity checks, the ratio
α Pr
and τ are now reported in tabular form for each member.
Pe

2.7

Notional Load Patterns
Notional loads are lateral loads that are applied at each framing level and are
specified as a percentage of the gravity loads applied at that level. They are
intended to account for the destabilizing effects of out-of-plumbness, geometric
imperfections, inelasticity in structural members, and any other effects that
could induce sway and that are not explicitly considered in the analysis.
The program allows the user to create a Notional Load pattern as a percentage
of the previously defined gravity load pattern to be applied in one of the global
lateral directions: X or Y. The user can define more than one notional load
pattern associated with one gravity load by considering different factors and
different directions. In the ANSI/AISC 360-10 code, the notional loads are
typically suggested to be 0.2% (or 0.002) (AISC C2.2b(3)), a factor referred to
as the notional load coefficient in this document. The notional load coefficient
can be 0.003 (AISC C2.3(3)). In some cases, it can be a function of second
order effects measured by relative story sway (AISC App. 7.3(2)). The code
also gives some flexibility to allow the engineer-of-record to apply judgment.
The notional load patterns should be considered in combination with appropriate factors, appropriate directions, and appropriate senses. Some of the design
analysis methods need the notional loads to be considered only in gravity load
combinations (AISC C2.2b(4)), and some of the methods need the notional
loads to be considered in all the design load combinations (AISC C2.2b(4)).
For a complete list, see Table 2-1 in the preceding “Second Order Effects and
Analysis Methods” section of this chapter.
Currently, the notional loads are not automatically included in the default
design load combinations that include lateral loads. However, the user is free to
modify the default design load combinations to include the notional loads with
appropriate factors and in appropriate load combinations.

2 - 10

Notional Load Patterns

Chapter 2 Design Algorithms

2.8

Member Unsupported Lengths
The column unsupported lengths are required to account for column
slenderness effects for flexural buckling and for lateral-torsional buckling. The
program automatically determines the unsupported length ratios, which are
specified as a fraction of the frame object length. These ratios times the frame
object lengths give the unbraced lengths for the member. These ratios can also
be overwritten by the user on a member-by-member basis, if desired, using the
overwrite option.
Two unsupported lengths, l33 and l22 , as shown in Figure 2-2 are to be
considered for flexural buckling. These are the lengths between support points
of the member in the corresponding directions. The length l33 corresponds to
instability about the 3-3 axis (major axis), and l22 corresponds to instability
about the 2-2 axis (minor axis). The length lLTB , not shown in the figure, is
also used for lateral-torsional buckling caused by major direction bending (i.e.,
about the 3-3 axis).
In determining the values for l22 and l33 of the members, the program recognizes various aspects of the structure that have an effect on these lengths, such
as member connectivity, diaphragm constraints and support points. The program automatically locates the member support points and evaluates the corresponding unsupported length.
It is possible for the unsupported length of a frame object to be evaluated by
the program as greater than the corresponding member length. For example,
assume a column has a beam framing into it in one direction, but not the other,
at a floor level. In this case, the column is assumed to be supported in one
direction only at that story level, and its unsupported length in the other direction will exceed the story height.
By default, the unsupported length for lateral-torsional buckling, lLTB , is taken
to be equal to the l22 factor. Similar to l22 and l33 , lLTB can be overwritten.

Member Unsupported Lengths 2 - 11

Steel Frame Design AISC 360-10

Figure 2-2 Unsupported lengths l33 and l22

2.9

Effects of Breaking a Member into Multiple
Elements
The preferred method is to model a beam, column or brace member as one single element. However, the user can request that the program break a member
internally at framing intersections and at specified intervals. In this way, accuracy in modeling can be maintained, at the same time design/check specifications can be applied accurately. There is special emphasis on the end forces
(moments in particular) for many different aspects of beam, column and brace
design. If the member is manually meshed (broken) into segments, maintaining
the integrity of the design algorithm becomes difficult.
Manually, breaking a column member into several elements can affect many
things during design in the program.
1. The unbraced length: The unbraced length is really the unsupported length
between braces. If there is no intermediate brace in the member, the unbraced length is typically calculated automatically by the program from the
top of the flange of the beam framing the column at bottom to the bottom
of the flange of the beam framing the column at the top. The automatically

2 - 12

Effects of Breaking a Member into Multiple Elements

Chapter 2 Design Algorithms

calculated length factor typically becomes less than 1. If there are intermediate bracing points, the user should overwrite the unbraced length factor in
the program. The user should choose the critical (larger) one. Even if the
user breaks the element, the program typically picks up the unbraced length
correctly, provided that there is no intermediate bracing point.
2. K-factor: Even if the user breaks the member into pieces, the program typically can pick up the K -factors correctly. However, sometimes it can not.
The user should note the K -factors . All segments of the member should
have the same K -factor and it should be calculated based on the entire
member. If the calculated K -factor is not reasonable, the user can overwrite the K -factors for all the segments.
3. Cm factor: The Cm factor should be based on the end moments of
unbraced lengths of each segment and should not be based on the end
moments of the member. The program already calculates the Cm factors
based on the end moments of unbraced lengths of each segment. If the
break-up points are the brace points, no action is required by the user. If
the broken segments do not represent the brace-to-brace unsupported
length, the program calculated Cm factor is conservative. If this
conservative value is acceptable, no action is required by the user. If it is
not acceptable, the user can calculate the Cm factor manually for the
critical combination and overwrite its value for that segment.
4.

Cb factor: The logic is similar to that for the Cm factor.

B1 factor: This factor amplifies the factored moments for the P-δ effect. In
its expression, there are the Cm factor and the Euler Buckling capacity Pe .
If the user keeps the unbraced length ratios ( l33 and l22 ) and the
K -factors ( K 33 and K 22 ) correct, the B1 factor would be correct. If the

axial force is small, the B1 factor can be 1 and have no effect with respect
to modeling the single segment or multi-segment element.
6.

B2 factor: The program does not calculate the B2 factor. The program
assumes that the user turns on the P-∆. In such cases, B2 can be taken as
equal to 1. That means the modeling with one or multiple segments has no
effect on this factor.

Effects of Breaking a Member into Multiple Elements 2 - 13

Steel Frame Design AISC 360-10

If the user models a column with a single element and makes sure that the L factors and K -factors are correct, the effect of B1 and B2 will be picked up
correctly. The factors Cm and Cb will be picked up correctly if there is no intermediate bracing point. The calculated Cm and Cb factors will be slightly
conservative if there are intermediate bracing points.
If the user models a column with multiple elements and makes sure that L factors and K -factors are correct, the effect of B1 and B2 will be picked up
correctly. The factors Cm and Cb will be picked up correctly if the member is
broken at the bracing points. The calculated Cm and Cb factors will be conservative if the member is not broken at the bracing points.

2.10 Effective Length Factor (K)
The effective length method for calculating member axial compressive strength
has been used in various forms in several stability based design codes. The
method originates from calculating effective buckling lengths, KL, and is based
on elastic/inelastic stability theory. The effective buckling length is used to
calculate an axial compressive strength, Pn, through an empirical column curve
that accounts for geometric imperfections, distributed yielding, and residual
stresses present in the cross-section.
There are two types of K -factors in the ANSI/AISC 360-10 code. The first
type of K -factor is used for calculating the Euler axial capacity assuming that
all of the beam-column joints are held in place, i.e., no lateral translation is allowed. The resulting axial capacity is used in calculation of the B1 factor. This
K -factor is named as K1 in the code. This K1 factor is always less than 1 and
is not calculated. By default the program uses the value of 1 for K1 . The program allows the user to overwrite K1 on a member-by-member basis.
The other K -factor is used for calculating the Euler axial capacity assuming
that all the beam-column joints are free to sway, i.e., lateral translation is allowed. The resulting axial capacity is used in calculating Pn . This K -factor is
named as K 2 in the code. This K 2 is always greater than 1 if the frame is a
sway frame. The program calculates the K 2 factor automatically based on
sway condition. The program also allows the user to overwrite K 2 factors on a

2 - 14

Effective Length Factor (K)

Chapter 2 Design Algorithms

member-by-member basis. The same K 2 factor is supposed to be used in calculation of the B2 factor. However the program does not calculate B2 factors
and relies on the overwritten values. If the frame is not really a sway frame, the
user should overwrite the K 2 factors.
Both K1 and K 2 have two values: one for major direction and the other for
minor direction, K1minor , K1major , K 2minor , K 2major .
There is another K -factor . K ltb for lateral torsional buckling. By default, K ltb
is taken as equal to K 2minor . However the user can overwrite this on a memberby-member basis.
The rest of this section is dedicated to the determination of K 2 factors.
The K -factor algorithm has been developed for building-type structures,
where the columns are vertical and the beams are horizontal, and the behavior
is basically that of a moment-resisting frame for which the K -factor calculation is relatively complex. For the purpose of calculating K -factors , the objects are identified as columns, beam and braces. All frame objects parallel to
the Z -axis are classified as columns. All objects parallel to the X - Y plane are
classified as beams. The remainders are considered to be braces.
The beams and braces are assigned K -factors of unity. In the calculation of the
K -factors for a column object, the program first makes the following four
stiffness summations for each joint in the structural model:
EI
Scx = ∑  c c 
 Lc  x

EI
Sbx = ∑  b b 
 Lb  x

EI
Scy = ∑  c c 
 Lc  y

EI
Sb y = ∑  b b 
 Lb  y

where the x and y subscripts correspond to the global X and Y directions and
the c and b subscripts refer to column and beam. The local 2-2 and 3-3 terms
EI 22 L22 and EI 33 L33 are rotated to give components along the global X and

Y directions to form the ( EI L ) x and ( EI L ) y values. Then for each column,

the joint summations at END-I and the END-J of the member are transformed
back to the column local 1-2-3 coordinate system, and the G -values for END-I

Effective Length Factor (K) 2 - 15

Steel Frame Design AISC 360-10

and the END-J of the member are calculated about the 2-2 and 3-3 directions as
follows:
G I 22 =

S I c 22
S I b 22

G J 22 =

S J c 22
S J b 22

G I 33 =

S I c 33
S I b 33

G J 33 =

S J c 33
S J b 33

If a rotational release exists at a particular end (and direction) of an object, the
corresponding value of G is set to 10.0. If all degrees of freedom for a particular joint are deleted, the G -values for all members connecting to that joint will
be set to 1.0 for the end of the member connecting to that joint. Finally, if G I
and G J are known for a particular direction, the column K -factors for the corresponding direction is calculated by solving the following relationship for α:

α 2 G I G J − 36
6(G + G )
I

α
tan α

from which K = π/α. This relationship is the mathematical formulation for the
evaluation of K -factors for moment-resisting frames assuming sidesway to be
uninhibited. For other structures, such as braced frame structures, the
K -factors for all members are usually unity and should be set so by the user.
The following are some important aspects associated with the column
K -factor algorithm:

2 - 16



An object that has a pin at the joint under consideration will not enter the
stiffness summations calculated above. An object that has a pin at the far
end from the joint under consideration will contribute only 50% of the calculated EI value. Also, beam members that have no column member at the
far end from the joint under consideration, such as cantilevers, will not enter the stiffness summation.



If there are no beams framing into a particular direction of a column member, the associated G-value will be infinity. If the G-value at any one end
of a column for a particular direction is infinity, the K -factor corresponding to that direction is set equal to unity.



If rotational releases exist at both ends of an object for a particular direction, the corresponding K -factor is set to unity.

Effective Length Factor (K)

Chapter 2 Design Algorithms



The automated K -factor calculation procedure can occasionally generate
artificially high K -factors , specifically under circumstances involving
skewed beams, fixed support conditions, and under other conditions where
the program may have difficulty recognizing that the members are laterally
supported and K -factors of unity are to be used.



All K -factors produced by the program can be overwritten by the user.
These values should be reviewed and any unacceptable values should be
replaced.



The beams and braces are assigned K -factors of unity.

When a steel frame design is performed in accordance with ANSI/AISC 36010 provision and the analysis method is chosen to be any of the Direct Analysis
Methods, the K ltb and K 2 factors ( K 2minor and K 2major ) are automatically taken
as 1 (AISC C.3). However, their overwritten values are considered in design
even if any of the Direct Analysis Methods is chosen.

2.11 Supported Framing Types
The code (ANSI/AISC 341-10) recognizes the following types of framing
systems.
Framing Type

References

OMF (Ordinary Moment Frame)

AISC SEISMIC E1

IMF (Intermediate Moment Frame)

AISC SEISMIC E2

SMF (Special Moment Frame)

AISC SEISMIC E3

STMF (Special Truss Moment Frame)

AISC SEISMIC E4

OCBF (Ordinary Concentrically Braced Frame)

AISC SEISMIC F1

SCBF (Special Concentrically Braced Frame)

AISC SEISMIC F2

EBF (Eccentrically Braced Frame)

AISC SEISMIC F3

BRBF (Buckling Restrained Braced Frame)

AISC SEISMIC F4

SPSW (Special Plate Shear Wall)

AISC SEISMIC F5

Supported Framing Types 2 - 17

Steel Frame Design AISC 360-10

With regard to these framing types, the program has implemented specifications for all types of framing systems, except STMF, BRBF, and SPSW. Implementing those three types of framing require further information about
modeling.
The program recognizes the OCBF framing in its two separate incarnations:
OCBF for regular Ordinary Concentrically Braced Frames (AISC SEISMIC
F1.1) and OCBFI for (base) Isolated Ordinary Concentrically Braced Frames
(AISC SEISMIC F1.7).
See Chapter 4 Special Seismic Provisions (ANSI/AISC 341-10) for additional
requirements.

2.12 Continuity Plates
In a plan view of a beam/column connection, a steel beam can frame into a
column in the following ways:


The steel beam frames in a direction parallel to the column major direction,
i.e., the beam frames into the column flange.



The steel beam frames in a direction parallel to the column minor direction, i.e., the beam frames into the column web.



The steel beam frames in a direction that is at an angle to both of the principal axes.

To achieve a beam/column moment connection, continuity plates, such as
shown in Figure 2-3, are usually placed on the column, in line with the top and
bottom flanges of the beam, to transfer the compression and tension flange
forces of the beam into the column.
For connection conditions described in the last two bullet items, the thickness
of such plates is usually set equal to the flange thickness of the corresponding
beam.

2 - 18

Continuity Plates

Chapter 2 Design Algorithms

Figure 2-3 Doubler Plates and Continuity Plates

Continuity Plates 2 - 19

Steel Frame Design AISC 360-10

However, for the connection condition described by the first bullet item, where
the beam frames into the flange of the column, such continuity plates are not
always needed. The requirement depends upon the magnitude of the beam
flange force and the properties of the column.
The program investigates whether the continuity plates are needed based on the
requirements of the selected code. Columns of I-sections supporting beams of
I-sections only are investigated. The program evaluates the continuity plate requirements for each of the beams that frame into the column flange and reports
the maximum continuity plate area that is needed for each beam flange. The
continuity plate requirements are evaluated for moment frames only.

2.13 Doubler Plates
One aspect of the design of a steel framing system is an evaluation of the shear
forces that exist in the region of the beam column intersection known as the
panel zone. Shear stresses seldom control the design of a beam or column
member. However, in a moment resisting frame, the shear stress in the beamcolumn joint can be critical, especially in framing systems when the column is
subjected to major direction bending and the web of the column resists the joint
shear forces. In minor direction bending, the joint shear is carried by the column flanges, in which case the shear stresses are seldom critical, and the program does therefore not investigate this condition.
Shear stresses in the panel zone, due to major direction bending in the column,
may require additional plates to be welded onto the column web, depending
upon the loading and the geometry of the steel beams that frame into the column, either along the column major direction, or at an angle so that the beams
have components along the column major direction. See Figure 3-3. When
code appropriate, the program investigates such situations and reports the
thickness of any required doubler plates. Only columns with I-shapes and only
supporting beams with I-shapes are investigated for doubler plate requirements.
Also, doubler plate requirements are evaluated for moment frames only.

2 - 20

Doubler Plates

Chapter 2 Design Algorithms

2.14 Choice of Units
English as well as SI and MKS metric units can be used for input. The codes
are based on a specific system of units. All equations and descriptions presented in the subsequent chapters correspond to that specific system of units unless
otherwise noted. However, any system of units can be used to define and design a structure in the program.
The Display Unit preferences allow the user to specify the units.

Choice of Units 2 - 21

Chapter 3
Design Using ANSI/AISC 360-10

This chapter provides a detailed description of the algorithms used by the programs in the design/check of structures in accordance with “ANSI/AISC 36010 — Specifications for Structural Steel Building” (AISC 2010a, b). The menu
option also covers the “ANSI/AISC 341-10 — Seismic Provisions for Structural Steel Building” (AISC 2010c), which is described in the next chapter. The
implementation covers load combinations from “ASCE/SEI 7-10,” which is
described in the section “Design Loading Combinations” in this chapter. The
loading based on “ASCE/SEI 7-10” has been described in a separate document
entitled “CSI Lateral Load Manual” (CSI 2012). References also are made to
IBC 2012 in this document.
For referring to pertinent sections of the corresponding code, a unique prefix is
assigned for each code.
•

Reference to the ANSI/AISC 360-10 code is identified with the prefix
“AISC.”

•

Reference to the ANSI/AISC 341-10 code is identified with the prefix
“AISC SEISMIC” or sometimes “SEISMIC” only.

•

Reference to the ASCE/SEI 7-10 code is identified with the prefix
“ASCE.”

•

Reference to the IBC 2012 code is identified with the prefix “IBC.”

3-1

Steel Frame Design AISC 360-10

3.1

Notations
The various notations used in this chapter are described herein.

3-2

Cross-sectional area, in2

Effective cross-sectional area for slender sections, in2

Gross cross-sectional area, in2

Av2,Av3

Major and minor shear areas, in2

Shear area, equal dtw per web, in2

Moment magnification factor for moments not causing sidesway

Moment magnification factor for moments causing sidesway

Bending coefficient

Moment coefficient

Warping constant, in6

Outside diameter of pipes, in

Modulus of elasticity, ksi

Fcr

Critical compressive stress, ksi

Compressive residual stress in flange assumed 10.0 for rolled
sections and 16.5 for welded sections, ksi

Yield stress of material, ksi

Shear modulus, ksi

I22

Minor moment of inertia, in4

I33

Major moment of inertia, in4

Torsional constant for the section, in4

Notations

Chapter 3 - Design using ANSI/AISC 360-10

Effective length factor

Effective length factor for braced condition

Effective length factor for unbraced condition

K33,K22

Effective length K-factors in the major and minor directions for
appropriate braced (K1) and unbraced (K2) condition

Laterally unbraced length of member, in

Limiting laterally unbraced length for full plastic capacity, in

Limiting laterally unbraced length for inelastic lateral-torsional
buckling, in

Mcr

Elastic buckling moment, kip-in

Mlt

Factored moments causing sidesway, kip-in

Mnt

Factored moments not causing sidesway, kip-in

Mn33,Mn22

Nominal bending strength in major and minor directions, kip-in

Mob

Elastic lateral-torsional buckling moment for angle sections, kipin

Mr33, Mr22

Major and minor limiting buckling moments, kip-in

Factored moment in member, kip-in

Mu33, Mu22

Factored major and minor moments in member, kip-in

Euler buckling load, kips

Nominal axial load strength, kip

Factored axial force in member, kips

AgFy, kips

Reduction factor for slender section, = QaQs

Reduction factor for stiffened slender elements
Notations

3-3

Steel Frame Design AISC 360-10

3-4

Reduction factor for unstiffened slender elements

Section modulus, in3

S33,S22

Major and minor section moduli, in3

Seff,33,Seff,22

Effective major and minor section moduli for slender sections,
in3

Section modulus for compression in an angle section, in3

Vn2,Vn3

Nominal major and minor shear strengths, kips

Vu2,Vv3

Factored major and minor shear loads, kips

Plastic modulus, in3

Z33,Z22

Major and minor plastic moduli, in3

Nominal dimension of plate in a section, in
longer leg of angle sections, bf− 2tw for welded and bf− 3tw for
rolled box sections, and the like

Effective width of flange, in

Flange width, in

Overall depth of member, in

Effective depth of web, in

Clear distance between flanges less fillets, in
assumed d −2k for rolled sections, and d− 2tffor welded sections

Distance from outer face of flange to web toe of fillet, in

Parameter used for section classification
kc = 4 h t w , 0.35 ≤ kc ≤ 0.763

l33,l22

Major and minor directions unbraced member lengths, in

Radius of gyration, in

Notations

Chapter 3 - Design using ANSI/AISC 360-10

r33,r22

Radii of gyration in the major and minor directions, in

Thickness, in

Flange thickness, in

Thickness of web, in

βw

Special section property for angles, in

Slenderness parameter

λc,λe

Column slenderness parameters

λp

Limiting slenderness parameter for compact element

λr

Limiting slenderness parameter for non-compact element

λs

Limiting slenderness parameter for seismic element

λslender

Limiting slenderness parameter for slender element

ϕb

Resistance factor for bending

ϕc

Resistance factor for compression

ϕt

Resistance factor for tension yielding

ϕT

Resistance factor for torsion

ϕv

Resistance factor for shear

Ωb

Safety factor for bending

Ωc

Safety factor for compression

Ωt

Safety factor for tension

ΩT

Safety factor for torsion

Ωv

Safety factor for shear

Notations

3-5

Steel Frame Design AISC 360-10

3.2

Design Loading Combinations
The structure is to be designed so that its design strength equals or exceeds the
effects of factored loads stipulated by the applicable design code. The default
design combinations are the various combinations of the already defined load
cases, such as dead load (DL), live load (LL), roof live load (RL), snow load
(SL), wind load (WL), and horizontal earthquake load (EL).
AISC 360-10 refers to the applicable building code for the loads and load combinations to be considered in the design, and to ASCE 7-10 in the absence of
such a building code. Hence, the default design combinations used in the current version are the ones stipulated in ASCE 7-10:
For design in accordance with LRFD provisions:
1.4 DL
1.2 DL + 1.6 LL + 0.5RL
1.2 DL + 1.0 LL + 1.6RL

(ASCE 2.3.2-1)
(ASCE 2.3.2-2)
(ASCE 2.3.2-3)

1.2 DL + 1.6 LL + 0.5 SL
1.2 DL + 1.0 LL + 1.6 SL

(ASCE 2.3.2-2)
(ASCE 2.3.2-3)

0.9 DL ± 1.0WL
1.2 DL + 1.6 RL± 0.5WL
1.2 DL + 1.0LL+ 0.5RL± 1.0WL

(ASCE 2.3.2-6)
(ASCE 2.3.2-3)
(ASCE 2.3.2-4)

1.2 DL + 1.6 SL± 0.5 WL
1.2 DL + 1.0LL+ 0.5SL± 1.0 WL

(ASCE 2.3.2-3)
(ASCE 2.3.2-4)

0.9 DL ± 1.0 EL
1.2 DL + 1.0 LL+ 0.2SL± 1.0EL

(ASCE 2.3.2-7)
(ASCE 2.3.2-5)

For design in accordance with ASD provisions:

3-6

1.0 DL
1.0 DL + 1.0 LL

(ASCE 2.4.1-1)
(ASCE 2.4.1-2)

1.0 DL + 1.0 RL
1.0 DL + 0.75 LL + 0.75 RL
1.0 DL + 1.0 SL
1.0 DL + 0.75 LL + 0.75 SL

(ASCE 2.4.1-3)
(ASCE 2.3.2-4)
(ASCE 2.4.1-3)
(ASCE 2.3.2-4)

Design Loading Combinations

Chapter 3 - Design using ANSI/AISC 360-10

1.0 DL ± 0.6 WL
1.0 DL + 0.75 LL+ 0.75 RL± 0.75 (0.6WL)
1.0 DL + 0.75 LL+ 0.75 SL± 0.75 (0.6WL)
0.6 DL ± 0.6 WL

(ASCE 2.4.1-5)
(ASCE 2.4.1-6a)
(ASCE 2.4.1-6a)
(ASCE 2.4.1-7)

1.0 DL ± 0.7 EL
1.0 DL + 0.75 LL+ 0.75 SL± 0.75(0.7 EL)
0.6 DL ± 0.7 EL

(ASCE 2.4.1-5)
(ASCE 2.4.1-6b)
(ASCE 2.4.1-8)

Most of the analysis methods recognized by the code are required to consider
Notional Load in the design loading combinations for steel frame design. The
program allows the user to define and create notional loads as individual load
cases from a specified percentage of a given gravity load acting in a particular
lateral direction. These notional load patterns should be considered in the combinations with appropriate factors, appropriate directions, and appropriate
senses. Currently, the program automatically includes the notional loads in the
default design load combinations for gravity combinations only. The user is
free to modify the default design preferences to include the notional loads for
combinations involving lateral loads. For further information, refer to the “Notional Load Patterns” section in Chapter 2.
The program automatically considers seismic load effects, including overstrength factors (ASCE 12.4.3), as special load combinations that are created
automatically from each load combination, involving seismic loads. In that
case, the horizontal component of the force is represented by Ehm and the vertical component of the force is represented by Ev, where
Ehm = Ω0QE

(ASCE 12.4.3.1)

Ev = 0.2SDSD

(ASCE 12.4.2.2)

where, Ωo is the overstrength factor and it is taken from ASCE 7-10 Table
12.2-1. The factor SDS is described later in this section. Effectively, the special
seismic combinations that are considered for the LRFD provision are
(1.2 + 0.2SDS)DL ±Ω0QE

(ASCE 2.3.2-5, 12.4.3.2)

(1.2 + 0.2SDS)DL ±Ω0QE+ 1.0LL

(ASCE 2.3.2-5, 12.4.3.2)

(0.9 − 0.2SDS)DL ±Ω0QE

(ASCE 2.3.2-7, 12.4.3.2)

and for the ASD provision the combinations are
Design Loading Combinations

3-7

Steel Frame Design AISC 360-10

(1.0 + 0.14SDS)DL ± 0.7Ω0QE

(ASCE 2.4.1-5, 12.4.3.2)

(1.0 + 0.105SDS)DL ± 0.75(0.7Ω0)QE+ 0.75LL (ASCE 2.4.1-6b,12.4.3.2)
(0.6 − 0.14SDS)DL ± 0.7Ω0QE

(ASCE 2.4.1-8,12.4.3.2)

The program assumes that the defined earthquake load is really the strength
level earthquake, which is equivalent to QE as defined in Section 12.4.2.1 of
the ASCE 7-10 code. For regular earthquake, load is considered to have two
components: horizontal, Eh and vertical Ev, which are taken as
Eh=ρQE

(ASCE 12.4.2.1)

Ev= 0.2SDSD

(ASCE 12.4.2.2)

where, ρ is the redundancy factor as defined in Section 12.3.4 of ASCE 7-10,
and the SDS is the design earthquake spectral response acceleration parameters
at short periods, as defined in Section 11.4.4 of ASCE 7-10 code.
Effectively, the seismic load combination for the LRFD provision becomes:
(1.2 + 0.2SDS)DL ±ρQE

(ASCE 2.3.2-5, 12.4.2.3)

(1.2 + 0.2SDS)DL ±ρQE+ 1.0LL

(ASCE 2.3.2-5, 12.4.2.3)

(0.9 − 0.2SDS)DL ±ρQE

(ASCE 2.3.2-7, 12.4.2.3)

The seismic load combinations for the ASD provision become:
(1.0 + 0.14SDS)DL ± 0.7ρQE

(ASCE 2.4.1-5, 12.4.2.3)

(1.0 + 0.105SDS)DL ± 0.75(0.7ρ)QE + 0.75LL (ASCE 2.4.1-6b, 12.4.2.3)
(0.6 − 0.14SDS)DL ± 0.7ρQE

(ASCE 2.4.1-8, 12.4.2.3)

The program assumes that the seismic loads defined as the strength level load
is the program load case. Otherwise, the factors ρ, Ωo, and SDS will not be able
to scale the load to the desired level.
The combinations described herein are the default loading combinations only.
They can be deleted or edited as required by the design code or engineer-ofrecord.

3-8

Design Loading Combinations

Chapter 3 - Design using ANSI/AISC 360-10

The program allows live load reduction factors to be applied to the member
forces of the reducible live load case on a member-by-member basis to reduce
the contribution of the live load to the factored responses.

3.3

Classification of Sections for Local Buckling
The nominal strengths for flexure are dependent on the classification of the
section as Seismically Compact, Compact, Noncompact, Slender, or Too
Slender. Compact or Seismically Compact sections are capable of developing
the full plastic strength before local buckling occurs. Non-compact sections can
develop partial yielding in compression, and buckle inelastically before reaching to a fully plastic stress distribution. Slender sections buckle elastically
before any of the elements yield under compression. Seismically Compact
sections are capable of developing the full plastic strength before local
buckling occurs when the section goes through low cycle fatigue and
withstands reversal of load under seismic conditions.
Sections are classified as Compact, Noncompact, or Slender sections in
accordance with Section B4 of the code (AISC B4). For a section to qualify as
Compact, its flanges must be continuously connected to the web or webs and
the width-thickness ratios of its compression elements must not exceed the
limiting width-thickness ratios λp from Table B4.1b of the code. If the widththickness ratio of one or more compression elements exceeds λp, but does not
exceed λr from Table B4.1, the section is Noncompact. If the width-thickness
ratio of any element exceeds λr but does not exceed λs, the section is Slender.
If the width-thickness ratio of any element exceedλs, the section is considered
Too Slender. The expressions of λp, λr, andλs, as implemented in the program,
are reported in Table 3-1 (AISC Table B4.1b, B4, F8, F13.2). In that table all
expressions of λp and λr are taken from AISC section B4 and AISC Table
B4.1. The limit demarcating Slender and Too Slender has been identified as λs
in this document. The expressions of λs for I-Shape, Double Channel, Channel
and T-Shape sections are taken from AISC section F13.2. The expression of λs
for Pipe Sections is taken from AISC section F8. The expression of λp for
Angle and Double Angle sections is taken from AISC Seismic code
ANSI/AISC 341-10 Table D1.1.

Classification of Sections for Local Buckling

3-9

Steel Frame Design AISC 360-10

For compression, sections are classified as nonslender element or slender
element sections as reported in Table 3-2 (AISC B4.1, Table B4.1a). For a
nonslender element section, the width-to-thickness ratios of its compression
elements shall not exceed λr from Table 3-2. If the width-to-thickness ratio of
any compression element exceeds λr, the section is a slender element section.
The table uses the variables kc, FL, h, hp, hc, bf, tf, tw, b, t, D, d, and so on. The
variables b, d, D and t are explained in the respective figures inside the table.
The variables bf, tf, h, hp, hc, and tw are explained in Figure 3-1. For Doubly
Symmetric I-Shapes, h, hp, and hc are all equal to each other.
For unstiffened elements supported along only one edge parallel to the direction of compression force, the width shall be taken as follows:
(a) For flanges of I-shaped members and tees, the width b is one-half the fullflange width, bf.
(b) For legs of angles and flanges of channels and zees, the width b is the full
nominal dimension.
(c) For plates, the width b is the distance from the free edge to the first row of
fasteners or line of welds.
(d) For stems of tees, d is taken as the full nominal depth of the section.
Refer to Table 3-1 (AISC Table B4.1) for the graphic representation of unstiffened element dimensions.
For stiffness elements supported along two edges parallel to the direction of the
compression force, the width shall be taken as follows:
(a) For webs of rolled or formed sections, h is the clear distance between
flanges less the fillet or corner radius at each flange; hc is twice the distance from the centroid to the inside face of the compression flange less the
fillet or corner radius.

3 - 10

Classification of Sections for Local Buckling

Chapter 3 - Design using ANSI/AISC 360-10

Figure 3-1 AISC-360-10 Definition of Geometric Properties
Classification of Sections for Local Buckling 3 - 11

Steel Frame Design AISC 360-10

(b) For webs of built-up sections, h is the distance between adjacent lines of
fasteners or the clear distance between flanges when welds are used, and hc
is twice the distance from the centorid to the nearest line of fasteners at the
compression flange or the inside face of the compression flange when
welds are used; hp is twice the distance from the plastic neutral axis to the
nearest line of fasteners at the compression flange or the inside face of the
compression flange when welds are used.
(c) For flange or diaphragm plates in built-up sections, the width b is the distance between adjacent lines of fasteners or lines of welds.
Table 3-1 Limiting Width-Thickness Ratios of Compression Elements for Classification Sections – Members Subjected to Flexure With or Without Axial Force

Doubly Symmetric I-Shape

Section
Type

Description
of Element

Example

Width- Limiting Width-Thickness Ratios for Compression Element
Thickness
AISC Ratio,
Compact
Slender
NonCompact
Case
λ
λ
λ
( )
( r)
(λs )
p
No.

( )

Flexural
compression
of flanges of
rolled
I-Shapes

b f 2t f

0.38 E Fy

1.0 E Fy

No Limit

Flexural
compression
in flanges of
built-up
I-Shapes

b f 2t f

0.38 E Fy

0.95 kc E FL

No Limit

Flexure in web

h tw

3.76 E Fy

5.70 E Fy

{

}

min 0.40 E Fy , 260

3 - 12

Classification of Sections for Local Buckling

(beams)
No limit for columns
and braces

Chapter 3 - Design using ANSI/AISC 360-10

Table 3-1 Limiting Width-Thickness Ratios of Compression Elements for Classification Sections – Members Subjected to Flexure With or Without Axial Force

Singly Symmetric I-Shapes

Section
Type

Description
of Element

Example

Width- Limiting Width-Thickness Ratios for Compression Element
Thickness
AISC Ratio,
Compact
Slender
NonCompact
Case
λ
λ
λ
( )
( r)
(λs )
p
No.

( )

Flexural
Compression
of flanges of
rolled
I-Shapes

b f 2t f

0.38 E Fy

1.0 E Fy

No Limit

Flexural
Compression
in flanges of
built-up
I-Shapes

b f 2t f

0.38 E Fy

0.95 kc E FL

No Limit

5.70 E Fy

No Limit

Flexure in
Web

hc t w



Mp
− 0.09 
 0.54

M
y



≤ λr

{

}

min 0.40 E Fy , 260

Double Channel

Channel

Flexure in
Web

h tw

(beams)
No limit for columns
and braces

No Limit

Flexural
compression
in flanges

bf t f

0.38 E Fy

1.0 E Fy

Flexure in web

h tw

3.76 E Fy

5.70 E Fy

(beams)
No limit for columns
and braces

Flexural
compression
in flanges

bf t f

0.38 E Fy

1.0 E Fy

No Limit

{

}

min 0.40 E Fy , 260

{

}

min 0.40 E Fy , 260

Flexure in web

h tw

3.76 E Fy

5.70 E Fy

(beams)
No limit for columns
and braces

Classification of Sections for Local Buckling 3 - 13

Steel Frame Design AISC 360-10

Table 3-1 Limiting Width-Thickness Ratios of Compression Elements for Classification Sections – Members Subjected to Flexure With or Without Axial Force

Description
of Element
Flexural or
axial
compression
of flanges
under major
axis bending

Example

( )

1.12 E Fy

1.40 E Fy

No Limit

Flexure in web

h t

2.42 E Fy

5.70 E Fy

No Limit

Flexural or
axial
compression
in flanges

b f 2t f

0.38 E Fy

1.0 E Fy

No Limit

Compression
in stems

d tw

0.84 E Fy

1.03 E Fy

No Limit

Any type of
compression
in leg

b t

0.54 E Fy

0.91 E Fy

No Limit

Any type of
compression
in leg

b t

0.54 E Fy

0.91 E Fy

No Limit

b t

0.54 E Fy

0.91 E Fy

No Limit

0.07 E Fy

0.31 E Fy

0.45 E Fy

Angle

Flexural
compression
in any leg

Pipe

Double Angle

T-Shape

Box

Section
Type

Width- Limiting Width-Thickness Ratios for Compression Element
Thickness
AISC Ratio,
Compact
Slender
NonCompact
Case
λ
λ
λ
( )
( r)
(λs )
p
No.

Flexural
compression

Round
Bar
Rectangular
General
SD
Section

―――

――

―――

Assumed Noncompact

―――

――

―――

Assumed Noncompact

―――

――

―――

Assumed Noncompact

―――

――

―――

Assumed Noncompact

3 - 14

Classification of Sections for Local Buckling

Chapter 3 - Design using ANSI/AISC 360-10

(d) For flanges of rectangular hollow structural sections (HSS), the width b is
the clear distance between webs less the inside corner radius on each side.
For webs of rectangular HSS, h is the clear distance between the flanges
less the inside corner radius on each side. If the corner radius is not known,
b and h shall be taken as the corresponding outside dimension minus three
times the thickness. The thickness, t, shall be taken as the design wall
thickness, in accordance with AISC Section B3.12.
Refer to Table 3-1 (AISC Table B4.1) for the graphic representation of stiffened element dimensions.
Table 3-2

Singly Symmetric I-Shapes

Doubly Symmetric I-Shape

Section
Type

Limiting Width-Thickness Ratios of Compression Elements for
Classification Sections Subjected to Axial Compression

Description of
Element

Example

Width-Thickness
Ratio,
AISC Case
(λ)
No.

Limiting Width-Thickness Ratios
for Compression Element
NonCompact
( λr )

Axial only compression in flanges of
rolled
I-Shapes

b f 2t f

0.56 E Fy

Axial only compression in flanges of
built-up
I-Shapes

b f 2t f

0.64 kc E FL

Web in axial only
compression

h tw

1.49 E Fy

Axial only compression in flanges of
rolled
I-Shapes

b f 2t f

0.56 E Fy

Axial only compression in flanges of
built-up
I-Shapes

b f 2t f

0.64 kc E FL

Classification of Sections for Local Buckling 3 - 15

Steel Frame Design AISC 360-10

Table 3-2

Example

Limiting Width-Thickness Ratios
for Compression Element
NonCompact
( λr )

bf t f

0.56 E Fy

Web in axial only
compression

h tw

1.49 E Fy

Axial only compression in flanges

bf t f

0.56 E Fy

Web in axial only
compression

h tw

1.49 E Fy

Axial
compression

1.40 E Fy

Axial
compression in
flanges

b f 2t f

0.56 E Fy

Compression in
stems

d tw

0.75 E Fy

Any type of compression in leg

b t

0.45 E Fy

Any type of compression in leg

b t

0.45 E Fy

Double Angle

T-Shape

Channel

Axial only compression in flanges

Double Channel

Description of
Element

Width-Thickness
Ratio,
AISC Case
(λ)
No.

Box

Section
Type

Limiting Width-Thickness Ratios of Compression Elements for
Classification Sections Subjected to Axial Compression

3 - 16

Classification of Sections for Local Buckling

Chapter 3 - Design using ANSI/AISC 360-10

Table 3-2

Limiting Width-Thickness Ratios of Compression Elements for
Classification Sections Subjected to Axial Compression
Width-Thickness
Ratio,
AISC Case
(λ)
No.

Limiting Width-Thickness Ratios
for Compression Element
NonCompact
( λr )

Section
Type

Description of
Element

b t

0.45 E Fy

0.11 E Fy

Angle

Axial only compression in any leg

Pipe

Example

Axial only compression

Round Bar
Rectangular
General
SD
Section

―――

――

―――

Assumed Noncompact

―――

――

―――

Assumed Noncompact

―――

――

―――

Assumed Noncompact

―――

――

―――

Assumed Noncompact

The design wall thickness, t, for hollow structural sections, such as Box and
Pipe sections, is modified for the welding process (AISC B4.2). If the welding
process is ERW (Electric-Resistance Welding), the thickness is reduced by a
factor of 0.93. However, if the welding process is SAW (Submerged Arc
Welded), the thickness is not reduced. The Overwrites can be used to choose if
the thickness of HSS sections should be reduced for ERW on a member-bymember basis. The Overwrites can also be used to change the reduction factor.
The variable kc can be expressed as follows:
kc =

4
h tw

0.35 ≤kc≤ 0.76.

(AISC Table B4.1b Note a)
(AISC Table B4.1b Note a)

For Doubly Symmetric I-Shapes, Channels, and Double Channels, FL can be
expressed as follows:
FL= 0.7Fy,

(AISC Table B4.1b Note b)

and for Singly Symmetric I-Shape sections, FL can be expressed as follows:

Classification of Sections for Local Buckling 3 - 17

Steel Frame Design AISC 360-10

FL =

S xt
Fy , where
S xc

0.5Fy≤FL≤ 0.7Fy.

(AISC Table B4.1b Note b, F4-6)
(AISC Table B4.1b Note b, F4-6)

Seismically Compact sections are compact sections that satisfy a more stringent width-thickness ratio limit, λmd and λhd. These limits are presented in Table 4-1 in Chapter 4, which is dedicated to the seismic code.
In classifying web slenderness of I-Shapes, Box, Channel, Double Channel,
and all other sections, it is assumed that there are no intermediate stiffeners.
Double angles and channels are conservatively assumed to be separated.
Stress check of Too Slender sections is beyond the scope of this program.

3.4

Calculation of Factored Forces and Moments
The factored member loads that are calculated for each load combination are
Pr, Mr33, Mr22, Vr2, Vr3 and Tr corresponding to factored values of the axial load,
the major and minor moments and shears, and torsion, respectively. These factored loads are calculated at each of the previously defined stations.
The factored forces can be amplified to consider second order effects, depending on the choice of analysis method chosen in the Preferences. If the analysis
method is chosen to be General Second Order Elastic Analysis or any of the
Direct Analysis methods with General Second Order Analysis, it is assumed
that the analysis considers the influence of second-order effects (P-∆ and P-δ
effects); hence the analysis results are used without amplification (AISC C1).
Second-order effects due to overall sway of the structure can usually be accounted for, conservatively, by considering the second-order effects on the
structure under one set of loads (usually the most severe gravity load case), and
performing all other analyses as linear using the stiffness matrix developed for
this one set of P-delta loads (see also White and Hajjar 1991). For a more accurate analysis, it is always possible to define each loading combination as a nonlinear load case that considers only geometric nonlinearities. For both approaches, when P-δ effects are expected to be important, use more than one element per line object (accomplished using the automatic frame subdivide option; refer to the program Help for more information about automatic frame
subdivide).

3 - 18

Calculation of Factored Forces and Moments

Chapter 3 - Design using ANSI/AISC 360-10

If the analysis method is chosen to be Second Order Analysis by Amplified
First Order Analysis or any of the Direct Analysis Methods with Amplified
First Order Analysis (AISC C2.1(2), App.8.2), it is assumed that the analysis
does not consider the influence of second order effects (P-∆ and P-δ). Hence
the analysis results are amplified using B1 and B2 factors using the following
approximate second-order analysis for calculating the required flexural and axial strengths in members of lateral load resisting systems. The required secondorder flexural strength, Mr, and axial strength, Pr are determined as follows:
Mr=B1Mnt+B2Mlt

(AISC A-8-1)

Pr=Pnt+ B2Plt

(AISC A-8-1)

where,
=
B1

Cm
1− α

=
B2
1−

Pr
Pe1

≥ 1, and

1
≥ 1,
αPstory

(AISC A-8-3)

(AISC A-8-6)

Pe,story

where,
α

1.0 for LRFD,
= 
1.6 for ASD,

= required second-order flexural strength using LFRD and ASD
load combinations, kip-in (N-mm)

Mnt

= first-order moment using LFRD and ASD load combinations,
assuming there is no lateral translation of the frame, kip-in. (Nmm)

Mlt

= first-order moment using LRFD or ASD load combinations
caused by lateral translation of the frame only, kip-in (N-mm)

= required second-order axial strength using LRFD or ASD load
combinations, kip (N)

Calculation of Factored Forces and Moments 3 - 19

Steel Frame Design AISC 360-10

Pnt

= first-order axial force using LRFD or ASD load combinations,
assuming there is no lateral translation of the frame, kips (N)

Pstory = total vertical load supported by the story using LRFD or ASD
load combinations, including gravity column loads, kips (N)
Plt

= first-order axial force using LRFD or ASD load combinations
caused by lateral translation of the frame only, kips (N)

= a coefficient assuming no lateral translation of the frame,
whose value is taken as follows:
(i) For beam-columns not subject to transverse loading between supports in the plane of bending,
C=
0.6 − 0.4 ( M a M b ) ,
m

(AISC A-8-4)

where, Ma and Mb, calculated from a first-order analysis,
are the smaller and larger moments, respectively, at the
ends of that portion of the member unbraced in the plane
of bending under consideration. M a M b is positive when
the member is bent in reverse curvature, negative when
bent in single curvature.
(ii) For beam-columns subjected to transverse loading between
supports, the value of Cm is conservatively taken as 1.0 for
all cases.
When Mb is zero, Cm is taken as 1.0, the program defaults
Cm to 1.0, if the unbraced length is more than actual member length. The user can overwrite the value of Cm for any
member. Cm can be expressed as follows:

1.00,

1.00,

Cm = 1.00,

M
0.6 − 0.4 a ,
Mb

1.00,

3 - 20

Calculation of Factored Forces and Moments

if length is more than actual length,
if tension member,
if both ends unrestrained,
if no transverse loading, and
if transverse loading is present.

Chapter 3 - Design using ANSI/AISC 360-10

(AISC A-8-4, App 8.2.1)
Pel

= elastic critical buckling resistance of the member in the plane
of bending, calculated based on the assumption of zero sidesway, kips (N)

Pe1 =

π2 EI

( K1 L )

(AISC A-8-5)

If any of the direct analysis methods are used, the reduced value of EI is used (AISC C3.3).
Pe,story = elastic critical buckling resistance for the story determined by
sidesway buckling analysis, kips (N)
For moment frames, where sidesway buckling effective length
factors K2 are determined for the columns, it is the elastic story
sidesway buckling resistance and calculated as

Pe, story = RM

HL
,
∆H

(AISC A-8-7)

where,
E

modulus of elasticity of steel = 29,000 ksi
(200,000 MPa)
If any of the direct analysis methods are used,
the reduced value of EI is used (AISC App.
8.2.1).

moment of inertia in the plane of bending, in.4
(mm4)

story height, in. (mm)

K1 =

effective length factor in the plane of bending,
calculated based on the assumption of no lateral
translation. It is taken to be equal to 1.0, conservatively. The Overwrites can be used to change

Calculation of Factored Forces and Moments 3 - 21

Steel Frame Design AISC 360-10

the value of K1 for the major and minor directions.
K2 =

effective length factor in the plane of bending,
calculated based on a sidesway buckling analysis. The Overwrites can be used to change the
value of K2 for the major and minor directions.

In the expression of B1, the required axial force Pr is used based on its first order value. The magnification factor B1 must be a positive number. Therefore,
αPr must be less than Pe1. If αPr is found to be greater than or equal to Pe1 a
failure condition is declared.
If the program assumptions are not satisfactory for a particular structural model
or member, the user has the choice to explicitly specify the values of B1 for any
member.
Currently, the program does not calculate the B2 factor. The user is required to
overwrite the values of B2 for the members.

3.5

Calculation of Nominal Strengths
The nominal strengths in compression, tension, bending, and shear are computed for Compact, Noncompact, and Slender members in accordance with the
following sections. The nominal flexural strengths for all shapes of sections
are calculated based on their principal axes of bending. For the Rectangular, IShape, Box, Channel, Double Channel, Circular, Pipe, T-Shape, and Double
Angle sections, the principal axes coincide with their geometric axes. For the
Single Angle sections, the principal axes are determined and all computations
except shear are based on that.
For all sections, the nominal shear strengths are calculated for directions
aligned with the geometric axes, which typically coincide with the principal
axes. Again, the exception is the Single Angle section.
If the user specifies nonzero nominal capacities for one or more of the
members on the Steel Frame Overwrites form, those values will override
the calculated values for those members. The specified capacities should
be based on the principal axes of bending for flexure, and the geometric
axes for shear.

3 - 22

Calculation of Nominal Strengths

Chapter 3 - Design using ANSI/AISC 360-10

3.5.1 Nominal Tensile Strength
This section applies to the members subject to axial tension.
Although there is no maximum slenderness limit for members designed to resist tension forces, the slenderness ratio preferably should not exceed 300
(AISC D1). A warning message to that effect is printed for such slender elements under tension.
The design tensile strength, φtPn, and the allowable tensile strength, Pn Ωt , of
tension members is taken as the lower value obtained according to the limit
states of yielding of gross section under tension and tensile rupture in the net
section.

3.5.1.1 Tensile Yielding in the Gross Section
Pn=FyAg

(AISC D2-1)

φ1= 0.90 (LRFD)

(AISC D2)

Ωt= 1.67 (ASD)

(AISC D2)

3.5.1.2 Tensile Rupture in the Net Section
Pn=Fu Ae

(AISC D2-2)

φ1= 0.75 (LRFD)

(AISC D2)

Ωt= 2.00 (ASD)

(AISC D2)

The effective net area, Ae, is assumed to be equal to the gross cross-sectional
area, Ag, by default. For members that are connected with welds or members
with holes, the Ae A g ratio must be modified using the steel frame design
Overwrites to account for the effective area.

3.5.2 Nominal Compressive Strength
The design compressive strength, φcPn, and the allowable compressive
strength, Pn Ωc , of members subject to axial compression are addressed in
this section. The resistance and safety factors used in calculation of design and
allowable compressive strengths are:

Calculation of Nominal Strengths 3 - 23

Steel Frame Design AISC 360-10

φc= 0.90 (LRFD)

(AISC E1)

Ωc= 1.67 (ASD)

(AISC E1)

In the determination, the effective length factor K2 is used as the K-factor. If
the chosen analysis method in the Preferences is the General Second Order
Elastic Analysis, the First Order Analysis using Amplified First Order Analysis, or the Limited First Order Analysis, the calculated K2 factors are used. If
the user overwrites the K2 factors, the overwritten values are used. If the chosen analysis method is one of any Direct Analysis Methods, the effective
length factor, K, for calculation of Pn is taken as one (AISC C3). The overwritten value of K2 will have no effect for the latter case.
The nominal axial compressive strength, Pn, depends on the slenderness ratio,
Kl r , where

K l K l 
Kl
= max  33 33 , 22 22  .
r
r22 
 r33
For all sections except Single Angles, the principal radii of gyration r22 and r33
are used. For Single Angles, the minimum (principal) radius of gyration, rz, is
used instead of r22 and r33, conservatively, in computing Kl r . K33 and K22 are
two values of K2 for the major and minor axes of bending.
Although there is no maximum slenderness limit for members designed to resist compression forces, the slenderness ratio preferably should not exceed 200
(AISC E2). A warning message to that effect is given for such slender elements
under compression.
The members with any slender element and without any slender elements are
handled separately.
The limit states of torsional and flexural-torsional buckling are ignored for
closed sections (Box and Pipe sections), solid sections, general sections, and
sections created using Section Designer.

3.5.2.1 Members without Slender Elements
The nominal compressive strength of members with compact and noncompact
sections, Pn, is the minimum value obtained according to the limit states of
flexural buckling, torsional and flexural-torsional buckling.
3 - 24

Calculation of Nominal Strengths

Chapter 3 - Design using ANSI/AISC 360-10

3.5.2.1.1 Flexural Buckling
For compression members with compact and noncompact sections, the nominal
compressive strength, Pn, based on the limit state of flexural buckling, is given
by
Pn=Fcr Ag.

(AISC E3-1)

The flexural buckling stress, Fcr, is determined as follows:
Fy

Fe
0.658


Fcr =  

 0.877 Fe ,



 Fy ,


KL
E
≤ 4.71
,
r
Fy

KL
E
> 4.71
,
r
Fy

(AISC E3-2, E3-3)

where Fe is the elastic critical buckling stress given by
Fe =

π2 E
 KL 
 r 



(AISC E3-4)

3.5.2.1.2 Torsional and Flexural-Torsional Buckling
For compression members with compact and noncompact sections, the nominal
compressive strength, Pn, based on the limit state of torsional and flexuraltorsional buckling is given by
Pn = Fcr Ag

(AISC E4-1)

where Ag is the gross area of the member. The flexural buckling stress, Fcτ, is
determined as follows.

3.5.2.1.2.1 Box, Pipe, Circular, Rectangular, General and Section Designer Sections
The limit states of torsional and flexural-torsional buckling are ignored for
members with closed sections, such as Box and Pipe sections, solid sections
(Circular and Rectangular), General sections and sections created using the
Section Designer.

Calculation of Nominal Strengths 3 - 25

Steel Frame Design AISC 360-10

3.5.2.1.2.2 Double Angle and T-Shapes
4 Fcr 22 Fcrz H
 
 1 − 1 −
2

( Fcr 22 + Fcrz )

 F + Fcrz
=
Fcr  cr 22
2H



,



(AISC E4-2)

where,

Fcr 22

Fe =

Fy

(0.658 Fe )Fy ,

=

 0.877 Fe ,


π2 E
 KL22 


 r22 

Fcrz =

KL22
E
≤ 4.71
,
r22
Fy

(AISC E3-2, E3-3)

KL22
E
> 4.71
,
r22
Fy

, and

(AISC E3-4)

GJ
.
Ag r0 2

(AISC E4-3)

3.5.2.1.2.3 I-Shape, Double Channel, Channel, Single Angle Sections
For I-Shape, Double Channel, Channel, and Single Angle sections, Fcτ is calculated using the torsional or flexural-torsional elastic buckling stress, Fe, as follows:
Fy


F
  0.658 e  Fy ,


Fcr =  

 0.877 Fe ,


KL
E
≤ 4.71
,
r
Fy

(AISC E3-2, E3-3, E4b)

KL
E
if
> 4.71
.
r
Fy

where Fe is calculated from the following equations:
3.5.2.1.2.3.1

I-Shapes and Double Channel Sections

 π2 EC
 1 
w

Fe 
GJ
=
+

2
 ( K z Lz )
  I 22 +I 33 



3 - 26

Calculation of Nominal Strengths

(AISC E4-4)

Chapter 3 - Design using ANSI/AISC 360-10

3.5.2.1.2.3.2

Channel Sections

 F + Fez
=
Fe  e33
 2H
3.5.2.1.2.3.3






(AISC E4-5)

Single Angle Sections with Equal Legs

 F + Fez
=
Fe  e33
 2H

3.5.2.1.2.3.4

4 Fe33 Fez H
 
 1 − 1 −
2

( Fe33 + Fez )
4 Fe33 Fez H
 
 1 − 1 −
2

( Fe33 + Fez )






(AISC E4-5)

Single Angle Sections with Unequal Legs

Fe is the lowest root of the cubic equation.
2

x 
y 
0
( Fe − Fe33 )( Fe − Fe22 ) ( Fe − Fez ) − F ( Fe − Fe22 )  o  − Fe2 ( Fe − Fe33 )  o  =
 r0 
 r0 
2
e

(AISC E4-6)
In the preceding equations,
Cw

is the warping constant, in6 (mm6)

x0, y0

are the coordinates of the shear center with respect to the centroid, x0 = 0 for Double Angle and T-Shaped members (y-axis
symmetry)

xo2 + yo2 +

I 22 + I 33
=
polar radius of gyration about the shear
Ag

center
H

(AISC E4-11)

 x 2 + y2 
= 1−  o 2 o 
 r


Fe33 =

Fe 22 =

π2 E

( K33 L33

r33 )

π2 E

( K 22 L22

r22 )

(AISC E4-10)

(AISC E4-7)

(AISC E4-8)

Calculation of Nominal Strengths 3 - 27

Steel Frame Design AISC 360-10

 π2 EC
 1
w
Fez = 

GJ
+
2
2
 ( K z Lz )
 Ar0

(AISC E 4-9)

K22, K33

are effective length factors K2 in minor and major directions

is the effective length factor for torsional buckling, and it is
taken equal to KLTB in this program; it can be overwritten

L22, L33

are effective lengths in the minor and major directions

r22, r33

are the radii of gyration about the principal axes

is the effective length for torsional buckling and it is taken
equal to L22 by default, but it can be overwritten.

For angle sections, the principal moment of inertia and radii of gyration
are used for computing Fe. Also, the maximum value of KL, i.e.,
max(K22L22, K33L33), is used in place of K22L22 or K33L33 in calculating
Fe22 and Fe33 in this case. The principal maximum value rmax is used for
calculating Fe33, and the principal minimum value rmin is used in calculating Fe22.

3.5.2.2 Members with Slender Elements
The nominal compressive strength of members with slender sections, Pn, is the
minimum value obtained according to the limit states of flexural, torsional and
flexural-torsional buckling.

3.5.2.2.1 Flexural Buckling
For compression members with slender sections, the nominal compressive
strength, Pn, based on the limit state of flexural buckling, is given by
Pn= FcrAg.
The flexural buckling stress, Fcr, is determined as follows:

3 - 28

Calculation of Nominal Strengths

(AISC E7-1)

Chapter 3 - Design using ANSI/AISC 360-10

QFy
 
Q  0.658 Fe
 
 
Fcr = 

0.877 Fe ,



 Fy , if


if

KL
E
, and
≤ 4.71
r
QFy

(AISC E7-2, E7-3)
KL
E
,
> 4.71
r
QFy

where Fe is the elastic critical buckling stress for flexural buckling limit state.

Fe =

π2 E
 KL 
 r 



(AISC E3-4)

3.5.2.2.2 Torsional and Flexural-Torsional Buckling
For compression members with slender sections, the nominal compressive
strength, Pn, based on Torsional and Flexural-Torsional limit state is given by:
Pn= FcrAg, where

(AISC E7-1)

Fcr is determined as follows:
QFy
 
Q  0.658 Fe
 
Fcr =  

0.877 Fe



KL
E
 Fy if
≤ 4.71
, and

r
QFy


(AISC E7-2, E7-3)

KL
E
> 4.71
if
,
r
QFy

where, Fe is the elastic critical buckling stress for torsional and flexuraltorsional limit states, which are given for different shapes as follows.

3.5.2.2.2.1 Box, Pipe, Circular, Rectangular, General and Section Designer Sections
The limit states of torsional and flexural-torsional buckling are ignored for
members with closed (Box and Pipe), solid (Circular and Rectangular), General
sections and sections created using the Section Designer.

Calculation of Nominal Strengths 3 - 29

Steel Frame Design AISC 360-10

3.5.2.2.2.2 I-Shape and Double Channel Sections
 π2 EC


1
w

=
+
Fe 
GJ

2
 ( K 2 L2 )
  I 22 + I 33 

(AISC E7, E4-4)

3.5.2.2.2.3 Channel Sections
 F + Fez
=
Fe  e33
 2H

4 Fe33 Fez H
 
 1 − 1 −
2

( Fe33 + Fez )






(AISC E7, E4-5)

3.5.2.2.2.4 Double Angle Sections and T-Shapes
 F + Fez
=
Fe  e 22
 2H

4 Fe 22 Fez H
 
 1 − 1 −
2

( Fe33 + Fez )






(AISC E7, E4-5)

3.5.2.2.2.5 Single Angle Sections with Equal Legs
 F + Fez
=
Fe  e33
 2H

4 Fe33 Fez H 


 1 − 1 −
 
( Fe33 + Fez )2 

(AISC E7, E4-5)

3.5.2.2.2.6 Single Angle Sections with Unequal Legs
Fe is the lowest root of the cubic equation.
2

x 
y 
0
( Fe − Fe33 )( Fe − Fe22 ) ( Fe − Fez ) − F ( Fe − Fe22 )  o  − Fe2 ( Fe − Fe33 )  o  =
 ro 
 ro 
2
e

(AISC E7, E4-6)
The variables used in the preceding expressions for Fe, such as Cw, x0, y0, ro , H,
Fe33, Fe22, Fez, K22, K33, Kz, L22, L33, Lz, KL r , and so on, were explained in the
previous section.

3.5.2.2.3 Reduction Factor for Slenderness
The reduction factor for slender compression elements, Q, is computed as follows:
Q = QsQa,

(AISC E7)

where Qs and Qa are reduction factors for slender unstiffened compression elements (flanges of I-Shapes, T-Shapes, Double Angles, Channels, and Double
3 - 30

Calculation of Nominal Strengths

Chapter 3 - Design using ANSI/AISC 360-10

Channels; legs of angles; and stems of T-Shapes) and slender stiffened compression elements (webs of I-Shapes, Channels, and Boxes; and Pipe sections),
respectively. For cross-sections composed of only unstiffened slender elements, Q = Qs(Qa = 1) and for cross-sections composed of only stiffened slender elements, Q = Qa(Qs = 1).
The reduction factor, Qs, for slender unstiffened elements is defined as follows:

3.5.2.2.3.1 Flange of I-Shape, T-Shape, Channel and Double Channel Sections
Rolled:


1.0,



 b  Fy
=
Qs 1.415 − 0.74  
,
t E


 0.69 E ,
  b 2
 Fy  
  t 

b
E
≤ 0.56
,
t
Fy

if 0.56
if

E b
E
< ≤ 1.03
, and
Fy t
Fy

b
E
> 1.03
.
t
Fy

(AISC E7-4, E7-5, E7-6)
Built-Up:


1.0,



 b  Fy
=
Qs 1.415 − 0.65  
,
 t  Ekc


 0.90 Ekc ,
  b 2
 Fy  
  t 

Ekc
b
≤ 0.64
,
t
Fy

if 0.64

Ekc b
Ekc
< ≤ 1.17
,
Fy
t
Fy

Ekc
b
> 1.17
,
t
Fy

(AISC E7-7, E7-8, E7-9)
where kc =

4
and 0.35 ≤kc≤ 0.76,
h tw

(AISC E7.1b)
Calculation of Nominal Strengths 3 - 31

Steel Frame Design AISC 360-10

and b t is defined as

(
(

 bt

b  b f
=
t b
f

b f

3.5.2.2.3.1.1

)
2t )

2t f

for I Shapes,
for T Shapes,

(AISC B4.1a, E7.1)

for Channels,

for Double Channels.

Legs of Single and Double Angle Sections



1.0,
if


 b  Fy

Q=
, if
1.34 − 0.76  
s
t E


 0.53E ,
if
  b 2
 Fy  
  t 

b
E
≤ 0.45
,
t
Fy
0.45

E b
E
< ≤ 0.91
, and
Fy t
Fy

b
E
> 0.91
,
t
Fy

(AISC E7-10, E7-11, E7-12)
where b is the full width of the longest leg, and t is the corresponding thickness
(AISC B4.1a, E7.1c).
3.5.2.2.3.1.2

Stem of T-Sections



1.0,



Fy
,
Qs 1.908 − 1.22
=
E


 0.69 E ,
  d 2
 Fy  
  t 

d
E
,
≤ 0.75
t
Fy

if 0.75
if

E d
E
, and
< ≤ 1.03
Fy t
Fy

d
E
,
> 1.03
t
Fy

(AISC E7-13, E7-14, E7-15)

3 - 32

Calculation of Nominal Strengths

Chapter 3 - Design using ANSI/AISC 360-10

where d is the full nominal depth of the tee and t is the thickness of the element
(AISC B4.1b).
For T-Shapes, the Qs is calculated for the flange and web separately, and the
minimum of the two values is used as Qs. For Angle and Double Angle sections, Qs is calculated based on the leg that gives the largest b t and so the
smallest Qs.
The reduction factor, Qa, for slender stiffened elements is defined as follows:
Qa =

Aeff
A

(AISC E7-16)

where A is the total cross sectional area of the member, and Aeff is the summation of the effective areas of the cross-section,
Aeff=A−Σ(b−be)t,
based on the reduced effective width, be, which is determined as follows.
3.5.2.2.3.1.3

Webs of I -Shapes, Channels, and Double Channels


E  0.34
1.92t
1 −
f  ( b t )

be = 

b,


E
F


b
E
≥ 1.49
, and
 ≤ b, if
t
f

(AISC E7-17)
b
E
if < 1.49
,
t
f

where f is taken as Fcr with Q = 1.0 (AISC 7.2a), and b is taken for rolled
shapes as the clear distance between flanges less the corner radius, and is taken
for welded shapes as the clear distance between flanges.

3.5.2.2.3.2 Webs and Flanges of Box Sections

E  0.38 E 
1.92t
1 −
 ≤ b,
f  ( b t ) F 

be = 

b,


b
E
≥ 1.40
, and
t
f

(AISC E7-18)
b
E
if < 1.40
,
t
Fy

Calculation of Nominal Strengths 3 - 33

Steel Frame Design AISC 360-10

where f is conservatively taken as Fy (AISC 7.2b). The flange, b, is taken as
bf−3tw, and for webs, b is taken as h−3tf (AISC B4.1b). The design wall thickness is modified for the welding process (AISC B4.2)

3.5.2.2.3.3 Pipe Sections
The reduction factor for slender stiffened elements is given directly by:

1.0,

 0.038E 2
+ ,
Qa =Q =
 Fy ( D t ) 3

1.0,


E
,
Fy

if D t < 0.11
if 0.11

E D
E
< < 0.45 , and (AISC E7-19)
Fy
t
Fy

if D t > 0.45

E
,
Fy

where D is the outside diameter and t is the wall thickness. The design wall
thickness is modified for the welding process (AISC B4.2). If D / t exceeds
0.45 E / Fy , the section is considered to be too slender and it is not designed.

3.5.3 Nominal Flexure Strength
This section applies to members subject to simple bending about one principal
axis. The members are assumed to be loaded in a plane parallel to a principal
axis that passes through the shear center, or restrained against twisting.
The design flexural strength, φbMn, and the allowable flexural strength,
M n Ω b , are determined using the following resistance and safety factors:
φb = 0.90 (LRFD)

(AISC F1(1))

Ωb = 1.67 (ASD)

(AISC F1(1))

When determining the nominal flexural strength about the major principal axis
for any sections for the limit state of lateral-torsional buckling, it is common to
use the term Cb, the lateral-torsional buckling modification factor for nonuniform moment diagram. Cb is calculated as follows:
=
Cb

2.5M max

12.5M max
≤ 3.0,
+ 3M A + 4 M B + 3M c

where,
3 - 34

Calculation of Nominal Strengths

(AISC F1-1, H1.2)

Chapter 3 - Design using ANSI/AISC 360-10

Mmax = absolute value of maximum moment in unbraced segment, kip-in.
(N-mm)
MA

= absolute value of moment at quarter point of the unbraced segment, kip-in. (N-mm)

= absolute value of moment at centerline of the unbraced segment,
kip-in. (N-mm)

= absolute value of moment at three-quarter point of the unbraced
segment, kip-in. (N-mm)

Cb should be taken as 1.0 for cantilevers. However, the program is unable to
detect whether the member is a cantilever. The user should overwrite Cb for
cantilevers. The program also defaults Cb to 1.0 if the minor unbraced length,
l22, is redefined to be more than the length of the member by the user or the
program, i.e., if the unbraced length is longer than the member length. The
Overwrites can be used to change the value of Cb for any member.
The nominal bending strength depends on the following criteria: the geometric
shape of the cross-section; the axis of bending; the compactness of the section;
and a slenderness parameter for lateral-torsional buckling. The nominal bending strength is the minimum value obtained according to the limit states of
yielding, lateral-torsional buckling, flange local buckling, web local buckling,
tension flange yielding as appropriate to different structural shapes. The following sections describe how different members are designed against flexure
in accordance with AISC Chapter F. AISC, in certain cases, gives options in
the applicability of its code section, ranging from F2 to F12. In most cases, the
program follows the path of the sections that gives more accurate results at the
expense of more detailed calculation. In some cases, the program follows a
simpler path. For an easy reference, Table 3-3 shows the AISC sections for the
various scenarios.
Table 3.3 Selection Table for the Application of Chapter F Sections
Section in
Chapter F
F2

Cross Section

Flange
Slenderness

Web
Slenderness

Limit States

Y, LTB

Calculation of Nominal Strengths 3 - 35

Steel Frame Design AISC 360-10

Table 3.3 Selection Table for the Application of Chapter F Sections
Section in
Chapter F

Flange
Slenderness

Web
Slenderness

Limit States

NC, S

LTB, FLB

C, NC, S

Y, LTB, FLB

C, NC, S

Y, LTB, FLB

C, NC, S

C, NC

Y, LTB, FLB, TFY

C, NC, S

Y, LTB, FLB, TFY

C, NC, S

Any

Y, FLB

C, NC, S

C, NC

Y, FLB, WLB

N/A

Y, LB

C, NC, S

Any

Y, LTB, FLB

F10

N/A

Y, LTB, LLB

F11

N/A

Any

Y, LTB

Cross Section

F12
Unsymmetrical shapes
Y
= yielding
LTB = lateral-torsional buckling
FLB = flange local buckling
WLB = web local buckling
TFY = tension flange yielding

3 - 36

Calculation of Nominal Strengths

N/A
N/A
All limit states
LLB = leg local buckling
LB = local buckling
C
= compact or seismically compact
NC = noncompact
S
= slender

Chapter 3 - Design using ANSI/AISC 360-10

3.5.3.1 Doubly Symmetric I-Sections
3.5.3.1.1 Major Axis Bending
The nominal flexural strength for major axis bending depends on compactness
of the web and flanges.

3.5.3.1.1.1 Compact Webs with Compact Flanges
The nominal flexural strength is the lowest value obtained according to the
limit states of yielding (plastic moment) and lateral-torsional buckling.
3.5.3.1.1.1.1

Yielding

Mn=Mp=FyZ33 ,

(AISC F2-1)

where, Z33 is the plastic section modulus about the major axis.
3.5.3.1.1.1.2

Lateral-Torsional Buckling

M p ,

 

=
M n Cb  M p − M p − 0.7 Fy S33
 

 Fcr S33 ≤ M p ,


(

if Lb ≤ L p ,
 Lb − L p  
  ≤ M p , if L p < Lb < Lr , and

−
L
r
p



)  L

if L p > Lr ,

(AISC F2-1, F2-2, F2-3)
where, S33 is the elastic section modulus taken about the major axis, Lb is the
unbraced length, Lp and Lr are limiting lengths, and Fcr is the critical buckling
stress.Fcr, Lp, and Lr are given by:
Fcr
=

Cb π2 E
 Lb 
 
 rts 

L p = 1.76ry

Jc
1 + 0.078
S33 h0

 Lb 
  ,
 rts 

(AISC F2-4)

E
,
Fy

E
=
Lr 1.95rts
0.7 Fy

(AISC F2-5)

 0.7 Fy S33 h0 
Jc
1 + 1 + 6.76 
 ,
S33 h0
Jc 
 E

(AISC F2-6)

Calculation of Nominal Strengths 3 - 37

Steel Frame Design AISC 360-10

where,

rts 2 =

I y Cw
S33

(AISC F2-7)

c = 1, and

(AISC F2-8a)

h0 is the distance between flange centroids.

3.5.3.1.1.2 Compact Webs with Noncompact or Slender Flanges
The nominal flexural strength is the lowest value obtained from the limit states
of lateral-torsional buckling and compression flange local buckling.
3.5.3.1.1.2.1

Lateral-Torsional Buckling

The provisions of lateral-torsional buckling for “Compact Web and Flanges” as
described in the provision pages also apply to the nominal flexural strength of
I-Shapes with compact webs and noncompact or slender flanges bent about
their major axis.
M p ,

 

M n Cb  M p − M p − 0.7 Fy S33
=
 

 Fcr S33 ≤ M p ,


(

if Lb ≤ L p ,
 Lb − L p  
  ≤ M p , if L p < Lb < Lr , and

 r − L p  

)  L

if L p > Lr .

(AISC F3.1, F2-1, F2-2, F2-3)
3.5.3.1.1.2.2

Compression Flange Local Buckling


 M p − M p − 0.7 Fy S33

Mn = 
 0.9 Ekc S33
,

λ2


(

 λ − λ pf 
 , for noncompact flanges,

 rf − λ pf 

)  λ

for slender flanges,

(AISC F3-1, F3-2)
where λ, λpf, and λrf are the slenderness and limiting slenderness for compact
and noncompact flanges from Table 3.1, respectively,

3 - 38

Calculation of Nominal Strengths

Chapter 3 - Design using ANSI/AISC 360-10

λ=

bf
2t f

E
,
Fy

(AISC Table B4.1b, F3.2)


E
(Rolled),
1.0
Fy

λ rf =

kc E

0.95 F (Welded),
L


(AISC Table B4.1b, F3.2)

λ pf =
0.38

and kcis given by

kc =

4
, 0.35 ≤kc≤0.76.
h tw

(AISC F.3.2)

3.5.3.1.1.3 Noncompact Webs with Compact, Noncompact and Slender
Flanges
The nominal flexural strength is the lowest values obtained from the limit
states of compression flange yielding, lateral-torsional buckling, and compression flange local buckling.
3.5.3.1.1.3.1

Compression Flange Yielding

Mn = RpcMy,

(AISC F4-1)

where, Rpc is the web plasticity factor, which is determined as follows:



1

M p
,
R pc 
=
My

  M p −  M p − 1 λ − λ pw

 λ rw − λ pw
  M y  M y




I yc I y ≤ 0.23,

λ ≤ λ pw ,and I yc I y > 0.23,

 M p
, if
  ≤
M
y



λ pw < λ w ≤ λ rw ,and I yc I y > 0.23,
(AISC F4-9a, F4-9b, F4-10)

where,
Calculation of Nominal Strengths 3 - 39

Steel Frame Design AISC 360-10

Mp = Z33Fy≤ 1.6S33Fy

(AISC F4-2)

S33 = elastic section modulus for major axis bending
hc
tw

λw =

(AISC F4.2, Table B4.1)

λ pw = λ p , the limiting slenderness for a compact web, as given in
Table 3-1

(AISC Table B4.1, F4.2)

λrw = λr, the limiting slenderness for a noncompact web, as given in
Table 3-1
(AISC Table B4.1, F4.2)
and My is the yield moment, which is determined as follows:
My = S33Fy
3.5.3.1.1.3.2

(AISC F4-1)

Lateral-Torsional Buckling

 R pc M y ,


 
=
M n Cb  R pc M y − R pc M y − FL S33
 

 Fcr S33 ≤ R pc M y ,


(

if Lb ≤ L p ,
 Lb − L p  
  ≤ R pc M y ,

 r − L p  

)  L

if L p < Lb ≤ Lr ,
if Lb > Lr ,

(AISC F4-1, F4-2, F4-3)
where,

Fcr
=

rt =

=
aw

3 - 40

Cb π2 E
 Lb 
 
 rt 

1 + 0.078

bf
h 1
h2 
12  0 + aw

 d 6 h0 d 

hc t w
≤ 10
bf t f

Calculation of Nominal Strengths

JC  Lb 
 
S33 ho  rt 

(AISC F4-5)

(AISC F4-11)

(AISC F4-12)

Chapter 3 - Design using ANSI/AISC 360-10

1, if I yc I y > 0.23
C=
0, if I yc I y ≤ 0.23

(AISC F4.2)

E
Fy

(AISC F4-7)

L p = 1.1rt

=
Lr 1.95rt

E
FL

J
F S h 
1 + 1 + 6.76  L 33 o 
S33 ho
 E J 

FL = 0.7Fy

(AISC F4-8)
(AISC F4-6a)

Rpc = web plastification factor, which is determined using a formula de-

scribe previously (AISC F4-9)
Iyc = moment of inertia of the compression flange about the minor axis
Iy

3.5.3.1.1.3.3

= moment of inertia of the entire section about the minor axis.

Compression Flange Local Buckling


 R pc M y ,

 
 λ − λ pt
M n =   R pc M y − ( R pc M y − FL S33 ) 
 λ rf − λ pt
 


 0.9 Ekc S33 ,
λ2


if flanges are compact,

  , if flanges are noncompact, and
 
if flanges are slender,

(AISC F4-1, F4-13, F4-14)
where,
FL

= 0.5Fy

(AISC F4-6a, F4.3)

Rpc = is the web plastification factor, which is determined using a formula described previously (AISC F4-9, F4.3)
kc

4
, 35 ≤ kc ≤ 0.76
h tw

(AISC F4.3, Table B4.1)

Calculation of Nominal Strengths 3 - 41

Steel Frame Design AISC 360-10

bf
2t f

λpf = λp, the limiting slenderness for compact flange, as given in Table
3-1 (AISC Table B4.1b, B4.3)
λrf

= λr, the limiting slenderness for noncompact flange, as given in
Table 3-1 (AISC Table B4.1b, B4.3).

3.5.3.1.1.4 Slender Webs with Compact, Noncompact, and Slender
Flanges
The nominal flexural strength is the lowest value obtained from the limit states
of compression flange yielding, lateral-torsional buckling, and compression
flange local buckling.
3.5.3.1.1.4.1

Compression Flange Yielding

Mn = RpgFyS33 ,

(AISC F5-1)

where Rpg is the bending strength reduction factor given by
aw
1−
R pg =
1200 + 300 aw

=
aw

h
E 
 c − 5.7
 ≤ 1.0,
 tw

F
y



ht w
≤ 10,
bf t f

(AISC F5-6)

(AISC F5.2, F4-12)

where h0 is the distance between flange centroids (AISC F4.2).
3.5.3.1.1.4.2

Lateral-Torsional Buckling

Mn = RpgFcrS33 ,
where Fcr is the critical lateral-torsional buckling stress given by

3 - 42

Calculation of Nominal Strengths

(AISC F5-2)

Chapter 3 - Design using ANSI/AISC 360-10




F ,
 y

 Lb − Lp
 
Fcr Cb  Fy − ( 0.3Fy ) 
=
 Lr − Lp
 


 Cb π2 E
≤ Fy ,

2
  Lb 
 r 
 t 

if Lb ≤ Lp ,

  ≤ Fy , if Lp < Lb ≤ Lr , and
 
if Lp > Lr ,

(AISC F5-1, F5-3, F5-4)
where,
L p = 1.1rt

E
Fy

Lr = πrt

E
0.7 Fy

rt =

(AISC F5.2, 4-7)

(AISC F5-5)

(AISC F5.2, F4-11)

h 1
h2 
12  0 + aw

 d 6 h0 d 

Rpgis the bending strength reduction factor, which has been described in the
previous section.
3.5.3.1.1.4.3

Compression Flange Local Buckling

Mn = RpgFcrS33 ,

(AISC F5-7)

where Fcr is the critical buckling stress given by

Calculation of Nominal Strengths 3 - 43

Steel Frame Design AISC 360-10




F ,
 y

 λ − λ pf


Fcr   Fy − ( 0.3Fy ) 
=
 λ rf − λ pf
 


 0.9 Ekc
≤ Fy ,

2
  bf 
  2t 
 f 


if flanges are compact,

  , if flanges are noncompact, and
 
if flanges are slender,

(AISC F5-1, F5-8, F5-9)
and λ, λpf, and λrf are the slenderness and the limiting slenderness ratios for
compact and noncompact flanges from Table 3-1, respectively, and kc is given
by

kc =

4
where 0.35 ≤kc≤ 0.76.
h tw

(AISC 5.3)

3.5.3.1.2 Minor Axis Bending
The nominal flexural strength is the lower value obtained according to the limit
states of yielding (plastic moment) and flange local buckling.

3.5.3.1.2.1 Yielding
Mn = Mp = FyZ22≤ 1.6FyS22,

(AISC F6-1)

where S22 and Z22 are the section and plastic moduli about the minor axis, respectively.

3.5.3.1.2.2 Flange Local Buckling
M p ,


M n =  M p − M p − 0.7 Fy S22

F S ,
 cr 22

(

for compact flange,
 λ − λ pf 
,

 rf − λ pf 

)  λ

for noncompact flanges, and
for slender flanges,

(AISC F6-1, F6-2, F6-3)
where,
3 - 44

Calculation of Nominal Strengths

Chapter 3 - Design using ANSI/AISC 360-10

Fcr =
λ=

0.69 E
λ2

(AISC F6-4)

(AISC F6.2)

2t f

and λpf and λrf are the limiting slendernesses for compact and noncompact
flanges, respectively, as described in Table 3-1 (AISC B4.1b).

3.5.3.2 Singly Symmetric I-Sections
3.5.3.2.1 Major Axis Bending
The nominal of flexural strength for major axes bending depends on compactness of the web and flanges.

3.5.3.2.1.1 Compact and Noncompact Webs with Compact, Noncompact
and Slender Flanges
The nominal flexural strength is the lowest values obtained from the limit sates
of compression flange yielding, lateral-torsional buckling, compression flange
local buckling, and tension flange yielding.

3.5.3.2.1.2 Compression Flange Yielding
Mn = RpcMyc,

(AISC F4-1)

where, Rpc is the web plasticity factor, which is determined as follows:

R pc



1

M p
,

My

  M p −  M p − 1 λ − λ pw

 λ rw − λ pw
  M y  M y




I yc I y ≤ 0.23,

λ ≤ λ pw ,and I yc I y > 0.23,

 M p
, if
  ≤
  M y

λ pw < λ w ≤ λ rw ,and I yc I y > 0.23,
(AISC F4-9a, F4-9b)

where,
Mp = Z33Fy≤ 1.6S33cFy

(AISC F4-2)

Calculation of Nominal Strengths 3 - 45

Steel Frame Design AISC 360-10

S33c = elastic section modulus for major axis bending referred to
compression flange
S33t = elastic section modulus for major axis bending referred to tension flange
λ

hc
tw

(AISC F4.2, Table B4.1b)

λpw = λp, the limiting slenderness for a compact web, as given in
Table 3-1
(AISC Table B4.1b)
λrw = λr, the limiting slenderness for a noncompact web, as given in
Table 3-1
(AISC Table B4.1b)
and Myc is the yield moment for compression flange yielding, which is
determined as follows:
Myc = S33cFy.

(AISC F4-1)

3.5.3.2.1.3 Lateral-Torsional Buckling
 R pc M yc ,


 
=
M n Cb  R pc M yc − R pc M yc − FL S33c
 

 Fcr S33c ≤ R pc M yc ,


(

if Lb ≤ L p
 Lb − L p  
  ≤ R pc M yc , if L p < Lb ≤ Lr ,

 r − L p  

)  L

if Lb > Lr ,

(AISC F4-1, F4-2, F4-3)
where,

Fcr
=

rt =

3 - 46

Cb π2 E
 Lb 
 
 rt 

1 + 0.078

JC  Lb 
 
S33 ho  rt 

b fc
h 1
h2 
12  0 + aw

 d 6 h0 d 

Calculation of Nominal Strengths

(AISC F4-5)

(AISC F4-11)

Chapter 3 - Design using ANSI/AISC 360-10

=
aw

hc tw
≤ 10
b fe t fc

(AISC F4-12)

1, if I yc I y > 0.23
C=
0, if I yc I y ≤ 0.23

(AISC F4.2)

E
Fy

(AISC F4-7)

L p = 1.1rt

E
=
Lr 1.95rt
FL

J
F S h 
1 + 1 + 6.76  L 33c o 
S33 ho
 E J 


0.7 Fy ,

FL = 
 S33t F ≥ 0.5F ,
y
 S33c y

S33t
≥ 0.7
S33c

(AISC F4-8)

(AISC F4-6a, F4-6b)

S
if 33t ≤ 0.7
S33c

Rpc = web plastification factor, which is determined using a formula

describe previously (AISC F4-9)
Iyc = moment of inertia of the compression flange about the minor axis
Iy = moment of inertia of the section about the minor axis.

3.5.3.2.1.4 Compression Flange Local Buckling

 R pc M yc ,

 
 λ − λ pt
M n =   R pc M yc − ( R pc M yc − FL S33c ) 

 
 λ rf − λ pt

 0.9Ekc S33c ,
λ2


if flanges are compact,

  , if flanges are noncompact, and
 
if flanges are slender,

(AISC F4-1, F4-12, F4-13)
where,
FL

is a calculated stress, which has been defined previously
(AISC F4-6a, F4-6b, F4.3)
Calculation of Nominal Strengths 3 - 47

Steel Frame Design AISC 360-10

Rpc =

is the web plastification factor, which is determined using a
formula described previously (AISC F4-9, F4.3)
4
h tw

, 35 ≤kc≤ 0.76

(AISC F4.3, Table B4.1)

b fc
2t fc

λpf =

λp, the limiting slenderness for compact flange, as given in
Table 3-1 (AISC Table B4.1b, B4.3)

λrf

λr, the limiting slenderness for noncompact flange, as given in
Table 3-1 (AISC Table B4.1b, B4.3).

3.5.3.2.1.5 Tension Flange Yielding
 M p ,
Mn = 
 R pt M yt ,

if S33t ≥ S33c

(AISC F4-15)

if S33t < S33c

where, Rpt is the web plastification factor corresponding to the tension flange
yielding limit state. It is determined as follows:

 Mp
,

 M yt
R pt 
 M p −  M p − 1  λ − λ pw

 M yt  M yt
 λ rw − λ pw




if λ ≤ λ pw

 , if λ pw < λ ≤ λ rw

(AISC F4-16a, F4-16b)

where,
Mp

= Z33Fy

(AISC F2-1)

S33c = elastic section modulus for major axis bending referred to
compression flange
S33t = elastic section modulus for major axis bending referred to tension flange

3 - 48

Calculation of Nominal Strengths

Chapter 3 - Design using ANSI/AISC 360-10

λw

hc
tw

(AISC F4.4, Table B4.1b)

λwp = λp, the limiting slenderness for a compact web, as given in
Table 3-1
(AISC Table B4.1b, F4.4)
λrw = λr, the limiting slenderness for a noncompact web, as given in
Table 3-1.
(AISC Table B4.1b, F4.4)

3.5.3.2.1.6 Slender Webs with Compact, Noncompact and Slender Flanges
The nominal flexural strength is the lowest value obtained from the limit states
of compression flange yielding, lateral-torsional buckling, compression flange
local buckling, and tension flange yielding.
3.5.3.2.1.6.1

Compression Flange Yielding

Mn = RpgFyS33c,

(AISC F5-1)

where, Rpg is the bending strength reduction factor given by
h
aw
E 
 c − 5.7
 ≤ 1.0
R pg =
1−
Fy 
1200 + 300aw  tw

=
aw

htw
≤ 10
bf t f

(AISC F5-6)

(AISC F5.2, F4-12)

where, h0 is the distance between flange centroids (AISC F2.2).
3.5.3.2.1.6.2

Lateral-Torsional Buckling

Mn = RpgFcrS33c ,

(AISC F5-2)

where, Fcr is the critical lateral-torsional buckling stress given by

Calculation of Nominal Strengths 3 - 49

Steel Frame Design AISC 360-10




F ,
 y

 
=
Fcr Cb  Fy − 0.3Fy
 

 Cb π2 E
≤ Fy ,

2
 Lb 
 
  rt 

(

if Lb ≤ L p ,
 Lb − L p  
  ≤ Fy , if L p < Lb ≤ Lr , and

 r − L p  

)  L

if L p > Lr ,

(AISC F5-1, F5-3, F5-4)
where,
L p = 1.1rt

E
Fy

Lr = πrt

E
0.7 Fy

rt =

(AISC F5.2, 4-7)

bfc
h 1
h2 
12  0 + aw

 d 6 h0d 

(AISC F5-5)

(AISC F5.2, F4-11)

Rpg is the bending strength reduction factor, which has been described
in a previous section.
3.5.3.2.1.6.3

Compression Flange Local Buckling

Mn = RpgFcrS33c ,
where, Fcr is the critical buckling stress given by

3 - 50

Calculation of Nominal Strengths

(AISC F5-7)

Chapter 3 - Design using ANSI/AISC 360-10




F ,
 y

 λ − λ pf


Fcr   Fy − ( 0.3Fy ) 
=

 
 λ rf − λ pf

 0.9 Ekc
≤ Fy ,

2
  b fc 
  2t 
  fc 


if flanges are compact,

  , if flanges are noncompact, and
 
if flanges are slender,

(AISC F5-1, F5-8, F -9)
and λ, λpf, and λrf are the slenderness and the limiting slenderness ratios for
compact and noncompact flanges from Table 3-1, respectively, and kc is given
by

kc =

4
, where 0.35 ≤kc≤ 0.76.
h tw

3.5.3.2.1.6.4

(AISC 5.3)

Tension Flange Yielding

if S33t ≥ S33c ,
 M p
Mn = 
 Fy S33t if S33t < S33c .

(AISC F5-10)

3.5.3.2.2 Minor Axis Bending
The nominal flexural strength is the lower value obtained according to the limit
states of yielding (plastic moment) and flange local buckling.

3.5.3.2.2.1 Yielding
Mn = Mp=FyZ22≤ 1.6Fy S22,

(AISC F6-1)

where, S22 and Z22 are the section and plastic moduli about the minor axis, respectively.

Calculation of Nominal Strengths 3 - 51

Steel Frame Design AISC 360-10

3.5.3.2.2.2 Flange Local Buckling
M p ,


M n =  M p − M p − 0.7 Fy S22

F S ,
 cr 22

(

for compact flange,
 λ − λ pf 
,

−
λ
rf
pf



)  λ

for noncompact flanges, and
for slender flanges,

(AISC F6-1, F6-2, F6-3)
where,

0.69 E
λ2

(AISC F6-4)

 b fb b ft 
λ =max  , 
 ttb t ft 

(AISC F6.2)

Fcr =

and λpf and λrf are the limiting slendernesses for compact and noncompact
flanges, respectively, as described in Table 3-1 (AISC B4.1b).

3.5.3.3 Channel and Double Channel Sections
3.5.3.3.1 Major Axis Bending
The nominal flexural strength is the lowest value obtained according to the
limit states of yielding (plastic moment), lateral-torsional buckling, and compression flange local buckling.

3.5.3.3.1.1 Yielding
Mn = Mp =FyZ33 ,
where Z33 is the plastic section modulus about the major axis.

3 - 52

Calculation of Nominal Strengths

(AISC F2-1)

Chapter 3 - Design using ANSI/AISC 360-10

3.5.3.3.1.2 Lateral-Torsional Buckling
M p ,

 

=
M n Cb  M p − M p − 0.7 Fy S33
 

 Fcr S33 ≤ M p ,


(

if Lb ≤ L p ,
 Lb − L p  
  ≤ M p if L p < Lb < Lr , and

 r − L p  

)  L

if L p > Lr ,

(AISC F2-1, F2-2, F2-3)
where S33 is the elastic section modulus taken about the major axis, Lb is the
unbraced length, Lp and Lr are limiting lengths, and Fcr is the critical buckling
stress. Fcr, Lp and Lr are given by
=
Fcr

Cb π2 E
 Lb 
 
 rts 

L p = 1.76ry

1 + 0.078

Jc
S33 h0

 Lb 
 
 rts 

(AISC F2-4)

E
Fy

E
=
Lr 1.95rts
0.7 Fy

(AISC F2-5)

 0.7 Fy S33 h0 
Jc
1 + 1 + 6.76 

S33 h0
Jc 
 E

(AISC F2-6)

where

rts 2 =

I y Cw

(AISC F2-7)

S33

1

C =  ho
2


for Double Channel sections
Iy
Cw

for Channel sections

(AISC F2-8a, F2-8b)

and h0 is the distance between flange centroids.

Calculation of Nominal Strengths 3 - 53

Steel Frame Design AISC 360-10

3.5.3.3.1.3 Compression Flange Local Buckling
The nominal strength for compression flange local buckling is determined
based on whether the web is compact, noncompact, or slender.
If the web is compact,


M p ,


M n =  M p − M p − 0.7 Fy S33

 0.9 Ek S
c 33

,

λ2

(

for compact flanges,
 λ − λ pf 
,

 rf − λ pf 

)  λ

for noncompact flanges, and
for slender flanges,
(AISC F2-1, F3-1, F3-2)

if the web is noncompact,


 R pc M y ,


M n =  R pc M y − R pc M y − FL S33

 0.9 Ek S
c 33

,

λ2

(

for compact flange,
 λ − λ pf 
,

 rf − λ pf 

)  λ

for noncompact flanges, and
for slender flanges,
(AISC F4-1, F4-12, F4-13)

and if the web is slender,
Mn = RpgFcrS33

(AISC F5-7)

where, Fcris the critical buckling stress give by

 Fy ,

 λ − λ pf

F
=
 Fy − ( 0.3Fy ) 
cr

 λ rf − λ pf
 0.9 Ek
c

≤ Fy ,
2
 λ

if flanges are compact,

 , if the flanges are noncompact,

if the flanges are slender,

(AISC F5-1, F5-8, F5-9)
3 - 54

Calculation of Nominal Strengths

Chapter 3 - Design using ANSI/AISC 360-10

where,
bf

λpf

= λp, the limiting slenderness for compact flange, as given in Table
3-1 (AISC Table B4.1b, B4.3)

λrf

= λr, the limiting slenderness for noncompact flange, as given in
Table 3-1 (AISC Table B4.1b, B4.3)

2t f

4
h tw

R pc

, 35 ≤kc≤ 0.76

(AISC F4.3, Table B4.1b)

= 0.7Fy

(AISC F4-6a, F4.3)



1

M p
,

My

  M p −  M p − 1 λ − λ pw

 λ rw − λ pw
  M y  M y




I yc I y ≤ 0.23,

λ ≤ λ pw ,and I yc I y > 0.23,

 M p
, if
  ≤
  M y

λ pw < λ w ≤ λ rw ,and I yc I y > 0.23,
(AISC F4-9a, F4-9b)

Rpg = 1 −

aw
1200 + 300 aw

 hc
E 
 − 5.7
 ≤ 1.0
 tw

F
y



(AISC F5-6)

S33 = elastic section modulus for major axis bending,
λw

hc
tw

λpw = λp, the limiting slenderness for compact web, as given in Table 3-1
(AISC Table B4.1)
λrw = λr, the limiting slenderness for a noncompact web, as given in Table 3-1 (AISC Table B4.1)

Calculation of Nominal Strengths 3 - 55

Steel Frame Design AISC 360-10

Rpg is the bending strength reduction factor, which has been described in a
previous section.

3.5.3.3.2 Minor Axis Bending
The nominal flexural strength is the lower value obtained according to the limit
states of yielding (plastic moment) and flange local buckling.

3.5.3.3.2.1 Yielding
Mn = Mp = FyZ22≤ 1.6Fy S22

(AISC F6-1)

where, S22 and Z22 are the section and plastic moduli about the minor axis, respectively.

3.5.3.3.2.2 Flange Local Buckling
M p ,


M n =  M p − M p − 0.7 Fy S22

F S ,
 cr 22

(

for compact flange,
 λ − λ pf 
,

 rf − λ pf 

)  λ

for noncompact flanges, and
for slender flanges,

(AISC F6-1, F6-2, F6-3)
where,

Fcr =
λ=

0.69 E
λ2

bf
2t f

(AISC F6-4)

(AISC F6.2)

and λpf and λrf are the limiting slendernesses for compact and noncompact
flanges, respectively, as described in Table 3-1 (AISC B4.1b).

3.5.3.4 Box Sections
This section applies to Box sections with compact or noncompact webs and
compact, noncompact or slender flanges, bent about either axis. The program
uses the same set of formulas for both major and minor direction bending, but
with appropriate parameters.

3 - 56

Calculation of Nominal Strengths

Chapter 3 - Design using ANSI/AISC 360-10

The nominal flexural strength is the lowest value obtained according to the
limit states of yielding (plastic moment), flange local buckling and web local
buckling.

3.5.3.4.1 Yielding
Mn = Mp = FyZ,

(AISC F7-1)

where, Z is the plastic section modulus about the axis of bending.

3.5.3.4.2 Flange Local Buckling
for compact flanges,
 M p,




b Fy
=
− 4.0  ≤ M p , for noncompact flanges, and
M n  M p − ( M p − Fy S )  3.57


t E




for slender flanges,
 Fy Seff ,

(AISC F7-1, F7-2, F7-3)
where, Seff is the effective section modulus determined using the effective compressive flange width, be ,
be = 1.92t

E  0.38 E 
1 −
 ≤ b.
Fy 
b t Fy 

(AISC F7-4)

See the “Reduction Factor for Slenderness” section for details (AISC F7, E7.2).

3.5.3.4.3 Web Local Buckling


M p ,



h
M
=
 M p − ( M p − Fy S33 )  0.305
n
tw




h

 M p − ( M p − Fy S33 )  0.305 t
w



for compact webs, and



E


Fy
− 0.738  ≤ M p , for slender webs.

E

(AISC F7-1, F7-5)
Fy

− 0.738  ≤ M p , for noncompact webs,

Note that the code does not cover the Box section flexure strength if the web is
slender. The program uses the same flexure strength formula for Box sections
Calculation of Nominal Strengths 3 - 57

Steel Frame Design AISC 360-10

with noncompact and slender webs, even though the formula applies only to
noncompact section.

3.5.3.5 Pipe Sections
This section applies to pipe sections with D t ratio less than

0.45E
. If a Pipe
Fy

section violates this limit, the program reports an error.
The nominal flexural strength is the lowest value obtained according to the
limit states of yielding (plastic moment) and local buckling. The same set of
formulas is used for both major and minor axes of bending.

3.5.3.5.1 Yielding
Mn = Mp= FyZ

(AISC F8-1)

3.5.3.5.2 Local Buckling
for compact sections,
M p ,




 0.021E
M n = 
+ Fy  S , for noncompact sections, and (AISC F8-1, F8-2, F8-3)

 D

 t
 F S,
for slender sections,
 cr

where, S is the elastic section modulus and Fcr is the critical buckling stress,
where,
Fcr =

0.33E
.
D
t

(AISC F8-4)

3.5.3.6 T-Shapes and Double Angle Sections
3.5.3.6.1 Major Axes Bending
The nominal flexural strength for T-Shapes and Double Angles bent about their
major (3-3) axis, i.e., the axis perpendicular to the axis of symmetry, is taken as
the lowest value obtained according to the limit states of yielding (plastic moment), lateral-torsional buckling, and flange local buckling.

3 - 58

Calculation of Nominal Strengths

Chapter 3 - Design using ANSI/AISC 360-10

3.5.3.6.1.1 Yielding
M p Fy Z 33 ≤ M y ,
=
Mn = 
M p Fy Z 33 ≤ 1.6 M y ,
=

for stems in compression, and
for stems in tension.
(AISC F9-1, F9-2, F9-3)

3.5.3.6.1.2 Lateral-Torsional Buckling
M n = M cr =

π EI y GJ
Lb

 B + 1 + B2  ,



(AISC F9-4)

where, B is taken conservatively as:

 d  Iy
.
B = ±2.3  
 Lb  J

(AISC5 F9-5)

The plus sign for B applies when the stem is in tension (M > 0) and the minus
sign applies when the stem is in compression (M < 0).

3.5.3.6.1.3 Flange Local Buckling of Tee
M p ,

 λ − λ pf

M n =  M p − ( M p − 0.7 Fy S33 ) 


 λ rf − λ pf

 Fcr S 22 ,

for compact flange,

 ≤ 1.6 M y , for noncompact flanges, and

for slender flanges,

(AISC F9-1, F9-6, F9-7)
where,

Fcr =
λ=

λ=

0.7 E
λ2

bf
2t f
bf
tf

(AISC 9-7)

(for T-Shapes)

(for Double Angles)

and λpf and λrf are the limiting slendernesses for compact and noncompact
flanges, respectively, as described in Table 3-1 (AISC B4.1b).
Calculation of Nominal Strengths 3 - 59

Steel Frame Design AISC 360-10

3.5.3.6.1.4 Local Buckling for Tee Stems in Flexural Compression
When the flange is under compression (i.e., when the factored moment Mris
positive), the nominal moment capacity is taken as follows:
Mn = FcrSx,

(AISC F9-8)

where. Sx is the elastic section modulus about the compression flange, and Fcr
is determined as follows:


d
E
for
,
≤ 0.84
 Fy ,
tw
Fy



Fy 
E
d
E
 
 , 0.84
, and
Fcr =  Fy 1.19 − 0.50 ( b t )
< <1.03


Fy tw
Fy
E 
 

 0.69 E
d
E

,
>1.03
,
2
tw
Fy
 ( b t )
(AISC F9-9, F9-10, F9-11)
where,
b d
= ,
t tw

(for T-Shapes)

b d
= ,
t tw

(for Double Angles)

and d and tw are described in Figure 3-1.
When the stem is in tension, i.e., when the factored moment Mr is positive, this
limit state is not considered in the program.

3.5.3.6.2 Minor Axes Bending
The nominal flexural strength for T-Shapes and Double Angles bent about their
minor (2-2) axes, i.e., the axis of symmetry, is taken as the lowest value
obtained according to the limit states of yielding (plastic moment) and flange
local buckling.

3 - 60

Calculation of Nominal Strengths

Chapter 3 - Design using ANSI/AISC 360-10

3.5.3.6.2.1 Yielding
Mn = Mp = FyZ22≤ 1.6FyS22

(AISC F6-1)

where, S22 and Z22 are the section and plastic moduli about the minor axis, respectively.

3.5.3.6.2.2 Flange Local Buckling
M p ,


M n =  M p − M p − 0.7 Fy S22

F S ,
 cr 22

(

for compact flange,
 λ − λ pf 
,

 rf − λ pf 

)  λ

for noncompact flanges, and
for slender flanges,

(AISC F6-6)
where,

Fcr =
λ=

λ=

0.69 E
λ2

bf
2t f
bf
tf

(AISC F6-4)

(for T-Shapes)

(for Double Angles)

and λpf and λrf are the limiting slendernesses for compact and noncompact
flanges, respectively, as described in Table 3-1 (AISC B4.1b).

3.5.3.7 Single Angle Sections
The nominal flexural strength of angle sections is conservatively calculated
based on the principal axes of bending. The nominal flexural strength about the
major principal axis is the lowest value obtained according to the limit states of
yielding (plastic moment), lateral-torsional buckling, and leg local buckling.

3.5.3.7.1 Yielding
Mn= 1.5My,

(AISC F10-1)

where, My is the yield moment about the axis of bending.

Calculation of Nominal Strengths 3 - 61

Steel Frame Design AISC 360-10

3.5.3.7.2 Lateral-Torsional Buckling
The nominal flexure strength for bending about the major principal axis for the
limit state of lateral-torsional buckling is given as follows:


0.17 M e 
 0.92 −
 Me ,
M y 

Mn = 
My 

 0.92 − 1.17 M  M y ≤ 1.5 M y ,
e 


if M e ≤ M y , and
if M e > M y ,
(AISC F10-2, F10-3)

where Me is the elastic lateral-torsional buckling moment defined as follows:

 0.46 Eb 2 t 2Cb
for equal-leg angles,

L

2
Me = 


 4.9 EI zCb  β2 + 0.052  Lt  + β  for unequal-leg angles.
w
r 
 w

 L2
 z 



(AISC F10-4, F10-5)
where,
Cb = lateral-torsional buckling modification factor for nonuniform
moment diagram. It is computed using equation AISC F1-1. A limit
on Cb is imposed (Cb≤ 1.5) in the program (AISC F10).
L

= laterally unbraced length of the member. It is taken as the max(L22,
L33) in the program because L22 and L33 are not defined in the principal direction, in. (mm).

I2 = minor principal axis moment of inertia, in.4 (mm4),
rt

= radius of gyration for the minor principal axis, in. (mm),

= angle leg thickness, in. (mm). It is taken as min(tb, tf)

βw = a section property for unequal-legged angles. It is given as follows:

=
βw

3 - 62

1
z ( w2 + z 2 ) dA − 2 z0
I w ∫A

Calculation of Nominal Strengths

(AISC Table C-F10.2)

Chapter 3 - Design using ANSI/AISC 360-10

βw is positive for short leg in compression, negative for long leg in
compression, and zero for equal-leg angles. If the long leg is in compression anywhere along the unbraced length of the member, the
negative value of β w should be used (AISC F10.2). It is conservatively taken as negative for unequal-leg angles.
z

= coordinate along the minor principal axis

w = coordinate along the major principal axis
z0 = coordinate of the shear center along the z-axis with respect to
the centroid
Iw = major principal axis moment of inertia
Iz

= minor principal axis moment of inertia.

In the preceding equation, My is taken as the yield moment about the major
principal axis of bending, considering the possibility of yielding at the heel and
both of the leg tips.
The nominal flexural strength for bending about the minor principal axis for
the limit state of lateral-torsional buckling is not needed because the limit state
of lateral-torsional buckling does not apply for minor axis bending.

3.5.3.7.3 Leg Local Buckling
The nominal flexural strength for bending about the major and minor principal
axes of single angle sections for the limit state of hg local buckling are given as
follows:

1.5F S
y c



 b   Fy

M n  Fy Sc  2.43 − 1.72   
 t  E


 0.71E
S

2 c
 ( b t )

if compact,
if noncompact, and
if slender,

(AISC F10-7, F10-8, F10-9)
where,

Calculation of Nominal Strengths 3 - 63

Steel Frame Design AISC 360-10

Sc = elastic section modulus to the toe in compression relative to the axis
of bending
t

= thickness of the leg under consideration

= outside width of the leg under consideration.

In calculating the bending strengths for single-angles for the limit state of leg
local buckling, the capacities are calculated for both the principal axes considering the assumption that either of the two tips (toes) can be under compression. The minimum capacities are considered.

3.5.3.8 Rectangular Sections
This section applies to rectangular sections bent about either axis.
The nominal flexural strength is the lowest value obtained according to the
limit states of yielding (plastic moment) and lateral-torsional buckling.

3.5.3.8.1 Yielding
Mn= Mp = FyZ≤ 1.6My

(AISC F11-1)

3.5.3.8.2 Lateral-Torsional Buckling
Limit state of lateral-torsional buckling does not apply to rectangular sections
bent about their moving axis. For rectangular sections, Mn about major axis, is
given by the following:

M p ,

 
 L d  Fy 
M = Cb 1.52 − 0.274  b2 
 My ≤ M p ,
 t E
 

 Fcr S33 ≤ M p ,

e

Lb d 0.08 E
≤
,
Fy
t2

0.08 E Lb d 1.9 E
< 2 ≤
,
Fy
Fy
t

Lb d 1.9 E
>
,
Fy
t2

(AISC F11-1, F11-2, F11-3)
where, Fcr is the critical buckling stress, which is given by

3 - 64

Calculation of Nominal Strengths

Chapter 3 - Design using ANSI/AISC 360-10

Fcr =

1.9 ECb
,
Lb d
t2

(AISC F11-4)

where, t is the width of the rectangular bar parallel to axis of bending; d is the
depth of the rectangular bar; and Lb is the length unbraced against lateral displacement of the compression region or twist of the cross-section.

3.5.3.9 Circular Sections
The nominal flexural strength is the value obtained according to the limit states
of yielding (plastic moment).
Mn = Mp = FyZ≤ 1.6My

(AISC F11-1)

For this section, the limit state of lateral-torsional buckling need not be considered (AISC F11.2(c)).

3.5.3.10 General Sections and Section Designer Sections
For General sections and Section Designer sections, the nominal major and
minor direction bending strengths are assumed as:
Mn= My= SFy.
The program does not check any lateral-torsional buckling, flange local buckling, web local buckling, or tension flange yielding. The program assumptions
may not be conservative. The user is expected to calculate the capacity and
overwrite it.

3.5.4 Nominal Shear Strength
The nominal shear strengths are calculated for shears along the geometric axes
for all sections. For I-Shape, Box, Channel, Double Channel, T-Shape, Double
Angle, Pipe, Circular and Rectangular sections, the principal axes coincide
with their geometric axes. For Angle sections, principal axes do not coincide
with their geometric axes.
In calculating nominal strength for shear, Vn, it is assumed that there is no intermedial stiffeners used to enhance shear strength of a section (AISC G2-2).
The code allows the use of one of following methods: (a) the limit state of
shear yielding and shear buckling without using tension-field-action (AISC
Calculation of Nominal Strengths 3 - 65

Steel Frame Design AISC 360-10

G2); and (b) post buckling strength of the member or tension-field-action
(AISC G3). The program uses the first method to calculate shear strengths.
The design shear strength, φvVn, and the allowable shear strength, Vn Ω v , are
determined using the following factors.
For all sections in both the major and minor directions, except for the web of
rolled I-Shaped members with h t w ≤ 2.24 E Fy
φv = 0.9 (LRFD)

(AISC G1)

Ω v = 1.67 (LRFD)

(AISC G1)

For the web of rolled I-Shaped members with h t w ≤ 2.24 E Fy and for major direction shear only
φv = 1.0 (LRFD)

(AISC G2.1a)

Ω v = 1.50 (ASD)

(AISC G2.1a)

3.5.4.1 Shear in the Major Direction
The nominal shear strength for major direction, Vn2, is evaluated according to
the limit states of shear yielding and shear buckling
Vn = 0.6Fy Aw Cv,

(AISC G2-1)

where Aw is the area of the web (overall depth times the web thickness, dtw),
and Cv is the web shear coefficient. The expressions of Aw and Cvdiffer from
section to section, as follows.

3.5.4.1.1 I-Shapes
For all I-shaped members, Aw is taken as the overall depth of the member times
the web thickness
Aw = dtw.

(AISC G2.1(b))

For the webs of rolled I-shaped members with h t w ≤ 2.24 E Fy , Cvis taken as
1.
Cv= 1.

3 - 66

Calculation of Nominal Strengths

(AISC G2-2)

Chapter 3 - Design using ANSI/AISC 360-10

For webs of all other I-shaped members, including both singly and doubly
symmetric and both rolled and welded sections, Cv is taken as follows:

1.0,

1.10 kv E Fy

,
Cv = 
h tw

 1.51Ek
v
,

2
 ( h t w ) Fy

h
≤ 1.10 kv E Fy ,
tw

1.10 kv E Fy <

h
> 1.37 kv E Fy ,
tw

h
≤ 1.37 kv E Fy , and
tw

(AISC G2-3, G2-4, G2-5)
where kv is the web plate bucking coefficient and it is taken as
kv = 5.

(AISC G2.1(b)(i))

In the preceding expression, for rolled shapes, h is taken as the clear distance
between flanges less the fillet or corner radii, and for built-up welded sections,
h, is taken as the clear distance between flanges (AISC G2.1(b), B4.2).
It should be observed that the φv factor, also the Ωv factor, differs for the web
of rolled I-shaped members with h t w ≤ 2.24 E Fy from the web of other Ishaped members.

3.5.4.1.2 Channel, Double Channel, and T-Shape Sections
Aw is taken as the overall depth of the member times the web thickness
Aw = dtw

for Channel sections,

(AISC G2.1(b))

Aw = 2dtw

for Double Channel sections,

(AISC G2.1(b))

Aw = dtw

for T-Shape sections.

(AISC G2.1(b))

Cv is taken as follows:

Calculation of Nominal Strengths 3 - 67

Steel Frame Design AISC 360-10


1.0,

1.10 kv E Fy

Cv = 
h tw

 1.51Ek
v

2
 ( h t w ) Fy

h
≤ 1.10 kv E Fy ,
tw

1.10 kv E Fy <

h
> 1.37 kv E Fy ,
tw

h
≤ 1.37 kv E Fy , and
tw

(AISC G2-3, G2-4, G2-5)
where,
kv = 5

for Channel and Double Channel sections

(AISC G2.1(b)(i))

kv = 1.2

for T-Shape sections

(AISC G2.1(b)(i))

and for Channel and Double Channel sections, h is taken as the clear distance
between flanges less the fillet or corner radii (AISC G2.1(b), B4.2); and for TShape sections, h is taken as the overall depth (AISC G2.1(b)).

3.5.4.1.3 Box Sections
Aw is taken as follows:
Aw = 2htw.

(AISC G5)

Cv is taken as follows:
h

≤ 1.10 kv E Fy ,
if
1.0,
tw

1.10 kv E Fy
h

, if 1.10 kv E Fy < ≤ 1.37 kv E Fy , and
Cv = 
h tw
tw

 1.51Ek
h
v
,
if
> 1.37 kv E Fy ,

2
tw
 ( h t w ) Fy
(AISC G5, G2-3, G2-4, G2-5)

where,

3 - 68

kv = 5

(AISC G5)

h = d− 3tf.

(AISC G5)

Calculation of Nominal Strengths

Chapter 3 - Design using ANSI/AISC 360-10

Note that the design thickness of the Box section can differ by a reduction factor from its nominal thickness if the welding process is ERW (AISC B3.12).
The choice of reduction and the reduction factor C can be overwritten on a
member-by-member basis.

3.5.4.1.4 Angle Sections
Aw andCv are taken as follows:
Aw = bt

(AISC G4)

Kv = 1.2

(AISC G4)

where b is the width of the leg resisting the shear force.

3.5.4.1.5 Double Angle Sections
Aw andCv are taken as follows:
Aw = 2bt

(AISC G4)

Kv = 1.2

(AISC G4)

where b is the width of the leg resisting the shear force.

3.5.4.1.6 Rectangular, Circular (Round), General and SD Sections
For these sections, Aw is calculated as the effective shear area from the basic
principle of elastic shear distribution, and Cv is taken as 1 for simplicity.

3.5.4.1.7 Pipe Section
The nominal shear strength, Vn, of round HSS (i.e, Pipe sections) according to
the limit state of shear yielding and shear buckling is taken as

Vn = Fcr Ag 2

(AISC G6-1)

where,
=
Fcr

0.78 E

( D t )3 2

≤ 0.6 Fy .

(AISC G6-2b)

The code allows Fcr to be taken as the maximum of two alternate values. The
program conservatively uses one of the two expressions only. In the preceding
equations,
Calculation of Nominal Strengths 3 - 69

Steel Frame Design AISC 360-10

Ag = gross area of section based on design wall thickness
D = outside diameter
t

= design wall thickness.

The design wall thickness is equal to 0.93 times the nominal wall thickness for
ERW HSS, and equal to the nominal wall thickness for SAW HSS. However,
the choice of thickness reduction and the reduction factor can be overwritten in
the program on a member-by-member basis.

3.5.4.2 Shear in Minor Direction
The nominal shear strength for minor directions, Vn3 , is evaluated according to
the limit states of shear yielding and shear buckling as follows:
Vn = 0.6Fy Aw Cv,

(AISC G2-1)

where,Aw is the shear area for minor direction shear, andCv is the web shear coefficient. The expression of Aw andCv differs from section to section as follows.

3.5.4.2.1 I-Shapes, Channel, Double Channel, and T- Shapes
Aw is taken as the sum of flange areas.
2 b f t f

b fb t fb + b ft t ft

Aw = 2b f t f

4b f t f
b t
 f f

Doubly Symmetric I-Shapes
Singly Symmetric I-Shapes
Channels

(AISC G7)

Double Channels
T Shapes

Cv is taken as follows:
h

≤ 1.10 kv E Fy ,
if
1.0,
tw

1.10 kv E Fy
h

, if 1.10 kv E Fy < ≤ 1.37 kv E Fy , and
Cv = 
h tw
tw

 1.51Ek
h
v
,
if
> 1.37 kv E Fy ,

2
tw
 ( h t w ) Fy
3 - 70

Calculation of Nominal Strengths

Chapter 3 - Design using ANSI/AISC 360-10

(AISC G7, G2-3, G2-4, G2-5)
where h t w is really meant for flange and is taken as follows,
b f

h b f
=
t w b f
b
 f

2t f

I Shapes

Channels

Double Channels

2t f

T Shapes

(AISC G7)

and kv is taken as 1.2,
kv = 1.2.

(AISC G7)

All dimensions used in the preceding equation are explained in Figure 3-1. For
Singly Symmetric I-Shapes where each flange has its own properties, the shear
capacity contribution is calculated for each flange separately based on its own
dimensions, and then the combinations are added together.

3.5.4.2.2 Box Sections, Angles, and Double Angles
The shear capacity in the minor direction, Vn3, is calculated in exactly the same
way as for calculation of the major shear capacity, Vn2, except that the appropriate dimensions are used (AISC G4, G5, G1).

3.5.4.2.3 Pipe Sections
The shear capacity in the minor direction, Vn3, is exactly the same as that for
major direction (AISC G6).

3.5.4.2.4 Rectangular, Circular (Round), General and SD Sections
For these sections, Aw is calculated as the effective shear area from the basic
principle of elastic stress distribution. Cv is taken as 1 for simplicity. Then,
equation G2-1 is used to calculate the shear capacity.

3.5.5 Nominal Torsional Strength
The nominal torsion strengths are calculated for closed sections such as Boxes
and Pipes only. Torsion is ignored in design for all other section types.
The design torsional strength, φTTn, and the allowable torsional strength,
Tn ΩT , are determined using the following resistance and safety factors:
Calculation of Nominal Strengths 3 - 71

Steel Frame Design AISC 360-10

φT = 0.90 (LRFD)

(AISC H3.1)

ΩT = 1.67 (ASD)

(AISC H3.1)

The nominal torsional strength,Tn, according to the limit states of torsional
yielding and torsional buckling, is as follows:
Tn = FcrC,

(AISC H3-1)

where C is the torsional shear constant, and Fcr is the critical buckling stress.
For round HSS (i.e., Pipe sections), C is taken conservatively as
π( D − t ) t
C=
2
2

(AISC H3.1 Note)

Fcr is taken as,
Fcr = max(Fcr1, Fcr2)≤ 0.6Fy ,

(AISC H3.1)

where,
Fcr1 =

Fcr 2 =

1.23E
LD
D  t 
0.60 E
D
 t 
 

, and

(AISC H3-2a)

(AISC H3-2b)

In the preceding equations,
L

= torsional unbraced length of the member, LLTB. This length is taken
as the minor direction unbraced length for flexural buckling, L22, by
default. However, this length can be overwritten in the program.

D = outside diameter of the Pipe section
t

= design wall thickness

For regular HSS (i.e., Box sections),

3 - 72

Calculation of Nominal Strengths

Chapter 3 - Design using ANSI/AISC 360-10

C 2 ( b f − t w )( d − t f
=

){ min ( tw , t f ) } − 4.5 ( 4 − π ){ ( min ( t f , tw ) )

}

(AISC H3.1)

0.6 Fy ,


2.45 E Fy

,
Fcr = 0.6 Fy
(h t )


E
0.458π2
,
2

(h t )

if h t ≤ 2.45 E Fy ,
if 2.45 E Fy < h t ≤ 3.07 E Fy , and
if 3.07 E Fy < h t ≤ 26.0.

(AISC H3-3, H3-4, H3-5)
The variables bf, tw, d, tf, h and t used in the preceding expression have been
explained in Figure 3-1. In calculating h t , the maximum of the ratio of depth
to thickness and width to thickness are considered.
Here t is the design thickness. The design wall thickness is equal to 0.93 times
the nominal wall thickness for ERW HSS and equal to the nominal wall thickness for SAW HSS. However, the choice of thickness reduction and the reduction factor can be overwritten in the program on a member-by-member basis.

3.6

Design of Members for Combined Forces
Previous sections of this design manual address members subject to only one
type of force, namely axial tension, axial compression, flexure or shear. This
section addresses the design of members subject to a combination of two or
more of the individual forces.
In the calculation of the demand/capacity (D/C) ratios, first, for each station
along the length of the member, the actual member force/moment components
are calculated for each design combination. Then, the corresponding capacities
are calculated. Then, the D/C ratios are calculated at each station for each
member under the influence of each of the design combinations. The controlling D/C ratio is then obtained, along with the associated station and design
combination. A D/C ratio greater than the D/C ratio limit (whose default value
is 1.0) indicates exceeding a limit state.

Design of Members for Combined Forces 3 - 73

Steel Frame Design AISC 360-10

During the design, the effect of the presence of bolts or welds is not considered.

3.6.1 Doubly and Singly Symmetric Members Subjected to
Flexure and Axial Compression
The interaction of flexure and axial compression in all members with Doubly
Symmetric sections (I-Shapes, Double Channel, Box, Pipe, Solid Circular, Solid Rectangular) and Singly Symmetric sections (Channel, T-Shape, Double
Angle), with some exceptional cases, is given as follows:
For

Pr
≥ 0.2
Pc

Pr 8  Mr 33 Mr 22
+ 
+
Pc 9  M c 33 M c 22
For


 ≤ 1.0.


(AISC H1-1a)


 ≤ 1.0,


(AISC H1-1b)

Pr
< 0.2
Pc

Pr  Mr 33 Mr 22
+
+
2 Pc  M c 33 M c 22

Design of Members for Combined Forces

Chapter 3 - Design using ANSI/AISC 360-10

For design according to ASD provisions:
Pt = required axial compressive strength using ASD load combinations
Pc = allowable axial compressive strength = Pn/Ωc
Mr = required flexural strength using ASD load combinations
Mc = allowable flexural strength = Mn/Ωb
Ωc = safety factor for compression = 1.67
Ωb = safety factor for flexure = 1.67
As an exception, for Circular and Pipe sections, an SRSS (Square Root of Sum
of Squares) combination is made first of the two bending components before
adding the axial load component, instead of the single algebraic addition as
implied by the interaction equations given by AISC H1-1a and AISC H1-1b.
The resulting interaction equation is given by the following:
For

Pr
≥ 0.2
Pc
2
2 

Pr 8   Mr 33   Mr 22  
+

 +
 ≤ 1.0.
Pc 9   M c 33   M c 22  



For

Pr
< 0.2
Pc
2
2 

Pr   Mr 33   Mr 22  
+ 
 +
 ≤ 1.0.
2 Pc   M c 33   M c 22  



The philosophy behind the preceding modification is that the engineer has the
freedom to choose the principal axis. The engineer can easily choose the principal axis to match with the resultant moment so that the design is always
based on the uniaxial bending with axial force. In that case, the moment will be
the resultant (SRSS) moment from the two components. The resultant D/C ratio calculated using the preceding equations will match the calculated D/C ratio
from the pure resultant moment for the Pipe section. The reason is that Mn for
the Pipe section is independent of the K and L factors. However, for solic circular (round) sections, the resultant stress ratio calculated using the preceding

Design of Members for Combined Forces 3 - 75

Steel Frame Design AISC 360-10

equations will not match exactly with the calculated D/C ratio from the pure
resultant moment because Mn for this section depends on the K and L factors,
which are known for only two given principal directions.
As an exception, for members with double symmetric sections in flexure and
compression with negligible minor axis bending moment, two independent
limit states, namely in-plane instability and out-of-plane buckling, also are
considered separately considering the combined approach provided in AISC
equations H1-1a and H1-1b. The minimum ratio provided by the original approach (AISC H1-1a, H1-1b) and the alternative approach described herein are
taken as the resulting D/C ratio.
a) For the limit state of in-plane instability, equations H1-1a and H1-1b are
used with Mc having a different meaning.
For

Pr
≥ 0.2
Pc

Pr 8  M r 33
M
+ 
+ r 22

Pc 9  M c 33,NoLTB M c 22
For


 ≤ 1.0.


(AISC H1-1a, H1.3a)


 ≤ 1.0,


(AISC H1-1b, H1.3a)

Pr
< 0.2
Pc

Pr  M r 33
M
+
+ r 22

2 Pc  M c 33,NoLTB M c 22

where, all the terms in the preceding equations are the same as explained
earlier in this section, except Mc33,NoLTBis explained as follows:
For LRFD:
Mc33,NoLTB= φbMn33 = design flexural strength determined in accordance
with Chapter F, except that in determining Mn33 , in this case, the lateral
torsional buckling is not considered.
For ASD:

3 - 76

Design of Members for Combined Forces

Chapter 3 - Design using ANSI/AISC 360-10

Mn33,NoLTB = M n 33 Ωb = allowable flexural strength determined in accordance with Chapter F, except that in determining Mn33 , in this case,
the lateral torsional buckling is not considered.
In general, Mn33,NoLTB is either larger than the regular Mn33or equal to (for
Pipe sections) the regular Mn33. The negligibility of the minor axis moment
is tested in the program by using a tolerance (0.001) multiplied by the minor direction capacity (Mn22).
b) For the limit state of out-of-plane buckling, the following interaction equation is used
Pr
Pcy


P
1.5 − 0.5 r
Pcy


  M r 33 
 + 
 ≤ 1.0
  Cb M c 33 
2

(AISC H1-2)

where
Pcy

available compressive strength considering out-of-plane
bending; it is taken equal to φcPn (or Pn Ωc ),

Mc33 =

available flexural strength considering all limit states, including lateral-torsional buckling.

As an exception, any singly-symmetric I-Shape section with I yc I y beyond the
range of 0.1 ≤ I yc I y ≤ 0.9 is considered beyond the scope of the code (AISC
H.1, F13.2). Those sections are not checked by the program.
As an exception, all General sections and section created using Section
Designer are treated as Doubly or Singly Symmetric sections. The equations
H1-1a and H1-1b are use for calculation of the D/C ratios.
The program considers the left-hand side to calculate the D/C ratio. The D/C
ratio is really compared with the D/C ratio limit rather than 1. By default, the
D/C ratio limit is 0.95. This limit can be changed in the Preferences.

3.6.2 Doubly and Singly Symmetric Members Subjected to
Flexure and Axial Tension
The interaction of flexure and axial tension in all members with Doubly Symmetric sections (I, Double Channel, Box, Pipe, Solid Circular, Solid RectanguDesign of Members for Combined Forces 3 - 77

Steel Frame Design AISC 360-10

lar) and Singly Symmetric sections (Channel, T-Shapes, Double Angle), with
some exceptional cases, are given as follows:
For

Pr
≥ 0.2
Pc

Pr 8  Mr 33 Mr 22
+ 
+
Pc 9  M c 33 M c 22
For


 ≤ 1.0


(AISC H1.2, H1-1a)

Pr  Mr 33 Mr 22 
+
+
 ≤ 1.0,
2 Pc  M c 33 M c 22 

(AISCH1.2, H1-1b)

Pr
< 0.2
Pc

where, Pr and Pc are the required and available axial strengths; Mr and Mc are
the required and available flexural strengths; and 3 and 2 represent the strong
and weak axes, respectively.
Depending on the selected design provisions (LRFD or ASD), the aforementioned terms are defined as follows:
For design in accordance with LRFD provisions:
Pt = required axial tensile strength using LRFD load combinations
Pc = design axial tensile strength = φcPn
Mr = required flexural strength using LRFD load combinations
Mc = design flexural strength = φbMn
φt = resistance factor for tension (0.90 yielding, 0.75 rupture) (AISC D2)
φb = resistance factor for flexure = 0.90
For design in accordance with ASD provisions:
Pt = required axial compressive strength using ASD load combinations
Pc = allowable axial compressive strength =Pn/Ωc
Mr = required flexural strength using ASD load combinations
Mc = allowable flexural strength =Mn/Ωb
Ωt = safety factor for tension (1.67 yielding, 2.00 rupture) (AISC D2)
3 - 78

Design of Members for Combined Forces

Chapter 3 - Design using ANSI/AISC 360-10

Ωb = safety factor for flexure = 1.67
As an exception, for Circular and Pipe sections, an SRSS (Square Root of Sum
of Squares) combination is made first of the two bending components before
adding the axial load component, instead of the single algebraic addition as
implied by the interaction equations given by AISC H1-1a and AISC H1-1b.
The resulting interaction equation is given by the following:
For

Pr
≥ 0.2
Pc
2
2 

Pr 8   Mr 33   Mr 22  
+

 +
 ≤ 1.0
Pc 9   M c 33   M c 22  



For

Pr
< 0.2
Pc
2
2 

Pr   Mr 33   Mr 22  
+ 
+
 
 ≤ 1.0.
2 Pc   M c 33   M c 22  



As an exception, any single-symmetric I-Shape section with I yc I y beyond the
range of 0.1 ≤ I yc I y ≤ 0.9 is considered beyond the scope of the code (AISC
H.1, F13.2). These sections are not checked by the program.
As an exception, all General sections and section created using Section Designer are treated as Doubly or Singly Symmetric sections. The equations H11a and H1-1b are use for calculation of the D/C ratios.
The program considers the left-hand side to calculate the D/C ratio. The D/C
ratio is really compared with the D/C ratio limit rather than 1. By default, the
D/C ratio limit is 0.95. This limit can be changed in the Preferences.

3.6.3 Unsymmetric Members Subjected to Flexure and Axial
Force
Unlike I-Shapes, Box, Channel, Double Channel, T-Shapes, Double Angle,
Pipe, Circular, and Rectangular sections, the principal axes of unsymmetric
Design of Members for Combined Forces 3 - 79

Steel Frame Design AISC 360-10

(unequal leg) Single Angle sections do not coincide with their geometric axes.
For Single Angle sections, the principal properties of the section are determined. The forces are resolved in the principal directions (w and z). The iteration of flexure and axial stress is calculated as follows:

f ra f rbw f rbz
+
+
≤ 1.0
Fca Fcbw Fcbz

(AISC H2-1)

where fra and Fca are the required and available axial stresses at the point of
consideration; fra and Fca are required and available bending stresses; w is the
subscript related to the major principal axis bending; and z is the subscript related to the minor principal axis bending.
For design in accordance with LRFD provisions:
fra

= required axial stress using LRFD load combinations

Fca

= design axial stress = φcFcr or φt Fy

frbw, frbz

= required flexural stress using LRFD load combinations

φb M n
S
= resistance factor for compression = 0.90

Fcbw, Fcbz = design flexural stress =
φc
φf

= resistance factor for tension (0.9 for yielding, 0.75 for rupture)
(Section AISC D2)

φb

= resistance factor for flexure = 0.90

For design in accordance with ASD provisions:
fra

= required axial stress using ASD load combinations

= allowable axial stress = Fcr / Ωc or Fy/ Ωt

frbw, frbz = required flexural stress using ASD load combinations
Fcbw, Fcbz = allowable flexural stress =

3 - 80

Mn
Ωb S

Ωc

= safety factor for compression = 1.67

Ωf

= safety factor for tension (1.67 for yielding, 2.00 for rupture)
(Section AISC D2)

Ωb

= safety factor for flexure = 1.67

Design of Members for Combined Forces

Chapter 3 - Design using ANSI/AISC 360-10

For General sections and Section Designer sections, it is assumed that the section properties are given in terms of principal directions. These two types of
sections are treated as symmetric sections for interaction purposes.

3.6.4 Members Subject to Torsion, Flexure, Shear and Axial
Force
The interaction of torsion, flexure, shear, and axial force is considered only for
Box and Pipe sections and only if the torsion is significant. Torsion is considered significant when the required torsional strength, Tr, is more than 20% of
the available torsional strength, Tc (AISC H3.2). The interaction of torsion with
other forces is ignored when
Tr≤ 0.2Tc ,

(AICS H3.2)

and for members with Box sections, the interaction of torsion, shear, flexure
and axial force is given by

Pr  Mr 33 Mr 22
+
+
Pc  M c 33 M c 22

  Vr 3 Vr 2 Tr 
+
+  ≤ 1.0,
+
  Vc 3 Vc 2 Tc 

(AISC H3-6)

and for members with Pipe sections, the interaction of torsion, shear, flexure,
and axial forces is given by
2
2 
2

Pr   Mr 33   Mr 22    Vr 3 Vr 2 Tr 
+ 
+
+
+
+
 


 ≤ 1.0,
Pc   M c 33   M c 22    Vc 3 Vc 2 Tc 



(AISC H3-6)

where, Pr and Pc are the required and available axial strength; Mr and Mc are
required and available flexural strength; Vr and Vc are required and available
shear strength; and Tr and Tc are required and available torsional strength, respectively.
For design in accordance with LRFD provisions:
Pr = required axial strength using LRFD load combinations
Pc = design compressive/tensile strength = φcPn or φt Pn
Mr = required flexural strength using LRFD load combinations

Design of Members for Combined Forces 3 - 81

Steel Frame Design AISC 360-10

Mc = design flexural strength = φbMn
Vr = required shear strength using LRFD load combinations
Vc = desire shear strength = φvVn
Tr = required torsional strength using LRFD load combinations
Tc = design torsional strength = φTTn
φc = resistance factor for compression = 0.90
φt = resistance factor for tension (0.9 for yielding, 0.75 for rupture) (from AISC D2)
φb = resistance factor for flexure = 0.90
φv = resistance factor for shear = 0.90
φT = resistance factor for torsion = 0.9
For design in accordance with ASD provisions:
Pr = required axial strength using ASD load combinations
Pc = allowable compressive/tensile strength = Pn / Ωc or Pn / Ωt
Mr = required flexural strength using ASD load combinations
Mc = allowable flexural strength = Mn / Ωb
Vr = required shear strength using ASD load combinations
Vc = allowable shear strength = Vn /Ωv
Tr = required torsional strength using ASD load combinations
Tc = allowable torsional strength = Tn / Ωr
Ωc = safety factor for compression = 0.90
Ωt = safety factor for tension (1.67 for yielding, 2.0 for rupture) (from AISC D2)
Ωb = safety factor for flexure = 0.90
Ωv = safety factor for shear = 0.90
Ωr = safety factor for torsion = 0.90

3 - 82

Design of Members for Combined Forces

Chapter 4
Special Seismic Provisions
(ANSI/AISC 341-10)

This chapter provides a detailed description of the algorithms related to special
seismic provisions in the design/check of structures in accordance with the
“ANSI/AISC 341-10―Seismic Provisions for Structural Steel Buildings”
(AISC 2010c). The code option “AISC 360-10” covers these provisions. The
same code option covers “ANSI/AISC 360-10―Specifications for Structural
Steel Building” (AISC 2010a, b) as the basic code. The implementation covers
load combinations from “ASCE/SEI 7-10,” which is described in the section
“Design Loading Combination” of Chapter 3. The loading based on
“ASCE/SEI 7-10” has been described in a separate document entitled “CSI
Lateral Load Manual” (CSI 2012). References are also made to IBC 2012 in
this chapter.
For referring to pertinent sections of the corresponding code, a unique prefix is
assigned for each code.
 Reference to the ANSI/AISC 360-10 code carries the AISC prefix.
 Reference to the ANSI/AISC 341-10, Part I code carries the AISC SEISMIC prefix or sometimes SEISMIC only.
 Reference to the ASCE/SEI 7-10 code carries the ASCE prefix.

4-1

Steel Frame Design AISC-360-10

 Reference to the IBC 2012 code carries the IBC prefix.

4.1

Notations
Most of the notations used in this chapter have been described previously in
Chapter 3. Any additional notations used in this chapter are described herein.

4.2

S DS

Design earthquake spectral response acceleration parameter at short
period (ASCE 11.4.4)

Redundancy factor (ASCE 12.3.4)

ΩO

Overstrength factor (ASCE Table 12.2-1)

Effect of horizontal component of design seismic force, including the
effect of ρ (ASCE 12.4.2.1)

Effect of vertical component of design seismic force (ASCE 12.4.2.2)

Emh

Horizontal seismic load effects with overstrength factor (ASCE
12.4.3.1)

Effects of horizontal seismic forces (ASCE 12.4.2.1, 12.4.3.1)

Design Preferences
The steel frame design Preference are basic assignments that apply to all of the
steel frame members. The Preferences are described in Appendix B. Tables
B-1, B-2, and B-3 list the steel frame design Preferences. The following steel
frame design Preferences are relevant to the special seismic provisions.
 Framing Type
 Notional Load Coefficient
 Seismic Design Category
 Ignore Seismic Code?
 Ignore Special Seismic Load?
 Is Doubler Plate Plug Welded?

4-2

Notations

Chapter 4 Special Seismic Provisions

4.3

Overwrites
The steel frame design Overwrites are basic assignments that apply only to
those elements to which they are assigned. The overwrites are described in Appendix C. Table C-1 lists the steel frame design Overwrites. The following
steel frame design overwrites are relevant to the special seismic provisions.
 Frame Type
 Omega0
 Overstrength factor, Ry

4.4

Supported Framing Types
The code (ANSI/AISC 341-10) now recognizes the following types of framing
systems (AISC SEISMIC E, F).
Framing Type

References

OMF (Ordinary Moment Frame)

AISC SEISMIC E1

IMF (Intermediate Moment Frame)

AISC SEISMIC E2

SMF (Special Moment Frame)

AISC SEISMIC E3

STMF (Special Truss Moment Frame)

AISC SEISMIC E4

OCBF (Ordinary Concentrically Braced Frame)

AISC SEISMIC F1

SCBF (Special Concentrically Braced Frame)

AISC SEISMIC F2

EBF (Eccentrically Braced Frame)

AISC SEISMIC F3

BRBF (Buckling Restrained Braced Frame)

AISC SEISMIC F4

SPSW (Special Plate Shear Wall)

AISC SEISMIC F5

Overwrites

4-3

Steel Frame Design AISC-360-10

F1) and OCBFI for (base) Isolated Ordinary Concentrically Braced Frames
(AISC SEISMIC F1.7).
By default, the frame type is taken as Special Moment Frame (SMF) in the
program. However, the default frame type can be changed in the Preference
form for all frames or in the Overwrites form on a member-by-member basis
(Chapter 3). If a frame type Preference is revised in an existing model, the
revised frame type does not apply to frames that have already been assigned a
frame type through the Overwrites; the revised Preference applies only to new
frame members added to the model after the Preference change and to the old
frame members that were not assigned a frame type though the Overwrites.

4.5

Applicability of the Seismic Requirements
Ideally, the special seismic provisions shall apply when the seismic response
modification factor, R, is taken as greater than 3, regardless of the seismic
design category (AISC SEISMIC A1). R is specified by the applicable
building code (local code or ASCE/SEI 7). IBC actually refers to ASCE 7-10
for the value of R (IBC 2205.2.1, ASCE Table 12.2-1). Again, when R is
taken as 3 or less, the structure is not required to satisfy these provisions,
unless specifically required by the applicable building code.
The applicable building code generally restricts buildings designed with an R
factor of 3 or less to Seismic Design Category (SDC) A, B, or C; however,
some systems that have R factors less than 3 are permitted in SDC D, E, or F
(IBC 2205.2, ASCE 12.2.1, ASCE Table 12.2-1).
The program assumes that the special seismic provisions are applicable to any
structural steel structure that is assigned to SDC D, E, or F, irrespective of the
value of R, and to any structural steel structure designed with an R greater than
3 and that is assigned to SDC A, B, or C. In addition, the program allows the
user to change the default applicability of special seismic provisions using the
“Ignore Seismic Code?” Preference item.

4.6

Design Load Combinations
The program creates the default design load combinations based on the specification of ASCE 7-10 code. The default load combinations are generated differ-

4-4

Applicability of the Seismic Requirements

Chapter 4 Special Seismic Provisions

ently when the LRFD (ASCE 2.3.2) and ASD (ASCE 2.4.1) provisions are
chosen. The default combinations have been described in “Design Loading
Combinations” in Chapter 3. Additional information may be found in “Design
Load Combinations” in Chapter 2. The user may change the default load combinations if the governing code is different (AISC SEISMIC B2).
The program assumes that the defined earthquake load is really the strength
level earthquake, which is equivalent to QE as defined in Section 12.4.2.1 in
ASCE 7-10 code. For a regular earthquake, load is considered to have two
components: horizontal, Eh and vertical Ev , which are taken as

Eh = ρQE ,

(ASCE 12.4.2.1)

Ev = 0.2 S DS D,

(ASCE 12.4.2.2)

where, ρ is the redundancy factor as defined in Section 12.3.4 of ASCE 7-10,
and the S DS is the design earthquake spectral response acceleration parameters
at short periods, as defined in Section 11.4.4 of ASCE 7-10 code.
Effectively, the seismic load combinations for the LRFD provision become

(1.2 + 0.2S DS ) DL

± ρQE

(ASCE 2.3.2-5, 12.4.2.3)

(1.2 + 0.2S DS ) DL

± ρQE + 1.0 LL

(ASCE 2.3.2-5, 12.4.2.3)

( 0.9 − 0.2S DS ) DL

± ρQE .

(ASCE 2.3.2-7, 12.4.2.3)

The seismic load combinations for the ASD provision become

(1.0 + 0.14S DS ) DL

± 0.7ρQE

(1.0 + 0.105S DS ) DL

(ASCE 2.4.1-5, 12.4.2.3)

± 0.75 ( 0.7ρ ) QE + 0.75 LL

(ASCE 2.4.1-6b, 12.4.2.3)

( 0.6 − 0.14S DS ) DL

± 0.7ρQE .

(ASCE 2.4.1-8, 12.4.2.3)

The program automatically considers seismic load effects, including overstrength factors (ASCE 12.4.3), as special load combinations that are created
automatically from each load combination involving seismic loads. In that

Design Load Combinations

4-5

Steel Frame Design AISC-360-10

case, the horizontal component of the force is represented by Emh , and vertical
component of the force is represented by Ev , where,

Emh = Ω o QE and

(ASCE 12.4.3.1)

Ev = 0.2 S DS D.

(ASCE 12.4.2.2)

Effectively, the special seismic combinations for the LRFD provision are
(1.2 + 0.2SDS)DL ± Ω0QE

(ASCE 2.3.2-5, 12.4.3.2)

(1.2 + 0.2SDS)DL ± Ω0QE + 1.0LL

(ASCE 2.3.2-5, 12.4.3.2)

(0.9 − 0.2SDS)DL ± Ω0QE

(ASCE 2.3.2-7, 12.4.3.2)

and for the ASD provision, the combinations are
(1.0 + 0.14SDS)DL ± 0.7Ω0QE

(ASCE 2.4.1-5, 12.4.3.2)

(1.0 + 0.105SDS)DL ± 0.75(0.7Ω0)QE + 0.75LL (ASCE 2.4.1-6b,12.4.3.2)
(0.6 − 0.14SDS)DL ± 0.7Ω0QE

(ASCE 2.4.1-8,12.4.3.2)

The factor S DS is described earlier in this section. Ω 0 is the seismic force
amplification factor that is required to account for structural overstrength. The
factor Ω 0 is the overstrength factor, and it should be picked up from ASCE 710, Table 12.2-1 by the user and input in the Preferences and auto-seismic load
definition. The default value of Ω 0 is taken as 3.0 in the program. If the user
defines one or more auto-seismic loads, the values of Ω 0 are taken as the
maximum of all the Ω 0 defined for each auto-seismic load case. Also if the
user defines special seismic data that includes an Ω 0 value and requests that
the program include the special seismic design data, then this Ω 0 takes
precedence over the default values and those defined for the auto-seismic load
cases. Moreover, Ω 0 can be overwritten for each individual member. The
overwritten Ω 0 gets the highest precedence. The guideline for selecting a
reasonable value for Ω 0 can be found in ASCE 7-10, Table 12.2-1.
Those combinations involving Ω 0 are internal to the program. The user does
NOT need to create additional load combinations for those load combinations.
The special circumstances for which those load combinations are additionally
4-6

Design Load Combinations

Chapter 4 Special Seismic Provisions

checked are described later in this chapter, as appropriate. The special load
combination factors are applied directly to the load cases. It is assumed that
any required scaling (such as may be required to scale response spectra results)
has already been applied to the load cases.
The program assumes that the seismic loads defined as the strength level load
is the program load case. Otherwise, the factors ρ , Ω0 , and S DS will be unable
to scale the load to the desired level.

4.7

Classification of Sections for Local Buckling
The sections are classified in the program as Seismically Compact, Compact,
Noncompact, Slender, and Too Slender. The sections are classified as Compact, Noncompact, or Slender sections in accordance with Section B4 of the
regular code (AISC B4, AISC Table B4.1). The limiting width/thickness ratios,
λ p , λr , and λs , that demarcate the slenderness limits for Compact, Noncompact, Slender and Too Slender sections were given in Table 3-1 in “Classification of Sections for Local Buckling” in Chapter 3.
Seismically compact sections are capable of developing the full plastic strength
before local buckling occurs when the section goes through low cycle fatigue
and withstands reversal of load under seismic conditions. The width/thickness
ratio ( λ ) should be less than the limit, λmd or λhd , as appropriate, for the section to be Seismically Compact. The limiting width/thickness ratios, λmd and
λhd , for compression elements are given in Table 4-1 and are based on the
Seismic code (AISC SEISMIC D1.1b, Table D1.1). The Seismically Compact
sections are reported as “Seismically Compact,” or sometimes as “Seismic” only for brevity in the design output.
For members designated as moderately ductile members, the width-tothickness ratios of compression elements shall not exceed the limiting widthto-thickness ratio, λmd . For members designated as highly ductile members,
the width-to-thickness ratio of the compression elements shall not exceed the
limiting width-to-thickness ratio, λhd .
The table uses the dimension-related variables, such as b f , t f , t w , b, t, h,
D, and so forth. Some of those variable have been explained in the table itself.
Classification of Sections for Local Buckling

4-7

Steel Frame Design AISC-360-10

Singly or Doubly Symmetric I Shapes

Table 4-1 Limiting Width-Thickness Ratios of Compression Elements for Classification Sections
WidthLimiting Width-Thickness Ratios for
ThickCompression Elements
ness
Highly Ductile
Moderately Ductile
Given Ratio,
Members
Members
Section Description
Graphical
Case
λ
λ
(
)
( λmd )
(
)
hd
Type
of Element
Example
No.
Flexural or
uniform
compression
in flanges of
rolled and
welded
I-Shaped
sections
Flexural
compression
in webs of
diagonal
braces

b f 2t f

0.30 E Fy

0.38

E Fy

h tw

1.49 E Fy

1.49

E Fy

If Ca ≤ 0.125
Webs in
flexural
compression
or combined
flexural and
axial
compression

2.45

h tw

Channel

E
( 1 − 2.75Ca )
Fy

3.76

If Ca > 0.125

E
( 2.93 − Ca ) ≥
0.77
Fy

1.12

1.49

E
Fy

E
( 2.33 − Ca ) ≥
Fy
E
Fy

1.49

Flexural or
Uniform
compression
in flanges

bf t f

0.30 E Fy

0.38

E Fy

Flexural
compression
in webs of
diagonal
braces

h tw

1.49 E Fy

1.49

E Fy

If Ca ≤ 0.125
Webs in
flexural
compression
or combined
flexural and
axial
compression

2.45

h tw

0.77

Classification of Sections for Local Buckling

If Ca ≤ 0.125

E
( 1 − 0.93Ca )
Fy

If Ca > 0.125
E
( 2.93 − Ca ) ≥
Fy
1.49

4-8

E
( 1 − 0.93Ca )
Fy

If Ca ≤ 0.125

E
Fy

3.76

E
( 1 − 2.75Ca )
Fy

If Ca > 0.125
1.12

E
( 2.33 − Ca ) ≥
Fy
1.49

E
Fy

Chapter 4 Special Seismic Provisions

Double Channel

bf t f

0.30 E Fy

0.38

E Fy

Flexure
compression
in beam web

h tw

1.49 E Fy

1.49

E Fy

If Ca ≤ 0.125
Webs in
flexural
compression
or combined
flexural and
axial
compression

Box

Flexural or
axial
compression
of flanges
under major
axis bending
Flexural
compression
of webs under
minor axis
bending

2.45

h tw

E
( 1 − 0.93Ca )
Fy

If Ca > 0.125
0.77

E
( 2.93 − Ca ) ≥
Fy

1.49

E
Fy

0.55 E Fy
4

E
( 1 − 2.75Ca )
Fy

If Ca > 0.125
1.12

1.49

E
( 2.33 − Ca ) ≥
Fy

E
Fy

0.64 E Fy (braces)
1.12 E Fy (beams)

1.12 E Fy (columns)

0.55 E Fy

0.64 E Fy (braces)

0.60 E Fy (columns in
SMF)

1.12 E Fy (beams)

2.45

3.76

0.60 E Fy (columns in
SMF)

If Ca ≤ 0.125
Webs
in flexural
compression
or combined
flexural or
axial
compression

If Ca ≤ 0.125

E
( 1 − 0.93Ca )
Fy

1.12 E Fy (columns)
If Ca ≤ 0.125
3.76

E
( 1 − 2.75Ca )
Fy

If Ca > 0.125

E
( 2.93 − Ca ) ≥
0.77
Fy

1.12

E
( 2.33 − Ca ) ≥
Fy

1.49

E
Fy

1.49

E
Fy

Classification of Sections for Local Buckling

4-9

Steel Frame Design AISC-360-10

Pipe

Angle

Double Angle

T Shape

b f 2t f

0.30 E Fy

0.38

E Fy

Compression
in stems with
M33 < 0

d tw

0.30 E Fy

0.38

E Fy

Any type of
compression
in leg

0.30 E Fy

0.38

E Fy

Any type of
compression
in leg

0.30 E Fy

0.38

E Fy

Any type of
compression
in any leg

0.30 E Fy

0.38

E Fy

Any type of
compression
in any leg

0.30 E Fy

0.38

E Fy

Flexural or
axial
compression

0.038

E
Fy

0.044

E
(braces)
Fy

0.070

E
(beams)
Fy

Round
Bar

―――

Rectangular

0.070

Any
compression

General
SD
Section

4 - 10

―――

―― ―――

E
(columns)
Fy

Assumed non-compact

2.5

―――

―― ―――

Assumed non-compact

―――

―― ―――

Assumed non-compact

Classification of Sections for Local Buckling

2.5

Chapter 4 Special Seismic Provisions

Some of those variable are explained in Figure 3-1 and also explained in the
code (AISC B4.1, B4.2, Table B4.1). The variable Ca can be expressed as follows:
 Pu ( φc Py ) for LRFD
Ca = 
 Ωc Pa Py for ASD

(AISC SEISMIC Table D1.1 Note [d])

Ca ≥ 0

(AISC SEISMIC Table D1.1 Note [d])

where,

Pa = Required compressive strength, used zero for tensile force (ASD)
Pu = Required compressive strength, used zero for tensile force (LRFD)

Py = Axial yield strength
φb = 0.90
Ωb = 1.67
When satisfying the Special Seismic criteria, it is in general not necessary for
the design sections to be Seismically Compact (AISC SEISMIC D1.1b). However, for certain special cases, the design sections must be Seismically Compact (AISC SEISMIC D1.1a, D1.1b) or Compact (AISC SEISMIC D1, AISC
Table B4.1) as described in the “Seismic Requirements” section of this chapter.
For a situation when the code requires the design section to be Seismically
Compact, but the section fails to satisfy the criteria, the user must modify the
section. In that case, the program issues an error message in the output.

4.8

Special Check for Column Strength
The axial compressive and tensile strengths are checked in the absence of any
applied moment and shear for the amplified seismic load combinations (AISC
SEISMIC B2, D1.4a(2), ASCE 12.4.3.2).
For LRFD provisions,
(1.2 + 0.2SDS)DL ± Ω0QE

(ASCE 2.3.2-5, 12.4.3.2)

Special Check for Column Strength

4 - 11

Steel Frame Design AISC-360-10

(1.2 + 0.2SDS)DL ± Ω0QE + 1.0LL

(ASCE 2.3.2-5, 12.4.3.2)

(0.9 − 0.2SDS)DL ± Ω0QE

(ASCE 2.3.2-7, 12.4.3.2)

For ASD provisions,
(1.0 + 0.14SDS)DL ± 0.7Ω0QE

(ASCE 2.4.1-5, 12.4.3.2)

(1.0 + 0.105SDS)DL ± 0.75(0.7Ω0)QE + 0.75LL (ASCE 2.4.1-6b,12.4.3.2)
(0.6 − 0.14SDS)DL ± 0.7Ω0QE

(ASCE 2.4.1-8,12.4.3.2)

where Ω0 and S DS are as described in the “Design Load Combinations” section in Chapter 3.
The preceding load combinations are used to calculate axial force only because
other forces and moments are ignored. This axial capacity check is in addition
to regular strength checks for the regularly specified load combinations (AISC
SEISMIC D1.4a).
Those combinations involving Ω 0 are internal to the program. The user does
NOT need to create additional load combinations for such load combinations.
The special circumstances for which these load combinations are additionally
checked are described later in this chapter, as appropriate. The special load
combination factors are applied directly to the load cases. It is assumed that
any required scaling (such as may be required to scale response spectra results)
has already been applied to the load cases.
If the overwrite item “Ignore Special Seismic Load?” is set to yes, the preceding check will not be performed.

4.9

Member Design
This section describes the special requirements for designing a member. The
section has been divided into subsections for each framing type.

4.9.1
10B

Ordinary Moment Frames (OMF)
For this framing system, the following additional requirement is checked and
reported (AISC SEISMIC E1).

4 - 12

Member Design

Chapter 4 Special Seismic Provisions

 In columns, the axial compressive and tensile strengths are checked in absence of any applied moment and shear for the special seismic load combinations as described previously in the “Special Check for Column” section of
this manual (AISC SEISMIC B2, D1.4a(2)).

4.9.2 Intermediate Moment Frames (IMF)
For this framing system, the following additional requirements are checked and
reported (AISC SEISMIC E2).
 In columns, the axial compressive and tensile strengths are checked in absence of any applied moment and shear for the special seismic load combinations as described previously in the “Special Check for Column” section of
this manual (AISC SEISMIC B2, D1.4a(2)).
 All beams and columns are checked to be Seismically Compact for
moderately ductile members (AISC SEISMIC E2.5a, D1.1 Table D1.1, AISC
Table B4.1). The limits of the width-thickness ratio, λmd , have been
presented in this manual in Table 4-1. If this criterion is not satisfied, the
program issues an error message.
 The program checks the laterally unbraced length of beams between lateral
braces not to exceed the limiting value 0.17 ( E Fy ) ry consistent with moderately ductile steel beams (AISC SEISMIC E2.4a, D1.2a(a)(3)). If this criterion is not satisfied, the program issues an error message.

4.9.3 Special Moment Frames (SMF)
12B

4 - 13

Steel Frame Design AISC-360-10

described earlier under the “Classification of Sections for Local Buckling”
section. If these criteria are not satisfied, the program issues an error
message.
 The program checks the slenderness ratio, L r , for columns to be less than
60 (AISC SEISMC E3.4c(2)(2)). If this criterion is not satisfied, the program
issues an error message.
 The program checks the laterally unsupported length of beams not to exceed
0.086 ( E Fy ) ry consistent with highly ductile steel beams (AISC SEISMIC
E3.4b, D1.2b). If this criterion is not satisfied, the program issues an error
message.

4.9.4 Special Truss Moment Frames (STMF)
13B

No special consideration for this type of framing system is given by the program. The user is required to check the seismic design requirements for STMF
independently.

4.9.5 Ordinary Concentrically Braced Frames (OCBF)
14B5

For this framing system, the following additional requirements are checked or
reported (AISC SEISMIC F1.1).
 In columns, the axial compressive and tensile strengths are checked in the
absence of any applied moment and shear for the special seismic load
combinations as described previously in the “Special Check for Column”
section of this manual (AISC SEISMIC F1.2, B2, D1.4a(2)).
 All brace members are checked to be Seismically Compact consistent with
moderately ductile members in accordance with Table 4-1 (AISC SEISMIC F1.5a, D1.1, Table D1.1). If the criteria are satisfied, the section is reported as SEISMIC as described earlier in “Classification of Sections for
Local Buckling” in this chapter. If this criterion is not satisfied, the program issues an error message.
 The maximum Kl /r ratio of the braces for V or inverted-V configurations
is checked not to exceed 4.0 E Fy (AISC SEISMIC F1.5b). If this criterion is not met, an error message is reported in the output.

4 - 14

Member Design

Chapter 4 Special Seismic Provisions

Note: Beams intersected by chevron (V or inverted-V) braces are NOT currently checked to have a strength to support loads for the following two conditions (AISC SEISMIC 1):
(a) A beam that is intersected by braces shall be designed to support the
effects of all tributary dead and live loads from load combinations
stipulated by the code, assuming the bracings are not present (AISC
SEISMIC F1.4a(1)).
(b) A beam that is intersected by braces and supporting earthquake load shall
be designed to resist the effects of the load combinations stipulated by
the code, except the brace forces have to be replaced by their capacities.
The forces in all braces in tension shall be assumed to be equal to
Ry Fy Ag (AISC SEISMIC F1.4a(1)(i)). The forces in all braces in compression shall be assumed to be equal to 0.3 Pn (AISC SEISMIC
F1.4a(1)(ii)).

4.9.6 Ordinary Concentrically Braced Frames from Isolated
Structures (OCBFI)
16B

For this framing system, the following additional requirements are checked or
reported (AISC SEIAMIC F1, F1.7).
 In columns, the axial compressive and tensile strengths are checked in absence of any applied moment and shear for the special seismic load combinations as described previously in the “Special Check for Column” section
of this manual (AISC SEISMIC F1.2, B2, D1.4a(2)).
 All braces are required to be Seismically Compact consistent with moderately ductile members (AISC SEISMIC F1.1, F1.5a, D1.1, Table D1.1). If
the criteria are satisfied, the section is reported as SEISMIC as described
earlier in “Classification of Sections for Local Buckling” in this chapter. If
this criterion is not satisfied, the program issues an error message.
 The maximum Kl /r ratio for the braces is checked not to exceed 4 E Fy
(AISC SEISMIC F1.1, F1.7b). If this criterion is not met, an error message
is reported in the output.

Member Design

4 - 15

Steel Frame Design AISC-360-10

4.9.7 Special Concentrically Braced Frames (SCBF)
17B

For this framing system, the following additional requirements are checked or
reported (AISC SEISMIC E3).
 In columns, the axial compressive and tensile strengths are checked in the
absence of any applied moment and shear for the special seismic load combinations as described previously in the “Special Check for Column” section
of this manual (AISC SEISMIC B2, D1.4a(2)).
 All column and brace members are checked to be Seismically Compact for
highly ductile members in accordance with Table 4-1 (AISC SEISMIC
F2.5a, D1.1, Table D1.1). If these criteria are satisfied, the section is reported
as SEISMIC as described earlier under “Classification of Sections for Local
Buckling” in this chapter. If these criteria are not satisfied, the program issues an error message.
 All beam members are checked to be Seismically Compact for moderately
ductile members in accordance with Table 4-1 (AISC SEISMIC F2.5a, D1.1,
Table D1.1). If these criteria are satisfied, the section is reported as SEISMIC
as described earlier under “Classification of Sections for Local Buckling” in
this chapter. If these criteria are not satisfied, the program issues an error
message.
 The maximum Kl r ratio of the braces is checked not to exceed 200 (AISC
SEISMC F2.5b(1)). If this criterion is not satisfied, the program issues an error message.
The program checks the following requirements for V-type and inverted V-type
SCBF frames.
 The program checks the laterally unsupported length of beams not to exceed
the limiting value 0.17 E Fy ry (AISC SEISMIC F2.4b(2), D1.2a). If this

(

)

criterion is not satisfied, the program issues an error message.
 The columns and beams are designed for load combinations, including the
automatically generated special seismic combinations involving amplified
seismic load. These combinations are the same as described in Section 4.8
“Special Check for Column Strength.” However, for this case, all compo-

4 - 16

Member Design

Chapter 4 Special Seismic Provisions

nents of forces, including moments and shears in addition to axial forces, are
included.

4.9.8 Eccentrically Braced Frames (EBF)
For this framing system, the program looks for and recognizes the eccentrically
braced frame configurations shown in Figure 4-1. The following additional requirements are checked or reported for the beams, columns and braces associated with these configurations (AISC SEISMIC F3).
 In columns, the axial compressive and tensile strengths are checked in absence of any applied moment and shear for the special seismic load combinations as described previously in the “Special Check for Column” section
of this manual (AISC SEISMIC B2, D1.4a(2)).

e
2

e
2
L

(a)

(b)

(c)

Figure 4-1 Eccentrically Braced Frame Configurations

 The beams are checked to be Seismically Compact for highly ductile
members in accordance with Table 4-1 (AISC SEISMIC F3.5b(1), D1.1,
Table D1.1). If this criterion is satisfied, the section is reported as SEISMIC as described earlier under “Classification of Sections for Local Buckling Section” in this chapter. If this criterion is not satisfied, the program
issues an error message.
 The shear strength for link beams is taken as follows (AISC SEISMIC
15.2b):

Member Design

4 - 17

Steel Frame Design AISC-360-10

Vu ≤ φvVn (LRFD) or

(AISC SEISMIC F3.5b(2))

Va ≤ Vn Ωv (ASD),

(AISC SEISMIC F3.5b(2))

where,

Vn = min(VP , 2 M P / e)
0.6 Fy Alw

2
Vp = 
 Pr 
0.6 Fy Alw 1 −  
 Pc 


(AISC SEISMIC F3.5b(2))

for Pr Pc ≤ 0.15
for Pr Pc > 0.15

(AISC SESIMIC F3-2, F3-3)

for Pr Pc ≤ 0.15
 FyZ

(AISC SEISMIC F3-8, F3-9)
Mp = 
 1 − Pr Pc 
for
0.15
F
P
P
>
r
c
 yZ  0.85 




( d − 2t f ) t w
for I-Shapes

Alw = 
2 ( d − 2t f ) t w for Boxes

(AISC SEISMIC F3-4, F3-5)

φ = φv (default is 0.9)

(AISC SEISMIC F3-5b(2))

Ω = Ωv (default is 1.67)

(AISC SEISMIC F3-5b(2))

Pr = Pu (LRFD)

(AISC SEISMIC F3-5b(2))

Pr = Pa (ASD)

(AISC SEISMIC F3-5b(2))

Pc = Py (LRFD)

(AISC SEISMIC F3-5b(2))

Pc = Py 1.5 (ASD)

(AISC SEISMIC F3-5b(2))

=
Py Ag Fy .

(AISC SEISMIC F3-6)

 If Pr Pc > 0.15, the link beam length, e, is checked not to exceed the following:

4 - 18

Member Design

Chapter 4 Special Seismic Provisions

– if ρ′ ≤ 0.5

 Mp 
e ≤ 1.6

 V p 

(AISC SEISMIC F3-10)

– if ρ′ > 0.5

 Mp 
e ≤ [1.15 − 0.3ρ′] 1.6

 V p 

(AISC SEISMIC F3-11)

where,

P P
ρ′ = r c
Vr Vc

(AISC SEISMIC F3-5b(3))

Vr = Vu (LRFD)

(AISC SEISMIC F3-5b(3))

Vr = Va (ASD)

(AISC SEISMIC F3-5b(3))

Vc = Vy (LRFD)

(AISC SEISMIC F3-5b(3))

Vc = Vy 1.5 (ASD)

(AISC SEISMIC F3-5b(3))

Vy = 0.6 Fy Adw

(AISC SEISMIC F3-5b(3))

If the check is not satisfied, the program reports an error message.
 The link beam rotation, θ , of the individual bay relative to the rest of the
beam is calculated as the story drift ∆ times bay length ( L ) divided by the
total lengths of link beams (e) in the bay.
The link rotation, θ , is checked as follows (AISC SEISMIC F3.4a):

θ=

∆L
e

– θ ≤ 0.08 radian, where link beam clear length, e ≤ 1.6 M p Vp

Member Design

4 - 19

Steel Frame Design AISC-360-10

– θ ≤ 0.02 radian, where link beam clear length, e ≥ 2.6 M p Vp
– θ ≤ value interpolated between 0.08 and 0.02 as the link beam clear
length varies from 1.6 M p Vp to 2.6 M p Vp .
The story drift is calculated as
∆=

∆ s Cd
,
I

(ASCE 12.8-15)

where Cd is a System Deflection Amplification Factor and I is the system
Importance Factor.
 The beam strength outside the link is checked to be at least the beam force
corresponding to the amplified controlling link beam shear strength, 1.25
RyVn for I-Shapes, and 1.4 RyVn for Box shapes (AISC SEISMIC F3.3).
The controlling link beam nominal shear strength is taken as follows:
Vn=

min(V p , 2 M p / e).

(AISC SEISMIC F3.5b(2))

The values of V p and M p are calculated following the procedure described previously (AISC SEISMIC F3.5b(2)). The correspondence between brace force and link beam force is obtained from the associated load
cases, whichever has the highest link beam force of interest.
For load combinations including seismic effects, a load Q1 is substituted
for the term E, where Q1 is defined as the axial forces and moments generated by at least 1.25 RyVn for I-Shapes and 1.4 RyVn for Box shapes,
where Vn is the nominal shear strength of the link beam (ASIC SEISMIC
F3.3).
 All braces are checked to be Seismically Compact for moderately ductile
frames in accordance with Table 4-1 (AISC SEISMIC F3.5a, D1.1, Table
D1.1). If these criteria are satisfied, the section is reported as SEISMIC as
described earlier under the “Classification of Sections for Local Buckling”
in this chapter. If these criteria are not satisfied, the program issues an error
message.

4 - 20

Member Design

Chapter 4 Special Seismic Provisions

 The brace strength is checked the brace forces corresponding to the amplified controlling link beam nominal shear strength 1.25RyVn for I-Shapes
and 1.4RyVn for Box shapes (AISC SEISMIC F3.3). The controlling link
beam nominal shear strengths are obtained by the process described earlier
(AISC SEISMIC F3.5b(1)).
For load combinations including seismic effects, a load Q1 is substituted
for the term E, where Q1 is defined as axial forces and moments generated by at least 1.25 RyVn for I-Shapes and 1.4 RyVn for Box shapes, where
Vn is the nominal shear strength of the link beam (ASIC SEISMIC 15.6a).
 All column members are checked to be Seismically Compact for highly
ductile frames in accordance with Table 4-1 (AISC SEISMICF3.5a, D1.1,
Table D1.1). If these criteria are satisfied, the section is reported as SEISMIC as described earlier under the “Classification of Sections for Local
Buckling” in this chapter. If these criteria are not satisfied, the program issues an error message.
 The column strength is checked for the column forces corresponding to the
controlling link beam nominal shear strength, 1.25 RyVn for I-Shapes and
1.4 RyVn for Box shapes, where Vn is the nominal shear strength of the link
beam (AISC SEISMIC F3.3). The controlling link beam nominal shear
strength and the corresponding forces are obtained by the process described previously.
Note: Axial forces in the beams are included in checking the beams. The user
is reminded that using a rigid diaphragm model will result in zero axial forces
in the beams. The user must disconnect some of the column lines from the diaphragm to allow beams to carry axial loads. It is recommended that only one
column line per eccentrically braced frame be connected to the rigid diaphragm
or that a flexible diaphragm model be used.

4.9.9 Buckling Restrained Braced Frames (BRBF)
18B

For this framing system, the following additional requirements are checked or
reported (AISC SEISMIC F4).
 In columns, the axial compressive and tensile strengths are checked in the
absence of any applied moment and shear for the special seismic load comMember Design

4 - 21

Steel Frame Design AISC-360-10

binations (F4.3) as described previously in the “Special Check for Column”
section of this manual (AISC SEISMIC B2, D1.4a(2)).
 All column members are checked to be Seismically Compact for highly ductile members in accordance with Table 4-1 (AISC SEISMIC F2.5a, D1.1,
Table D1.1). If these criteria are satisfied, the section is reported as SEISMIC
as described earlier under “Classification of Sections for Local Buckling” in
this chapter. If these criteria are not satisfied, the program issues an error
message.
 All beam members are checked to be Seismically Compact for moderately
ductile members in accordance with Table 4-1 (AISC SEISMIC F2.5a, D1.1,
Table D1.1). If these criteria are satisfied, the section is reported as SEISMIC
as described earlier under “Classification of Sections for Local Buckling” in
this chapter. If these criteria are not satisfied, the program issues an error
message.
 The program checks the laterally unsupported length of beams not to exceed
the limiting value 0.17 E Fy ry (AISC SEISMIC F4.4a(2), D1.2a). If this

(

)

criterion is not satisfied, the program issues an error message.
The columns and beams are designed for load combinations, including the automatically generated special seismic combinations involving amplified seismic load. These combinations are the same as described in Section 4.8 “Special
Check for Column Strength.”
 The beam to column connection is designed to resist the moment equal to the
lesser of the following:
(i)

A moment corresponding to the expected beam flexural strengths
multiplied by 1.1 (LRFD) or by 1.1/1.5 (ASD), as appropriate.

M b = 1.1Ry M p ( LRFD) or M b =
(ii)

1.1Ry M p
( ASD)
1.5

A moment corresponding to the sum of expected flexural strengths
multiplied by 1.1 (LRFD) or by 1.1/1.5 (ASD), as appropriate.

M c = 1.1Ry Fy Z ( LRFD) or M c =

4 - 22

Member Design

1.1Fy Z
( ASD)
1.5

Chapter 4 Special Seismic Provisions

4.9.10 Special Plate Shear Walls (SPSW)
19B

No special consideration for this type of framing system is given by the program. The user is required to check the seismic design requirements for SPSW
independently.

4.10 Joint Design
When using the SEISMIC design code, the structural joints are checked and
designed for the following.
 Check the requirement of continuity plate and determination of its area
 Check the requirement of doubler plate and determination of its thickness
 Check the ratio of beam flexural strength to column flexural strength
 Report the beam connection shear
 Report the brace connection force

4.10.1 Design of Continuity Plates
20B

In a plan view of a beam-column connection, a steel beam can frame into a
column in the following ways.
 The steel beam frames in a direction parallel to the column major direction,
i.e., the beam frames into the column flange.
 The steel beam frames in a direction parallel to the column minor direction, i.e., the beam frames into the column web.
 The steel beam frames in a direction that is at an angle to both of the principal axes of the column, i.e., the beam frames partially into the column
web and partially into the column flange.
To achieve a proper beam-column moment connection strength, continuity
plates such as shown in Figure 2-3 of Chapter 2 are usually placed on the
column, in line with the top and bottom flanges of the beam, to transfer the
compression and tension flange forces of the beam into the column. For
connection conditions described by the first bullet, where the beam frames into

Joint Design

4 - 23

Steel Frame Design AISC-360-10

the flange of the column, such continuity plates are not always needed. The
requirement depends on the magnitude of the beam-flange force and the
properties of the column. This is the condition that the program investigates.
Columns of I Sections only are investigated. The program evaluates the
continuity plate requirements for each of the beams that frame into the column
flange (i.e., parallel to the column major direction) and reports the maximum
continuity plate area that is needed for each beam flange. The continuity plate
requirements are evaluated for moment frames (OMF, IMF, SMF, BRBF)
only. No check is made for braced frames (OCBE, SCBF, EBF).
The program first evaluates the need for continuity plates. When the required
strength Pbf exceeds the available strength φRn (LRFD) or Rn Ω (ASD), as
appropriate, a continuity plate will be required. The program checks the
following limit states.
 The column flange design strength, φRn , and the allowable strength, Rn Ω ,
for the limit state of flange local bending is given as follows:

Rn = 6.25t 2fc Fyc

if not at top story

Rn =(0.5)6.25t 2fc Fyc

if at top story

(AISC J10-1)
(AISC J10-1, J10.1)

where

φ =0.9 (LRFD)
Ω =1.67 (ASD)
 The available strength of the column web against local yielding at the toe of
the fillet is given as follows:

Rn =(5.0kc + t fb ) Fyc twc

if not at top story

(AISC J10-2)

Rn =(2.5kc + t fb ) Fyc twc

if at top story

(AISC J10-3)

where

φ =1.0 (LRFD)

4 - 24

Joint Design

Chapter 4 Special Seismic Provisions

Ω =1.5 (ASD)
 The available strength of the column web against crippling is given as follows:
2
wc


 t fb
Rn =
0.80 t 1 + 3 

 dc


  ttw
 
  t fc






 t fb
Rn =
0.40 t 1 + 3 

 dc


  ttw
 
  t fc





2
wc

1.5

 EF t
yc fc

, if not at top story

t wc

(AISC J10-4)

1.5

 EF t
yc fc

, if at top story and t fb d c ≤ 0.2

t wc

(AISC J10-5a)

  t
 t
fb
Rn =
0.40 t 1 +  4 − 0.2   tw

  d
  t fc

2
wc

1.5





 EF t
yw fc

,

t wc


if at the top story and

t fb d c > 0.2,

(AISC J10-5b)
where

φ =0.75 (LRFD)
Ω =2.0 (ASD)
 The available compressive strength of the column web against local buckling
is given as follows:

Rn =

3
EFyc
24 t wc

dc
3
12 t wc
EFyc

if not at the top story

if at the top story.

(AISC J10-8)

(AISC J10-8, J10.5)

If any of the preceding conditions are not met, the program calculates the required continuity plate area as follows.

Joint Design

4 - 25

Steel Frame Design AISC-360-10

For LRFD:

=
Acp

− φRn )

φc Fcr

(AISC J10, J10.8, E3)

For ASD:

=
Acp

− Rn Ω )

Fcr Ωc

(AISC J10, J10.8, E3)

In the preceding expressions, φc, Ωc, and Fcr are taken as follows:
φc

= 0.90 (LFRD)

(AISC E1)

Ωc, = 1.67 (ASD)

(AISC E1)

Fcr = Flexural buckling stress of equivalent column
related to the beam-column joint
The flexural buckling stress, Fcr , is determined as follows:
Fy


F
  0.658 e  Fy ,


Fcr =  

 0.877 Fe ,


KL
E
≤ 4.71
,
r
Fy

KL
E
> 4.71
,
r
Fy

(AISC J10.8, E3)

where Fe is the elastic critical buckling stress given by
Fe =

π2 E
 KL 
 r 



(AISC E3-4)

The member properties of the equivalent column are taken as follows:
 The cross-section is comprised of two stiffeners and a strip of the web having
a width of 25twc at the interior stiffener and 12twc at the ends of the columns
(AISC J10.8).

4 - 26

Joint Design

Chapter 4 Special Seismic Provisions

 The effective length is taken as 0.75h, i.e., K = 0.75 and L = h = dc − 2tfc
(AISC J10.8).


KL
is calculated based on the equivalent cross-section and equivalent length
r
stated here.

In addition to satisfying the preceding limit states, it is made sure that the
equivalent section, consisting of the stiffeners and part of the web plate, is able
to resist the compressive concentrated force (AISC J8). This is similar to a column capacity check. For this condition, the program calculates the required
continuity plate area as follows:
For LRFD:
=
Acp

=
Acp

Pbf
φc Fcr
Pbf
φc Fcr

2
− 25t wc
,

if not at top story

(AISC J10.8, E8)

2
− 12t wc
,

if at top story

(AISC J10.8, E3)

2
− 25t wc
,

if not at top story

(AISC J10.8, E3)

2
− 12t wc
,

if at top story

(AISC J10.8, E3)

For ASD:
=
Acp

=
Acp

Pbf
Fcr Ωc
Pbf
Fcr Ωc

An iterative process is involved as Acp, r, and Fcr are interdependent. If Acp is
needed, iteration starts with the minimum thickness and minimum width of the
continuity plate. A maximum of three iterations is performed.
If Acp ≤ 0 , no continuity plates are required. If continuity plates are required,
they must satisfy a minimum area specification defined as follows:

Joint Design

4 - 27

Steel Frame Design AISC-360-10

 The minimum thickness of the stiffeners is taken as follows:
tcpmin =
0.5t fb ≥ b fb 16

(AISC J10.8)

If the maximum thickness is more than the upper limit, the program reports
an error. Here it is assumed that the continuity plate can extend for the full
width of the column flange.
 The minimum width of the continuity plate on each side plus 1/2 the thickness of the column web shall not be less than 1/3 of the beam flange width,
or
 b fb twc 
=
bcpmin 2 
−

2 
 3

(AISC J10.8)

 So that the minimum area is given by
Acpmin = tcpmin bcpmin .

(AISC J10.8)

Therefore, the continuity plate area provided by the program is zero or the
greater of Acp and Acpmin .
In the preceding equations,
Acp = Required continuity plate area
Fyc = Yield stress of the column and continuity plate material

db = Beam depth
dc

= Column depth

= Clear distance between flanges of column less fillets for rolled
shapes

= Distance between outer face of the column flange and web toe of its
fillet

Mu = Factored beam moment

4 - 28

Joint Design

Chapter 4 Special Seismic Provisions

Pbf = Beam flange force, assumed as Mu / ( db − ttb )

Rn = Nominal strength

t fb = Beam flange thickness
t fc

= Column flange thickness

t wc = Column web thickness
φ

= Resistance factor (LRFD)

Ω

= Safety factor (ASD)

The special seismic requirements additionally checked by the program are dependent on the type of framing used. Continuity plate requirements for seismic
design are evaluated for moment frames (OMF, IMF, SMF, BRBF) only. No
checks are performed for braced frames (OCBF, SCBF, and EBF).
 For OMF, the continuity plates are checked and designed for a beam flange
force, Pbf ,
Pbf = 1.1Ry Fy b fb t fb (LRFD)

(AISC SEISMIC E1.6b)

Pbf = (1.1 1.5 ) Ry Fy b fb t fb (ASD)

(AISC SEISMIC E1.6b)

 For SMF, IMF and BRBF, the continuity plates are checked and designed for
a beam flange force, given below,
Pbf = 1.1Ry Fy b fb t fb (LRFD)

(AISC SEISMIC E2.6f, E3.6f)

Pbf = (1.1 1.5 ) Ry Fy b fb t fb (ASD)

(AISC SEISMIC E2.6f, E3.6f)

Note that the code insists on designing the continuity plate to match with tested
connection (AISC SEISMIC E2.6f, E3.6f, ANSI/AISC 358).

Joint Design

4 - 29

Steel Frame Design AISC-360-10

4.10.2 Design of Doubler Plates
21B

One aspect of the design of a steel framing system is an evaluation of the shear
forces that exist in the region of the beam-column intersection known as the
panel zone.
Shear stresses seldom control the design of a beam or column member. However, in a Moment-Resisting frame, the shear stress in the beam-column joint
can be critical, especially in framing systems when the column is subjected to
major direction bending and the joint shear forces are resisted by the web of
the column. In minor direction bending, the joint shear is carried by the column
flanges, in which case the shear stresses are seldom critical, and this condition
is therefore not investigated by the program.
Shear stresses in the panel zone, due to major direction bending in the column,
may require additional plates to be welded onto the column web, depending on
the loading and the geometry of the steel beams that frame into the column,
either along the column major direction or at an angle so that the beams have
components along the column major direction. See Figure 2-3 of Chapter 2.
The program investigates such situations and reports the thickness of any
required doubler plates. Only columns with I Shapes are investigated for
doubler plate requirements. Also doubler plate requirements are evaluated for
moment frames (OMF, IMF, SMF, BRBF) only. No check is made for braced
frames (OCBF, SCBF, EBF).
The program calculates the required thickness of doubler plates using the following algorithms. The shear force in the panel zone, is given by
Vp
=

∑
n =1

M bn cos θn
− Vc .
d n − t fn

The available strength of the web panel zone for the limit state of shear yielding is determined as φRn (LFRD) or Rn Ω (ASD), as appropriate. Assuming
that the effect of panel zone deformation on frame stability has not been considered in analysis, the nominal strength, Rn , is determined as follows:

Rn =
0.6 Fy d c t p ,

4 - 30

Joint Design

for Pr ≤ 0.4 Pc , and

(LRFD J10-9)

Chapter 4 Special Seismic Provisions


P
0.6 Fy d c t p 1.4 − r  , for Pr > 0.4 Pc .
Rn =
Pc 


(LRFD J10-10)

By using V p = φRn (LRFD) or V=
Rn Ω (ASD), as appropriate, the required
p
column panel zone thickness t p is found as follows.
For LRFD:

tp =
tp =

Vp φ
0.6 Fy d c

Vp φ

P
0.6 Fy d c 1.4 − r 
Pc 


for Pr ≤ 0.4 Pc

, for Pr > 0.4 Pc .

For ASD:

tp =
tp =

ΩV p
0.6 Fy d c

ΩV p

P
0.6 Fy d c 1.4 − r 
Pc 


for Pr ≤ 0.4 Pc

, for Pr > 0.4 Pc

The extra thickness, or the required thickness of the doubler plate is given as
follows:

t dp= t p − t w ,
where
Fy = Column and doubler plate yield stress
tp

= Required column panel zone thickness

t fn

= Flange thickness of n -th beam

Joint Design

4 - 31

Steel Frame Design AISC-360-10

tdp = Required doubler plate thickness
t fc

= Column flange thickness

= Column web thickness

= Required panel zone shear capacity kc

= Column shear in column above

= Number of beams connecting to column

d n = Overall depth of n -th beam connecting to column
θn

= Angle between n -th beam and column major direction

= Overall depth of column

M bn = Factored beam moment from corresponding loading combination

Rn = Nominal shear strength of panel
Pr

= Required axial strength, Pu (LRFD) or Pa (ASD)

= Column axial yield strength, Fy A

= Py (LRFD) or 0.6 Fy (ASD)

= 0.9 (LRFD)

Ω

= 1.67 (ASD)

The largest calculated value of tdp , calculated for any of the load combinations
based on the factored beam moments and factored column axial loads, is reported.
Doubler plate requirements for seismic design are evaluated for SMF and
BRBF only. No further check/design is performed for other types of frames
(AISC SEISMIC E2.6e).

4 - 32

Joint Design

Chapter 4 Special Seismic Provisions

 For SMF and BRBF, the panel zone doubler plate requirements that are reported will develop at least the beam moments equal to the expected plastic
moment capacity of the beam ( Ry M p ) , or beam moments due to specified
load combinations involving seismic load (AISC SEISMIC 9.3a). For seismic design, V p is calculated using the equation given previously, except that

M pb is taken as Ry Fy Z 33 .
The capacity of the panel zone in resisting this shear is taken as:

 3bcf tcf2 
0.60 Fy dc t p  1 +
, for Pu ≤ 0.75Py
Vn =
 db dc t p 


 3bcf tcf2
0.60 Fy dc t p  1 +
Vn =
 db dc t p



P
  1.9 − 1.2 r
Pc


(AISC J10-11)


 , for Pr > 0.75Pc (AISC J10-12)


giving the required panel zone thickness as

t p=

V p φv
0.6 Fy d c

−

3bcf tcf2
db dc

, if Pr ≤ 0.75Pc
(AISC SEISMIC E3.6e(1), AISC J10-11)

=
tp

V p φv

P 
0.6 Fy d c 1.9 − 1.2 r 
Pc 


−

3bcf tcf2
db d c

if Pr > 0.75Pc .

(AISC SEISMIC E3.6e(1), AISC J10-12)
In the preceding expression, the term V p φv is replaced by ΩvV p if the ASD
provision is followed. The required doubler plate thickness is calculated as
tdp = t p − twc

where,

φ = 1.0 (LRFD)

(AISC J10.6, SEISMIC E3.6e(1))

Joint Design

4 - 33

Steel Frame Design AISC-360-10

Ω = 1.50 (ASD)

(AISC J10.6, SEISMIC E3.6e(1))

bcf = width of column flange
tcf = thickness of column flange
t p = required column web thickness

db = depth of deepest beam framing into the major direction of the
column
All other terms were explained previously.
 For SMF and BRBF, the program checks the following panel zone column
web thickness requirement:
t≥

− 2t fc ) + ( db − 2t fb )
90

(AISC SEISMIC E3-7)

Here, t is taken as twc + tdp when the doubler plate is plug welded to prevent
local buckling. In such cases, tdp is increased if necessary to meet this criterion. If the doubler plate is not plug welded to the web, t is taken as t wc and
also as tdp for checking both the plates. If t wc cannot satisfy the criteria, then
a failure condition is declared. If tdp does not satisfy this criterion, then its
value is increased to meet the criteria. If the check is not satisfied, it is noted
in the output.

4.10.3 Weak Beam Strong Column Measure
2B

Only for Special Moment Frames (SMF) the code requires that the sum of column flexure strengths at a joint should be more than the sum of beam flexure
strengths (AISC SEISMIC E2.4a). The column flexure strength should reflect
the presence of axial force present in the column. The beam flexural strength
should reflect potential increase in capacity for strain hardening. To facilitate
the review of the strong column weak beam criterion, the program will report a
beam-column plastic moment capacity ratio for every joint in the structure.

4 - 34

Joint Design

Chapter 4 Special Seismic Provisions

For the major direction of any column (top end), the beam-to-column-strength
ratio is obtained as
nb

Rmaj =

∑M
n =1

∗
pbn

cos θn

M ∗pcax + M ∗pcbx

(AISC SEISMIC E2.4a, E3-1)

For the minor direction of any column, the beam-to-column-strength ratio is
obtained as
nb

=
Rmin

∑M
n =1

∗
pbn

sin θn

M ∗pcay + M ∗pcby

(AISC SEISMIC E2.4a, E3-1)

where,
Rmaj

= Plastic moment capacity ratios, in the major directions of the
column

Rmin

= Plastic moment capacity ratios, in the minor directions of the
column

M ∗pbn

= Plastic moment capacity of n-th beam connecting to column

θn

= Angle between the n-th beam and the column major direction

M ∗pcax , y = Major and minor plastic moment capacities, reduced for axial

force effects, of column above story level
M ∗pcbx , y = Major and minor plastic moment capacities, reduced for axial

force effects, of column below story level

= Number of beams connecting to the column

The plastic moment capacities of the columns are reduced for axial force effects and are taken as

Joint Design

4 - 35

Steel Frame Design AISC-360-10


P 
=
M ∗pc Z c  Fyc − uc  (LRFD)

Ag 


(AISC SEISMIC E3-2a)


P 
=
M ∗pc Z c  Fyc − 1.5 ac  (ASD)
Ag 


(AISC SEISMIC E3-2b)

The plastic moment capacities of the beams are amplified for potential increase
in capacity for strain hardening as
M ∗pb = 1.1Ry Fyb Z b f mv (LFRD)

(AISC SEISMIC E3-3a)

=
M ∗pb 1.1Ry Fyb Z b f mv , (ASD)

(AISC SEISMIC E3-3b)

where,

Z b = Plastic modulus of beam
Z c = Plastic modulus of column
Fyb = Yield stress of beam material
Fyc = Yield stress of column material

Puc = Axial compression force in column for given load combination
Ag = Gross area of column

f mv = The moment amplification factor. It is taken as the ratio of beam
moment at the centerline of column to the moment of the column
face. This factor takes care of the M uv (LRFD) or 1.5M av (ASD)
of the code (AISC SEISMIC E2.4a). f mv is taken as follows:

f mv = 1 +

4 - 36

Joint Design

dc
where,
Lb

= Depth of column section, and

Chapter 4 Special Seismic Provisions

Lb = clear span length of the beam.
For the preceding calculations, the section of the column above is taken to be
the same as the section of the column below, assuming that the column splice
will be located some distance above the story level.
The preceding ratios are not checked for single story buildings or the top story
of a multistory building (AISC SEISMIC E2.4a(a)(ii)).

4.10.4 Evaluation of Beam Connection Shears
23B

For each steel beam in the structure, the program will report the maximum
major shears at each end of the beam for the design of the beam shear
connections. The beam connection shears reported are the maxima of the
factored shears obtained from the loading combinations.
For special seismic design, the beam connection shears are not taken less than
the following special values for different types of framing. The special seismic
requirements additionally checked by the program are dependent on the type of
framing used and the Seismic Design Category.
 For SMF, the beam connection shear is taken as the maximum of those from
regular load combinations and those required for the development of full
plastic moment capacity of the beam. The connection shear for the development of the full plastic moment capacity of beam is as follows:
Vu=

CM pb

=
Va

( 0.7 )

+ VDL + VLL (LRFD),

CM pb
Ln

(AISC SEISMIC E3.6d, ASCE 2.3.2-5)

+ VDL + VLL (ASD), (AISC SEISMIC E3.6d, ASCE 2.4.1-5)

where,

Shear force corresponding to END I or END J or beam

=
=
=

0 if beam ends are pinned, or for cantilever beam
1 if one end of the beam is pinned
2 if no ends of the beam are pinned

Joint Design

4 - 37

Steel Frame Design AISC-360-10

M pb

Plastic moment capacity of beam = 1.1 Ry M p

Clear length of the beam

VDL

Absolute maximum of the calculated beam shears at the corresponding beam ends from the factored dead load only

VLL

Absolute maximum of the calculated beam shears at the corresponding beam ends from the factored live load only

 For IMF, the beam connection shear is taken as the maximum of the two values: (a) maximum shear from the load combinations and (b) maximum shear
based on beam moment capacity of the beam (AISC SEISMIC E2.6d).
The maximum shear from the load combinations is determined from all of
the regular load combinations and also from the amplified seismic load combinations (AISC SEISMIC E2.6d). For LRFD or ASD provisions, appropriate load combinations are considered. The load combination for amplified
seismic load combinations are also described previously in the “Design
Loading Combinations” section.
The maximum shear based on beam moment capacity is calculated for any
load combination involving seismic load by replacing the seismic effect on
shear force with the capacity shear as follows:
Vu=

CM pb

=
Va

( 0.7 )

+ VDL + VLL (LFRD),

CM pb
Lh

(AISC SEISMIC E2.6d, ASCE 2.3.2-5)

+ VDL + VLL (ASD). (AISC SEISMIC E2.6d, ASCE 2.4.1-5)

All parameters in the preceding equation have been described previously in
this section.
 For OMF, the beam connection shear is taken as the maximum of the two
values: (a) maximum shear from the load combinations and (b) maximum
shear based on beam moment capacity of the beam (AISC SEISMIC
E1.6b(a)).

4 - 38

Joint Design

Chapter 4 Special Seismic Provisions

The maximum shear from the load combinations is determined from all of
the regular load combinations and also from the amplified seismic load combinations (AISC SEISMIC E1.6b(a), ASCE 12.4.2.3). For LRFD or ASD
provisions, appropriate load combinations are considered. The load combination for amplified seismic load combinations also are described previously in
the “Design Loading Combinations” section.
The maximum shear based on beam moment capacity is calculated for any
load combination involving seismic load by replacing the seismic effect on
shear force with the capacity shear as follows:
Vu=

CM pb

=
Va

( 0.7 )

+ VDL + VLL (LFRD),

CM pb
Lh

+ VDL + VLL (ASD).

(AISC SEISMIC E1.6b(a), ASCE 2.3.2-J)

(AISC SEISMIC E1.6b(a), ASCE 2.4.1-5)

All parameters in the preceding equation have been described previously in
this section. The moment connection is assumed to be FR.
 For SCBF the beam connection shear is taken as the maximum of those
from regular load combination and those from amplified seismic load combinations.
 For OCBF and OBFI, the beam connection shear is taken as the maximum
of those from regular load combinations and those from amplified seismic
load combinations.
 For EBF, the beam connection shear is taken as the maximum of the two
values: (a) maximum shear from the load combinations and (b) maximum
shear based on link beam shear capacity (AISC SEISMIC 15.7, 11.2a(4)).
The maximum shear from the load combinations is determined from all of
the regular load combinations and also from the amplified seismic load combinations (AISC SEISMIC 15.7, 11.2a(4), ASCE 14.2.3). For LRFD or ASD,
appropriate load combinations are considered. The load combinations for
amplified seismic load combinations also were described previously in the
“Design Loading Combination” section of this chapter.

Joint Design

4 - 39

Steel Frame Design AISC-360-10

The maximum beam connection shear based on link beam shear capacity is
taken as the beam connection shear that can be developed when the link
beam yields in shear. The load factor for the seismic component of the load
in the combination is calculated to achieve forces related to yielding of the
link beam. For connection shear determination, the forces are further amplified by 1.1 Ry (AISC SEISMIC 15.7, 11.2a(4)).
If the beam-to-column connection is modeled with a pin in the program by
releasing the beam end, it automatically affects the beam connection shear.

4.10.5 Evaluation of Brace Connection Forces
24B

For each steel brace in the structure, the program reports the maximum axial
force at each end of the brace for the design of the brace-to-beam connections.
The brace connection forces reported are the maxima of the factored brace axial forces obtained from the loading combinations.
For special seismic design, the brace connection forces are not taken less than
the following special values for different types of framing. The special seismic
requirements additionally checked by the program are dependent on the type of
framing used.
Bracer axial forces for seismic designs are evaluated for braced frames (SCBF,
OCBF, EBF, BRBF) only. No special checks are performed for moment
frames (OMF, IMF, SMF).
 For SCBF, the bracing connection force is taken as the minimum of the two
values (AISC SEISMIC F2.6c):
(a) The expected yield strength in tension of the bracing member, determined as Ry Fy Ag (LFRD) or Ry Fy Ag 1.5 (ASD), as appropriate (AISC
SEISMIC F2.6c(1)(a)).
(b) The maximum load effect of the amplified seismic load combination
(AISC SEISMIC F2.6c(1)(b)).
Note that the required bracing connection force for the required compressive
strength of the brace based on limit state of buckling that is equal to 1.1 Ry Pn

4 - 40

Joint Design

Chapter 4 Special Seismic Provisions

(LFRD) or (1.1 1.5 ) Ry Pn (ASD), as appropriate (AISC SEISMIC F2.6c(2)),
is always less than the corresponding value considered in case (a). So this
limit state is not considered.
 For OCBF or OCBFI, the bracing connection force is taken as the minimum
of the two values (AISC SEISMIC F1.6a):
(a) The expected yield strength in tension of the bracing member, determined as Ry Fy Ag (LFRD) or Ry Fy Ag 1.5 (ASD), as appropriate (AISC
SEISMIC F3.6b(a)).
(b) The maximum load effect of the amplified seismic load combination
(AISC SEISMIC F3.6b(b)(i)).
 For EBF, the required strength of the diagonal brace connection at both ends
of the brace is taken as the maximum of the following two values: (a) the
maximum connection force from the design load combinations, and (b) the
maximum brace connection force based on the link beam shear capacity
(AISC SEISMIC F3.6c).
The maximum connection force from the load combinations is determined
for all the regular load combinations. The amplified seismic load combinations are not considered.
The maximum brace connection force based on link beam shear capacity is
taken as the brace connection force that can be developed when the link
beam yields in shear. The load factor for seismic component of the load in
the combination is calculate to achieve forces related to yielding of the link
beam. For connection force determination, the forces are further amplified by
1.25Ry for I-Shapes and 1.4Ry for Box links (AISC SEISMIC F3.3).
 For BRBF, the diagonal brace connections in tension and compression are
computed as 1.1 times the adjusted brace strength in compression in accordance with Section F4.2a. The adjusted brace strength in compression is
Pnc = βω Ry Pysc (AISC SEISMIC F4.2a) and the adjusted brace strength in
tension is Pnt = ω Ry Pysc (AISC SEISMIC F4.2a).

Joint Design

4 - 41

Appendix A
P-Delta Effects

Modern design provisions are based on the principle that the member forces are
calculated by a second-order elastic analysis, where the equilibrium is satisfied
on the deformed geometry of the structure. The effects of the loads acting on the
deformed geometry of the structure are known as the second-order or the P-Delta
effects.
The P-Delta effects come from two sources: global lateral translation of the
frame and the local deformation of members within the frame.
Consider the frame object shown in Figure A-1, which is extracted from a story
level of a larger structure. The overall global translation of this frame object is
indicated by ∆. The local deformation of the member is shown as δ. The total
second order P-Delta effects on this frame object are those caused by both ∆ and
δ.
The program has an option to consider P-Delta effects in the analysis. When you
consider P-Delta effects in the analysis, the program does a good job of capturing the effect due to the ∆ deformation (P-∆ effect) shown in Figure
B-1, but it does not typically capture the effect of the δ deformation (P-δ
effect), unless, in the model, the frame object is broken into multiple elements
over its length.

Appendix A - 1

Steel Frame Design AISC 360-10

∆
Original position of frame
element shown by vertical
line

δ
Final deflected position of the
frame element that includes the
global lateral translation, ∆, and
the local deformation of the
element, δ

Position of frame element
as a result of global lateral
translation, ∆, shown by
dashed line

P
Figure A-1 P-∆ and P-δ effects

In design codes, required strengths are usually required to be determined using a
second-order analysis that considers both P-∆ and P-δ effects. Approximate
second-order analysis procedures based on amplification of responses from
first-order analysis for calculating the required flexural and axial strengths are
common in current design codes and have the following general form:
M
=
B1M nt + B2 M lt
CAP
= Pnt + B2 Plt
PCAP
where,

(AISC A-8-1)
(AISC A-8-2)

M CAP , PCAP = Required axial and flexural design capacities

Appendix A - 2

M nt , Pnt

= Required axial and flexural capacities from first-order analysis of the member assuming there is no translation of the
frame (i.e., associated with the δ deformation in Figure A-1)

M lt , Plt

= Required axial and flexural capacities from first-order analysis of the member as a result of lateral translation of the frame

Appendix A – P-Delta Effects

only (i.e., associated with the ∆ deformation in
Figure A-1)
B1

= Unitless amplification factor multiplying M nt

= Unitless amplification factor multiplying M lt , Plt

Depending on the choice of analysis methods, which is provided by the
ANSI/AISC 360-10 code, a rigorous second order analysis or the amplification
of first order analysis results to estimate the effect of second order effects is
required. The program has the capability of performing both. In the first case, the
required strengths are determined directly from the analysis results without any
amplification factors (i.e., B1 and B2 are equal to 1). However, these amplification factors can always be overwritten by the user on a member-by-member
basis, if desired, using the overwrite option.
To properly capture the P-δ effect in a finite element analysis, each element,
especially column elements, must be broken into multiple finite elements. Although a single element per member can capture the P-δ effect to some extent, the
program considers that inadequate. For practical reasons, the software internally
divides the column elements into two members. The user must provide additional subdivisions where a column is expected to have multiple inflection
points.
In general, steel frame design requires consideration of P-Delta effects in the
analysis before the check/design is performed. Although two elements per line
object are generally adequate to capture the P-∆ effect, it is recommended to use
more than two elements per line object for the cases where both P-∆ and P-δ
effects are to be considered for a member having multiple points of inflection.
However, explicit manual breaking of the member into elements has other
consequences related to member end moments and unbraced segment end moment. It is recommended that the members be broken internally by the program.
In this way, the member is recognized as one unit, end of the members are
identified properly, and P-∆ and P-δ effects are captured better.

Appendix A - 3

Appendix B
Steel Frame Design Preferences

The Steel Frame Design Preferences are basic assignments that apply to all of
the steel frame members. Tables B-1, B-2, and B-3 list Steel Frame Design
Preferences for “AISC 360-10.” Default values are provided for all preference
items. Thus, it is not necessary to specify or change any of the preferences.
However, at least review the default values to ensure they are acceptable. Some
of the preference items also are available as member specific overwrite items.
The Overwrites are described in Appendix C. Overwritten values take precedence over the preferences.
Table B-1: Steel Frame Design Preferences
Item

Possible Values

Design Code

Design codes
available in the
current version

Time History Design

Envelopes,
Step-by-Step,
Last Step, etc.

Default Value

Description
The selected design code. Subsequent design is
based on this selected code.

Envelopes

Toggle for design combinations that include a time
history designed for the envelope of the time history,
or designed step-by-step for the entire time history.
If a single design combination has more than one
time history case in it, that design combination is
designed for the envelopes of the time histories,
regardless of what is specified here.

Appendix B - 1

Steel Frame Design AISC 360-10

Table B-1: Steel Frame Design Preferences
Item

Possible Values

Default Value

Description

Framing Type

SMF, IMF,
OMF, SCBF,
OCBF, OCBFI,
EBF

SMF

This item is used for ductility considerations in the
design, when seismic provisions are considered.

Seismic Design
Category

A, B, C, D, E, F

This item varies with the Seismic Hazard Exposure
Group and the Effective Peak Velocity Related
Acceleration.

Design Provision

ASD, LRFD

LRFD

Application provisions for calculation of
allowable/design and required strength of individual
elements. Selection of ASD will enable additional
fields for safety factor overwrites, whereas selection
of LRFD will enable additional fields for resistance
factors.

Analysis Method

7 Values

Direct Analysis
Method with
General 2nd Order
Analysis and

Indicates the method used to check/design the steel
members. The design module does not verify the
acceptability of the selected design analysis method;
the user is expected to verify acceptability. Also, the
user is expected to set the appropriate stiffness
modification factors and to supply the combinations
with appropriate notional loads.

τb

Fixed

Notional Load
Coefficient

Ignore Seismic Code?

Yes, No

Toggle to consider (No) or not consider (Yes) the
seismic part of the code in design.

Ignore Special
Seismic Load?

Yes, No

Toggle to consider (No) or not consider (Yes)
special seismic load combinations in design.

Is Doubler Plate Plug
Welded?

Yes, No

Yes

Toggle to indicate if the doubler-plate is plug welded
(Yes) or it is not plug welded (No).

HSS Welding Type

ERW, SAW

Reduce HSS
Thickness?

Yes, No

Yes

Toggle to consider if the HS (Box or Pipe) thickness
is reduced (Yes) or should not be reduced (No).

Consider
Deflection?

Yes, No

Toggle to consider the deflection limit (Yes) or to
not consider the deflection limit (No).

≥0

120

Deflection limit for dead load. Inputting 120 means
that the limit is L/120. Inputting zero means no
check will be made of this item.

DL Limit, L/

Appendix B - 2

0.002

ERW

The coefficient used to define the notional load as a
fraction of a given gravity load pattern.

Indicates the procedure used for welding the steel
members.

Appendix B Steel Frame Design Preferences

Table B-1: Steel Frame Design Preferences
Item

Possible Values

Default Value

Description

Super DL+LL Limit, L/

≥0

120

Deflection limit for superimposed dead plus live
load. Inputting 120 means that the limit is L/120.
Inputting zero means no check will be made of this
item.

Live Load Limit, L/

≥0

360

Deflection limit for superimposed live load.
Inputting 360 means that the limit is L/360.
Inputting zero means no check will be made of this
item.

Total Limit, L/

≥0

240

Deflection limit for total load. Inputting 240 means
that the limit is L/240. Inputting zero means no
check will be made of this item.

Total-Camber Limit, L/

≥0

240

Limit for net deflection. Camber is subtracted from
the total load deflection to get net deflection.
Inputting 240 means that the limit is L/240. Inputting
zero means no check will be made of this item.

Pattern Live Load
Factor

≤1.0

0.75

The live load factor for automatic generation of load
combinations involving pattern live loads and dead
loads.

D/C Ratio Limit

≤1.0

0.95

The demand/capacity ratio limit to be used for
acceptability. D/C ratios that are less than or equal to
this value are considered acceptable. The program
will select members from the auto select list with
D/C ratios less than or equal to this value.

Maximum Number of Auto
Iteration

≥1

Sets the number of iterations of the analysis-design
cycle that the program will complete automatically
assuming that the frame members have been
assigned auto select sections. This is currently only
available in ETABS.

Table B-2 Additional Steel Frame Design Preferences LRFD Provision
Item

Possible Values

Default Value

Description

Phi (Bending)

≤1.0

0.9

Resistance factor for flexure.

Phi (Compression)

≤1.0

0.9

Resistance factor for compression.

Phi (Tension-Yielding)

≤1.0

0.9

Resistance factor for yielding in tension.

Phi (Tension-Fracture)

≤1.0

0.75

Resistance factor for tension rupture.

Phi (Shear)

≤1.0

0.9

Resistance factor for shear.

Phi (Shear, Short Webbed
Rolled I-Shapes)

≤1.0

1.0

Resistance factor for shear for specific
short-webbed rolled I-Shapes.

Phi (Torsion)

≤1.0

0.9

Resistance factor for torsion.

Appendix B - 3

Steel Frame Design AISC 360-10

Table B-3 Additional Steel Frame Design Preferences for ASD Provision
Item

Possible Values

Default Value

Description

Omega (Bending)

≥ 1.0

1.67

Safety factor for flexure.

Omega (Compression)

≥ 1.0

1.67

Safety factor for compression.

Omega (Tension-Yielding)

≥ 1.0

1.67

Safety factor for yielding in tension.

Omega (Tension-Fracture)

≥ 1.0

2.00

Safety factor for tension rupture.

Omega (Shear)

≥ 1.0

1.67

Safety factor for shear.

Omega (Shear, Short
Webbed Rolled I-Shape)

≥ 1.0

1.50

Safety factor for shear for specific short-webbed
rolled I-Shapes.

Omega (Torsion)

≥ 1.0

1.67

Safety factor torsion.

Appendix B - 4

Appendix C
Steel Frame Design Procedure Overwrites

The structural model may contain frame elements made of several structural
materials: steel, concrete, aluminum, cold-formed steel and other materials.
The program supports separate design procedures for each material type. By
default the program determines the design procedure from the material of the
frame member.
The software allows the user to turn off or turn on design of specific members
by selecting No Design or Default from material. Refer to the program Help for
information about overwriting the design procedure.

Overwrites
The steel frame design Overwrites are basic assignments that apply only to
those elements to which they are assigned. Table C-1 lists Steel Frame Design
Overwrites for “AISC 360-10.” Default values are provided for all overwrite
items. Thus, it is not necessary to specify or change any of the overwrites.
However, at least review the default values to ensure they are acceptable.
When changes are made to overwrite items, the program applies the changes
only to the elements to which they are specifically assigned. overwritten values
take precedence over the preferences (Appendix B).

Appendix C - 1

Steel Frame Design AISC 360-10

Table C-1 Steel Frame Design Overwrites for “AISC 360-10”
Item
Current Design
Section

Fame Type

Possible Values

Default Value

Description

Any defined steel
section

Analysis section The design section for the selected frame object.
When this Overwrite is applied, any previous auto
select section assigned to the frame object is
removed.

SMF, IMF,
OMF, SCBF,
OCBF, OCBFI,
EBF

From Preferences This item is used for ductility considerations in the
design.

Omega 0

≥ 1.0

Consider
Deflection?

Yes, No

Deflection Check
Type

Ratio,
Absolute,
Both

DL Limit, L/

≥0

From Preferences Deflection limit for dead load. Inputting 120 means
that the limit is L/120. Inputting zero means no
check will be made of this item.

Super DL+LL
Limit, L/

≥0

From Preferences Deflection limit for superimposed dead plus live
load. Inputting 120 means that the limit is L/120.
Inputting zero means no check will be made of this
item.

Live Load Limit, L/

≥0

From Preferences Deflection limit for superimposed live load. Inputting
360 means that the limit is L/360. Inputting zero
means no check will be made of this item.

Total Limit, L/

≥0

From Preferences Deflection limit for total load. Inputting 240 means
that the limit is L/240. Inputting zero means no check
will be made of this item.

Total-Camber Limit,
L/

≥0

From Preferences Limit for net deflection. Camber is subtracted from
the total load deflection to get net deflection.
Inputting 240 means that the limit is L/240. Inputting
zero means no check will be made of this item.

DL Limit, abs

≥0

Deflection limit for dead load. Inputting zero means
no check will be made of this item.

Super DL+LL Limit,
abs

≥0

Deflection limit for superimposed dead plus live
load. Inputting zero means no check will be made of
this item.

Live Load Limit, abs

≥0

Deflection limit for superimposed live load. Inputting
zero means no check will be made of this item.

Total Limit, abs

≥0

Deflection limit for total load. Inputting zero means
no check will be made of this item.

Appendix C - 2

Calculated

This factor is related to seismic force and ductility.

From Preferences Toggle to consider the deflection limit (Yes) or to not
consider the deflection limit (No) in design.
Both

Choose to consider deflection limit as an absolute, as
a divisor of the beam length, as both, or with no
deflection limit.

Appendix C Frame Design Overwrites

Table C-1 Steel Frame Design Overwrites for “AISC 360-10”
Item

Possible Values

Default Value

Description

Total–Camber Limit,
abs

≥0

Deflection limit for net deflection. Camber is
subtracted from the total load deflection to get net
deflection. Inputting a value of 240 means that the
limit is L/240. Inputting zero means no check will be
made of this item.

Specified Camber

≥0

The specified amount of camber to be reported in the
design output and to be used in the net deflection
check.

Live Load Reduction
Factor

≥0

Calculated

The reducible live load is multiplied by this factor to
obtain the reduced live load for the frame object.
Specifying zero means the value is program
determined.

Net Area to Total
Area Ratio

≥0

1.0

The ratio of the net area at the end joint to gross
cross-sectional area of the section. This ratio affects
the design of axial tension members. Specifying zero
means the value is the program default, which is 1.

Unbraced Length
Ratio (Major)

≥0

Calculated

Unbraced length factor for buckling about the frame
object major axis; specified as a fraction of the frame
object length. This factor times the frame object
length gives the unbraced length for the object.
Specifying zero means the value is program
determined.

Unbraced Length
Ratio (Minor)

≥0

Calculated

Unbraced length factor for buckling about the frame
object minor axis; specified as a fraction of the frame
object length. This factor times the frame object
length gives the unbraced length for the object.
Specifying zero means the value is program
determined.

Unbraced Length
Ratio (LTB)

≥0

L22

Unbraced length factor for lateral-torsional buckling
for the frame object; specified as a fraction of the
frame object length. This factor times the frame
object length gives the unbraced length for the
object. Specifying zero means the value is program
determined.

Effective Length
Factor (K1 Major)

≥0

1.0

Effective length factor for buckling about the frame
object major axis; specified as a fraction of the frame
object length. This factor times the frame object
length gives the effective length for the object.
Specifying zero means the value is program
determined. For beam design, this factor is always
taken as 1, regardless of any other value specified in
the Overwrites. This factor is used for the B1 factor.

Appendix C - 3

Steel Frame Design AISC 360-10

Table C-1 Steel Frame Design Overwrites for “AISC 360-10”
Item

Default Value

Description

≥0

1.0

Effective length factor for buckling about the frame
object minor axis; specified as a fraction of the frame
object length. This factor times the frame object
length gives the effective length for the object.
Specifying zero means the value is program
determined. For beam design, this factor is always
taken as 1, regardless of any other value specified in
the Overwrites. This factor is used for the B1 factor.

Effective Length
Factor (K2 Major)

≥0

Calculated

Effective length factor for buckling about the frame
object major axis assuming that the frame is braced
at the joints against sidewsway; specified as a
fraction of the frame object length. This factor times
the frame object length gives the effective length for
the object. Specifying zero means the value is
program determined. For beam design, this factor is
always 1, regardless of any other values specified in
the Overwrites. The factor is used for axial
compression capacity.

Effective Length
Factor (K2 Minor)

≥0

Calculated

Effective length factor for buckling about the frame
object minor axis assuming that the frame is braced
at the joints against sidewsway; specified as a
fraction of the frame object length. This factor times
the frame object length gives the effective length for
the object. Specifying zero means the value is
program determined. For beam design, this factor is
always 1, regardless of any other values specified in
the Overwrites. The factor is used for axial
compression capacity.

Effective Length
Factor (K LTB)

≥0

K2 minor

Effective length factor for lateral-torsional buckling;
specified as a fraction of the frame object length.
This factor times the frame object length gives the
effective length for the object. Specifying zero means
the value is program determined. For beam design,
this factor is taken as 1 by default. The values should
be set by the user.

Moment Coefficient
(Cm Major)

≥0

Calculated

Unitless factor; Cm for major axis bending is used in
determining the interaction ratio. Inputting zero
means the value is program determined.

Moment Coefficient
(Cm Minor)

≥0

Calculated

Unitless factor; Cm for minor axis bending is used in
determining the interaction ratio. Inputting zero
means the value is program determined.

Bending Coefficient
(Cb)

≥0

Calculated

Unitless factor; Cb is used in determining the
interaction ratio. Inputting zero means the value is
program determined.

NonSway Moment
Factor (B1 Major)

≥0

Calculated

Unitless moment magnification factor for non-sway
major axis bending moment. Specifying zero means
the value is program determined.

NonSway Moment
Factor (B1 Minor)

≥0

Calculated

Unitless moment magnification factor for non-sway
minor axis bending moment. Specifying zero means
the value is program determined.

Effective Length
Factor (K1 Minor)

Appendix C - 4

Possible Values

Appendix C Frame Design Overwrites

Table C-1 Steel Frame Design Overwrites for “AISC 360-10”
Item

Default Value

Description

≥0

1.0

Unitless moment magnification factor for sway
major-axis bending moment. Specifying zero means
the value is program determined. The program
determined value is taken as 1 because it is assumed
that P-Delta effects were specified to be included in
the analysis, and thus no further magnification is
required.

Sway Moment
Factor (B2 Minor)

≥0

1.0

HSS Welding Type

ERW, SAW

From Preferences Indicates the procedure used to check/design the steel
members.

Reduce HSS
Thickness?

Yes, No

From Preferences Toggle to consider if the HS (Box or Pipe) thickness
is reduced (Yes) or should not be reduced (No).

Yield Stress, Fy

≥0

From Material

Material yield strength used in the design/check.
Specifying zero means the value is program
determined. The program determined value is taken
from the material property assigned to the frame
object.

Overstrength
Factor, Ry

≥0

From Material

The ratio of the expected yield strength to the
minimum specified yield strength. This ratio is used
in capacity-based design for special seismic cases.
Specifying zero means the value is program
determined.

Compressive
Capacity, Pnc

≥0

Calculated

Nominal axial compressive capacity. Specifying
zero means the value is program determined.

Tensile Capacity,
Pnt

≥0

Calculated

Nominal axial tensile capacity. Specifying zero
means the value is program determined.

Major Bending
Capacity, Mn3

≥0

Calculated

Nominal bending moment capacity in major axis
bending. Specifying zero means the value is program
determined.

Minor Bending
Capacity, Mn2

≥0

Calculated

Nominal bending moment capacity in minor axis
bending. Specifying zero means the value is program
determined.

Major Shear
Capacity, Vn2

≥0

Calculated

Nominal shear capacity force for major direction
shear. Specifying zero means the value is program
determined.

Minor Shear
Capacity, Vn3

≥0

Calculated

Nominal shear capacity force for minor direction
shear. Specifying zero means the value is program
determined.

Sway Moment
Factor (B2 Major)

Possible Values

Appendix C - 5

Steel Frame Design AISC 360-10

Table C-1 Steel Frame Design Overwrites for “AISC 360-10”
Item
D/C Ratio Limit

Appendix C - 6

Possible Values
≥0

Default Value

Description

Calculated

The demand/capacity ratio limit to be used for
acceptability. D/C ratios that are less than or equal to
this value are considered acceptable. Specifying zero
means the value is program determined.

Appendix D
Interactive Steel Frame Design

The Interactive Steel Frame Design command is a powerful mode that allows
the user to review the design results for any steel frame design and
interactively revise the design assumptions and immediately review the revised
results.
Note that a design must have been run for the interactive design mode to be
available. With the design results displayed, right click on a frame object to
display the Steel Stress Check Information form for the member. Click on the
Overwrites button to display the Design Overwrites form, where the member
section or other design parameters may be changed. Clicking OK on this form
results in an immediate updating of the results displayed on the Steel Stress
Check Information form.

Appendix D - 1

Appendix E
Analysis Sections vs. Design Sections

Analysis sections are those section properties used to analyze the model when
an analysis is run (refer to the program Help for information about running an
analysis). The design section is whatever section is used in the steel frame
design. It is possible for the last used analysis section and the current design
section to be different. For example, an analysis may be run using a W18X35
beam, and then in the design, it may be found that a W16X31 beam worked. In
that case, the last used analysis section is the W18X35 and the current design
section is the W16X31. Before the design process is complete, verify that the
last used analysis section and the current design section are the same. Refer to
the program Help for information about completing this task.
The program keeps track of the analysis section and the design section
separately. Note the following about analysis and design sections:


Assigning a frame section property assigns the section as both the analysis
section and the design section.



Running an analysis always sets the analysis section to be the same as the
current design section.



Assigning an Auto Select section list to a frame object initially sets the
analysis and design section to be the section in the list with the median
weight.
Appendix E - 1

Steel Frame Design AISC 360-10



Unlocking a model deletes the design results, but it does not delete or
change the design section.



Altering the Design Combinations in any way deletes the design results,
but does not delete or change the design section.



Altering any of the steel frame design preferences deletes the design
results, but does not delete or change the design section.

Appendix E - 2

Appendix F
Error and Warning Messages

This appendix provides all the possible error message that can be offered by the
Steel Frame Design model of the program. Some of these messages are relevant
to the "AISC 360-10" design code. Others are relevant to the other design codes
supported by the program. However, the entire list is presented here for completeness.
Error
Number

Description

kl/r > 200

l/r > 300

P > Pe

P > 0.85Py

P . 075Py

1/r > 720/sqrt(Fy)

1 > 96ry

Appendix F - 1

Steel Frame Design AISC 360-10

Error
Number

Appendix F - 2

Description

h/tw > 380/sqrt(Fy)

Section is slender

Section is Class 4

Section is not plastic

Pu > Pe(B1 is undefined)

Cf > Ce (U1 is undefined)

bf/2tf > 52/sqrt(Fy)

1u > 76bf/sqrt(Fy)

fe > Fe

l/r > 180

l/r > 250

1/r > 120

l/r > 140

Pu > Phi * Pe (Delta b is undefined)

N/C (Not Calculated)

Internal Program Error

Section is too slender

1/r > 1000/sqrt (Fy)

Story drift too high

bf/2tf > 52/sqrt (Fy)

Appendix I Error and Warning Messages

Error
Number

Description

b/t > 100/Sqrt (Fy)

d/t > 1300/Fy

b/t > 52/sqrt (Fy)

Section is not compact

tz < (dz+wz)/90

b/t > 100/Sqrt (Fy)

1/r > 2500/Fy

Fy > 50 ksi

Link is too long

Section is not seismically compact

Phi factor less than or equal to zero

1o/f > 150*Sqrt (235/fy)

1o/f > 300*Sqrt (235/fy)

1o/f > 200*Sqrt (235/fy)

1o/f > 150*Sqrt (235/fy)

1o/f > 120*Sqrt (235/fy)

1o/f > 100*Sqrt (235/fy)

1o/f > 90*Sqrt (235/fy)

1o/f > 80*Sqrt (235/fy)

1o/f > 60*Sqrt (235/fy)

Appendix F - 3

Steel Frame Design AISC 360-10

Error
Number

Appendix F - 4

Description

tz < (dz+wz)/70

1/r >60

1/r > 0.086*ry*E/Fy

kl/r > 4.23*Sqr(e/Ey

Link Rotaion is too high

Phib factor less than or equal to zero

Lambda_y > 120*sqrt(235/fy): Phib is no longer correct

0.8 N/Ney > .0 : Column is unstable

Beam/Column capacity ratio exceeds limit

Capacity ratio exceeds limit

Section is seismically slender &

tz < (dz+wz)/90

Beam/column capacity ratio exceed limit

Section is slender

Section is unknown

Section is not supported for design

Section is too slender – Effective area negative

Section is too slender – Effective Moment of inertia negative

Section is too slender – D/t high

kl/r > 150

Appendix I Error and Warning Messages

Error
Number

Description

kl/r > 250

l/r > 500

Unequal legs

Nue * N > Ncr

1/r > 5.87*ry*E/Fy

kl/r > 180 (IS 3.7, Table 3.1)

kl/r > 250 (IS 3.7, Table 3.1)

l/r > 400 (IS 3.7, Table 3.1)

Signa_ac, cal > 0.6*fcc (Excessive amplification) (IS 7.1.1)

Appendix F - 5

Bibliography

AISC, 2010a. ANSI/AISC 360-10: An American National Standard – Specification for Structural Steel Building, American Institute of Steel Construction. One East Wacker Drive, Suite 700, Chicago, Illinois, 60601.
June 22.
AISC, 2010b. Commentary on the Specification for Structural Steel Buildings,
American Institute of Steel Construction. One East Wacker Drive, Suite
700, Chicago, Illinois, 60601. June 22.
AISC, 2010c. ANSI/AISC 341-10: Seismic Provisions for Structural Steel
Buildings. American Institute of Steel Construction. One East Wacker
Drive, Suite 700, Chicago, Illinois, 60601. June 22.
ASCE, 2010. SEI/ASCE 7-10. Minimum Design Loads for Buildings and Other
Structures. ASCE Standard. American Society of Civil Engineers.
Boresi, A. P., 1985. Advanced Mechanics of Materials, John Wiley & Sons Inc.
ISBN 0-471-88392-1.
CSI, 2012. CSI Lateral Load Manual. Computers and Structures, Inc., 1995
University Avenue, Berkeley, California, 94704.
IBC, 2012. International Building Code, International Code Council, 4051 West
Flossmoor Road, Country Club Hills, Illinois, 60478. January.

Bibliography - 1

Steel Frame Design AISC 360-10

Popov, E. P., 1990. Engineering Mechanics of Solids, Prentice-Hall Inc. ISBN
0-13279258-3.
White, D.L. and J. F. Hajjar, 1991. “Application of Second-Order Elastic
Analysis in LRFD: Research to Practice,” Engineering Journal, ACI, Vol.
28, No. 4, pp. 133–148.
Wilson, E. L., 1965, "Structural Analysis of Axisymmetric Solids," AIAA
Journal 3, 2269–2274.

Bibliography - 2

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