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The 2010 AISCSpecification
AISC 360-10
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Specification for Structural Steel
Buildings
Chapter A. General Provisions
Chapter B. Design Requirements
Chapter C. Design for Stabili ty
Chapter D. Design of Members for TensionChapter E. Design of Members for Compression
Chapter F. Design of Members for Flexure
Chapter G. Design of Members for Shear
Chapter H. Design of Members for Combined Forces
and Torsion
ANSI/ AISC 360-10
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Specification for Structural SteelBuildings
Chapter I. Design of Composite Members
Chapter J. Design of Connections
Chapter K. Design of HSS and Box Members
Connections
Chapter L. Design for Serviceability
Chapter M. Fabrication and Erection
Chapter N. Quality Control and Quality Assurance-NEW
ANSI/ AISC 360-10
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Specification for Structural SteelBuildings
Appendix 1. Design by Inelastic Analysis - NEW
Appendix 2. Design for Ponding
Appendix 3. Design for Fatigue
Appendix 4. Structural Design for Fire Conditions
Appendix 5. Evaluation of Existing Structures
Appendix 6. Stability Bracing for Columns and Beams
Appendix 7. Alternative Methods of Design for
Stability
Appendix 8. Approximate Second-Order Analysis
ANSI/ AISC 360-10
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ANSI/AISC 360-10 CHAPTER B.
DESIGN REQUIREMENTS
B1. General Provisions
B2. Loads and Load Combinations
B3. Design BasisB4. Member Properties
B5. Fabrication and Erection
B6. Quality Control and Quality Assurance
B7. Evaluation of Existing Structures
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CHAPTER B.DESIGN REQUIREMENTS
B3. DESIGN BASIS
STRUCTURAL INTEGRITY of
CONNECTIONS
Ref: Geschwindner and Gustafson
“ Single-Plate Shear Connection
Design to meet Structural IntegrityRequirements”
Engineering Journal, 2010
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STRUCTURAL INTEGRITY of
CONNECTIONS
Ref: Geschwindner and Gustafson,
Engineering Journal, 2010
Tn Va (ASD)
Tn (2/3) Vu (LRFD)
Tn 10 kips
CHAPTER B
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CHAPTER B
B3.2 Limit States
STRUCTURAL INTEGRITY
of CONNECTIONS
- Applicable BuildingCode specifies
(IBC Sect. 1614)
- Based on a minimumnominal strength vs.
available strength
- Ignore limit states
based on limiting
deformations/yielding
Tn
- Bearing bolts in SSLPpermitted in single pl.
connections with bolts
assumed at end of slot
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CHAPTER C DESIGN FOR STABILITY
CHAPTER C AND APPENDIX 7
CHAPTER C DIRECT ANALYSIS METHOD
APPENDIX 7 EFFECTIVE LENGTH METHOD
&
FIRST-ORDER ANALYSIS METHOD
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ANSI/AISC 360-10 CHAPTER E.DESIGN OF MEMBERS FOR COMPRESSION
E1. General Provisions
E2. Effective Length
E3. Flexural Buckling of Members without Slender
Elements
E4. Torsional and Flexural-Torsional Buckling of
Members without Slender Elements
E5. Single Angle Compression MembersE6. Built-Up Members
E7. Members with Slender Elements
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DESIGN OF MEMBERS FORCOMPRESSION
E1. GENERAL PROVISIONS
Table User Note E1.1
CHAPTER E
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DESIGN OF MEMBERS FORCOMPRESSION
E3. FLEXURAL BUCKLING OF MEMBERS
WITHOUT SLENDER ELEMENTS
(a) When
In 2005: (or Fe 0.44Fy)
CHAPTER E
. .4 71 o 2r 25y
ey
F
F
KL E
r F
. ( )0 658 E3 2y
e
F
Fcr yF F
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DESIGN OF MEMBERS FORCOMPRESSION
E6. BUILT-UP MEMBERS
1. Compressive Strength
(a) For intermediate connectors that are bolted
snug-tight:
(same as 2005)
CHAPTER E
( )
22
E6 1im o
KL KL a
r r r
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DESIGN OF MEMBERS FORCOMPRESSION
(b) For welded or pretensioned bolted
intermediate connectors :
In 2005: For all connector spacings
CHAPTER E
. ( )
22 2
20 82 E6 2
1 ibm o
KL KL a
r r r
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DESIGN OF MEMBERS
FOR COMPRESSION
(b) For welded or pretensioned bolted
intermediate connectors :(i) When (a / r i ) 40
(ii) When (a / r i ) > 40
Ref: Sato and Uang, Engineering Journal,
Third Quarter, 2007
CHAPTER E
( )E6 2a
m o
KL KL
r r
( )
22
E6 2bi
im o
KL KL K ar r r
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ANSI/AISC 360-10
CHAPTER F.
DESIGN OF MEMBERS FOR FLEXURE
Revisions in:
F1. General Provisions
F2. Doubly Symmetric Compact I-Shaped Members
and Channels Bent about their Major Axis
…
F9. Tees and Double Angles Loaded in the Plane of
Symmetry…
F13. Proportions of Beams and Girders
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ANSI/ AISC 360-10CHAPTER F.
DESIGN OF MEMBERS FOR FLEXURE
F1. General Provisions
In 2010:
In 2005:
12 5
F1 12 5 3 4 3
.( )
.
max
bmax A B C
M
C M M M M
12 5F1 1
2 5 3 43 0
3
.( )
..
maxb
max A
m
B C
MC
M M MR
M
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CHAPTER F DESIGN OF MEMBERS
FOR FLEXURE
F2. Doubly Symmetric Compact I-Shaped Members &
Channels Bent about their Major Axis
In 2010:
.. . ( ).
2 2
0 71 95 6 76 F2 60 7
yr ts
y x o x o
FE Jc JcL r F S h S h E
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CHAPTER F DESIGN OF MEMBERS
FOR FLEXURE
F2. Doubly Symmetric Compact I-Shaped Members &
Channels Bent about their Major Axis
In 2010:
In 2005:
.. . ( ).
2 2
0 71 95 6 76 F2 60 7
yr ts
y x o x o
FE Jc JcL r F S h S h E
20 7
1 95 1 1 6 76 F2 60 7
.. . ( )
.
y x or ts
y x o
FE Jc S hL r
F S h E Jc
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CHAPTER F DESIGN OF MEMBERSFOR FLEXURE
F9.4 Local Buckling of Tee Stems in Flexural
CompressionMn = Fcr Sx (F9-8)
(a) When
Fcr = Fy (F9-9)
Ref: Guide to Stabili ty Design Criteria
Ed. R.D. Ziemian, 2010
0 84.w y
d E
t F
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CHAPTER F DESIGN OF MEMBERSFOR FLEXURE
From 2005:
F9.2 Lateral-Torsional Buckling (of tees and
double angles)
where
21 F9 4( )y
n cr
b
EI GJM M B BL
2 3. y
b
IdB
L J
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CHAPTER F DESIGN OF MEMBERSFOR FLEXURE
F9.4 Local Buckling of Tee Stems in FlexuralCompression
(b) When
(c) When
. .0 84 1 03y w y
E d E
F t F
. . ( )
2 55 1 84 F9 10
ycr y
w
FdF F
t E
.1 03w y
d E
t F
.( )
2
0 69F9 11cr
w
EF
d
t
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CHAPTER H. DESIGN OF MEMBERS
FOR COMBINED FORCES AND TORSION
H1. Doubly and Singly Symmetric MembersSubject to Flexure and Axial Force
H2. Unsymmetric and Other Members Subject to
Flexure and Axial ForceH3. Members Subject to Torsion and Combined
Torsion, Flexure, Shear and/or Axial Force
H4. Rupture of Flanges with Holes Subject toTension - New
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CHAPTER H
DESIGN OF MEMBERS
FOR COMBINED FORCES AND TORSION
H1.2. Doubly and Singly Symmetric Members
Subject to Flexure and Tension
In 2010:For doubly symmetric members, Cb in Chapter F may be
multipl ied by
for axial tension that acts concurrently with flexure,
where
= 1.0 (LRFD)
= 1.6 (ASD)
1 r
ey
P
P
2
2
yey
b
EIP
L
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CHAPTER H
DESIGN OF MEMBERS
FOR COMBINED FORCES AND TORSION
H1.2. Doubly and Singly Symmetric Members
Subject to Flexure and Tension
In 2005:
For doubly symmetric members, Cb in Chapter F may be
multipl ied by
for axial tension that acts concurrently with flexure
1.5
1 (LRFD) 1 (ASD)u a
ey ey
P P
P P
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CHAPTER H
DESIGN OF MEMBERS
FOR COMBINED FORCES AND TORSION
H1.3. Doubly Symmetric Rolled Compact Members
Subject to Single Axis Flexure and
Compression
LTB: New Optional Solution
1) For moments primarily about the major axis
2)
3)
.0 05ry cyM M
z y
KL KL
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CHAPTER H
DESIGN OF MEMBERS
FOR COMBINED FORCES AND TORSION
H1. 3. Doubly Symmetric Rolled Compact Members
Subject to Single Axis Flexure and Compression
(a) For the limit state of in-plane instability,
Eqns. H1-1 shall be used with Pc, Mrx and Mcx
determined in the plane of bending.
(b) For the limit state of out-of-plane buckling and
lateral-torsional buckling:
(H1-2). . .
2
1 5 0 5 1 0r r rx
cy cy b cx
P P M
P P C M
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CHAPTER H
H4. Rupture of Flanges with Holes Subject
to Tension - NEW
(H4-1)
Where
Pr
= required axial strength at bolt holes; tension
+ and compression -
Pc = available axial strength for tensile rupture
limit state of net section at bolt holes
Mrx = required flexural strength at bolt holesMcx = available flexural strength about x-x axis,
limit state of tensile rupture of flange by
F13.1. If the limit state is not applicable,
i.e., Fu Afn YtFy Afg, use Mp
.1 0r rx
c cx
P M
P M
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ANSI/AISC 360-10
CHAPTERCHAPTER II
DESIGN OF COMPOSITE MEMBERSDESIGN OF COMPOSITE MEMBERS
•• Reorganization of chapter Reorganization of chapter
New topics and sectionsNew topics and sections
•• New Local Buckling ProvisionsNew Local Buckling Provisions – – Filled membersFilled members Provisions for axial, flexure, combined bendingProvisions for axial, flexure, combined bending
•• Load TransferLoad Transfer – – New provisionsNew provisions
•• Composite Beam ColumnsComposite Beam Columns -- ExpandedExpanded•• Diaphragms and CollectorsDiaphragms and Collectors – – New topicNew topic
•• Steel AnchorsSteel Anchors – – New term introduced,New term introduced,
new simplified design guidelinesnew simplified design guidelines
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ANSI/AISC 360-10
CHAPTER J.
DESIGN OF CONNECTIONS
J1. General Provisions
J2. Welds
J3. Bolts and Threaded Parts
J4. Affected Elements of Members and Connecting
ElementsJ5. Fillers
J6. Splices
J7. Bearing Strength
J8. Column Bases and Bearing on ConcreteJ9. Anchor Rods and Embedments
J10. Flanges and Webs with Concentrated Forces
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ANSI/ AISC 360-10
CHAPTER J.DESIGN OF CONNECTIONS
J2. Welds
1) AWS D1.1- 2010
2) Removed “ in-plane” from the weld
strength provisions
Ref: Kavinde and Grondin, 2009
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CHAPTER J DESIGN OF CONNECTIONS
J2. Welds…. Alternatively, for fillet welds loaded in-plane the available
strength is permitted to be determined as follows:
= 0.75 (LRFD) = 2.00 (ASD)
For a linear weld group loaded in-plane with a uniform leg
size, through the center of gravity
Rn = Fnw Awewe (J2-4)
where
Awe = effective area of the weld, in.2 (mm2)
(J2-5) 1 50 60 1 0 0 50 sinnw EXXF F
.. . .
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ANSI/ AISC 360-10
CHAPTER J.DESIGN OF CONNECTIONS
J3. Bolts
1) High Strength Bolts:Group A: Group B:
A325 A490
A325M A490M
F1852 F2280
A354 Gr. BC A354 Gr. BD
A449
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ANSI/ AISC 360-10
CHAPTER J.
J3. Bolts
4. Shear Strength of Bolts and
Threaded Parts:
Rn = Fn Ab (J3-1)
= 0.75
= 2.00
Ref: R.H.R. Tide, “ Bolt Shear Design
Considerations,” Engineering
Journal, 2010
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CHAPTER JTABLE J3.2
Nominal Stress of Fasteners and Threaded Parts
[b] End loaded connections with fastener pattern
> 38 in., Fnv = 83.3% of tabulated value
24
48
60
60
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FOR END-LOADED CONNECTIONS
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O O CO C O S
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ANSI/ AISC 360-10
CHAPTER J.
J3.8 High-Strength Bolts in Slip-Critical
Connections
2005: Two Limit States
1. Slip – Serviceability
2. Slip – Require Strength
2010: One Limit State-- Slip[In addition to bearing and shear
strength limit states]
J3 8 Hi h St th B lt i Sli C iti l
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ANSI/ AISC 360-10
J3.8: High-Strength Bolts in Slip-Critical
ConnectionsLimit State of Slip:
Rn = Duhf Tbns (J3-4)
STD & SSLT: = 1.00 = 1.50
OVS & SSLP: = 0.85 = 1.76
LSL:
= 0.70
= 2.14
Class A: = 0.30 Class B: = 0.50
Du = 1.13
hf = factor for fil lers
Tb = minimum fastener tension
ns = # of slip planes required to permit slip
J3 8 Hi h St th B lt i Sli C iti l
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ANSI/ AISC 360-10
J3.8: High-Strength Bolts in Slip-Critical
ConnectionsWhere bolts have not been added to distribute
load in the fil ler:
hf = 1.0 hf = 0.85
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ANSI/AISC 360-10
CHAPTER K.DESIGN OF HSS AND BOX MEMBER
CONNECTIONS
K1. Concentrated Forces on HSS
K2. HSS-to-HSS Truss Connections
K3. HSS-to-HSS Moment Connections
K4. Welds of Plates and Branches to Rectangular
HSS
TABLE K1.1 Available Strengths of
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g
Plate-to-Round HSS Connections
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CHAPTER N QUALITY CONTROL
AND QUALITY ASSURANCE
N1. SCOPE
N2. FABRICATOR’S AND ERECTOR’S QUALITY CONTROL
PROGRAM
N3. FABRICATOR’S AND ERECTOR’S DOCUMENTS
N4. INSPECTION AND NONDESTRUCTIVE TESTING
PERSONNEL
N5. MINIMUM REQUIREMENTS FOR INSPECTION OF
STRUCTURAL STEEL BUILDINGS
N6. MINIMUM REQUIREMENTS FOR INSPECTION OFCOMPOSITE CONSTRUCTION
N7. APPROVED FABRICATORS AND ERECTORS
N8. NONCONFORMING MATERIALS AND WORKMANSHIP
BACKGROUND:
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CHAPTER N
WHY CHAPTER N?
1) IBC Chapter 17 – applied inconsistently2) Requests from BSSC, NCSEA and others
3) Needed a non-seismic version of
2005 Seismic Provisions Appendix Q
4) Goal: Provide a uniform plan with a
relatively high level of assurance, and
effective, consistent requirements
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CHAPTER N QUALITY CONTROL
AND QUALITY ASSURANCE
Minimum requirements Quality Control by fabricator & erector
Quality Assurance by others when required
Nondestructive testing by QA firm, except aspermitted in N7
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•Minimal changes.
•Most changes are simplifications.
•Some changes add new capabilities.
Summary