2010 aisc spec presentation

8/16/2019 2010 AISC Spec Presentation

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The 2010 AISCSpecification

AISC 360-10


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MARKETING

PUBLICATIONSREDESIGN

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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A second option for the location of the“branding title.” A second option for the location of the

“branding title.”

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

ANSI/ AISC 360-10


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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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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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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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(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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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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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


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


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


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


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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A second option for the location of the“branding title.” A second option for the location of the“branding title.”

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

2010 aisc spec presentation

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