GENERAL TOPICS & MEMBER DESIGN ¾ MARKETING …content.dsndata.com/docs/usersgroup/2011/14Edition.pdf · Anchor Rods Design Guide 1, Column Base Plates, 2nd Ed., 2nd printing REDESIGN

OVERVIEW

GENERAL TOPICS &

MARKETINGMEMBER DESIGN

Manual Overview

PUBLICATIONSManual Overview

Specification Overview

REDESIGNScope

Design Considerations

Member DesignMember Design

OVERVIEW CONNECTION DESIGNCONNECTION DESIGN

2010 Specification

MARKETINGBoltsWelds

PUBLICATIONSConnecting Elements

thREDESIGN14th Ed. Manual

Coped BeamsPrying ActionBracket Plates

MANUAL OVERVIEW

14th Ed. MANUAL TABLE OF CONTENTS

1 Dimensions and PropertiesMANUAL OVERVIEW 1 Dimensions and Properties

2 General Design Considerations

MARKETING3 Design of Flexural Members

PUBLICATIONS4 Design of Compression Members

5 Design of Tension MembersREDESIGN

5 Design of Tension Members

6 Design of Members Subject to Combined Forces

7 Design Considerations for Bolts7 Design Considerations for Bolts

8 Design Considerations for Welds

9 Design of Connecting Elements

10 D i f Si l Sh C tiMANUAL OVERVIEW 10 Design of Simple Shear Connections

11 Design of Partially Restrained Moment Connections

MANUAL OVERVIEW

MARKETING12 Design of Fully Restrained Moment Connections

13 Design of Bracing Connections and

PUBLICATIONS13 Design of Bracing Connections and

Truss Connections

14 Design of Beam Bearing Plates, Col. Base Plates,

REDESIGNg g

Anchor Rods, and Col. Splices

15 Design of Hanger Connections, Bracket Plates, and Crane-Rail Connections

16 Specifications and Codes(Specification RCSC Spec Code)(Specification, RCSC Spec, Code)

17 Miscellaneous Data and Mathematical Information

2010

ANSI/AISC 360-10

MARKETINGPUBLICATIONS 2009

REDESIGNCaption text.

OVERVIEW

GENERAL TOPICS &


Manual Overview



REDESIGNScope



Specification for Structural Steel BuildingsSPEC OVERVIEW Buildings

Chapter A. General Provisions

MARKETINGp

Chapter B. Design Requirements

Chapter C Design for Stability

PUBLICATIONSChapter C. Design for Stability

Chapter D. Design of Members for Tension

C f f CREDESIGNChapter 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

Specification for Structural SteelSPEC OVERVIEW Specification for Structural Steel Buildings

Chapter I. Design of Composite Members

MARKETINGp g p

Chapter J. Design of Connections

Chapter K Design of HSS and Box Members

PUBLICATIONSChapter K. Design of HSS and Box Members

Connections

Chapter L. Design for Serviceability

REDESIGNp g S y

Chapter M. Fabrication and Erection

Chapter N Quality Control and Quality AssuranceChapter N. Quality Control and Quality Assurance -NEW

Specification for Structural SteelSPEC OVERVIEW Specification for Structural Steel Buildings

Appendix 1 Design by Inelastic Analysis New

MARKETINGAppendix 1. Design by Inelastic Analysis - New

Appendix 2. Design for Ponding

PUBLICATIONSAppendix 3. Design for Fatigue

Appendix 4. Structural Design for Fire Conditions

REDESIGNAppendix 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

OVERVIEW

GENERAL TOPICS &


Manual Overview



REDESIGNScope



REVISED SCOPESPEC REVISED SCOPESpec. Section A1

Excerpt:

SPEC

MARKETINGp

Wherever this Specification

PUBLICATIONSrefers to the applicable building code (ABC) and there is none, the

REDESIGNloads, load combinations, system limitations, and general design requirements shall be those in ASCE/SEI 7.

REVISED SCOPESPEC REVISED SCOPE

Section A1.1: Seismic Applications

SPEC

MARKETINGSection A1.1: Seismic ApplicationsThe Seismic Provisions shall apply to the design of seismic force resisting

PUBLICATIONSthe design of seismic force resisting systems of structural steel or of structural steel acting compositely

REDESIGNwith reinforced concrete, unless specifically exempted by the

li bl b ildi dapplicable building code.

MANUAL ADDEDMANUAL ADDEDMANUAL SCOPE STATEMENT

MARKETINGThe specification requirements and

PUBLICATIONSp q

other design recommendations and considerations summarized in this

REDESIGNconsiderations summarized in this

Manual apply in general to the design and construction of steel buildings andand construction of steel buildings and

other structures.

MANUAL

MANUAL SCOPE STATEMENTMANUAL SCOPE STATEMENT

AISC Seismic Provisions are not applicable to:• Buildings and other structures in SDC A

MARKETING• Buildings and other structures in SDC B or C with R = 3 systems (steel systems not specifically detailed for

PUBLICATIONSsystems (steel systems not specifically detailed for seismic resistance per ASCE/SEI 7 Table 12.2-1)

• Non building structures similar to buildings with R = 12

REDESIGN• Non-building structures similar to buildings with R = 12 braced-frame systems or R = 1 moment-frame systems; see ASCE/SEI 7 Table 15.4-1

• Non-building structures not similar to buildings (see ASCE/SEI 7 Table 15.4-2), which are designed to meetASCE/SEI 7 Table 15.4 2), which are designed to meet the requirements in other standards entirely

MANUAL

MANUAL SCOPE STATEMENTMANUAL SCOPE STATEMENT

Seismic Provisions are applicable to:

MARKETING• Buildings and other structures in SDC B or C when one of the exemptions for steel seismic force resisting systems above does not apply

PUBLICATIONSsystems above does not apply

• Buildings and other structures in SDC B or C that use it i i f i ti tREDESIGNcomposite seismic force resisting systems

• Buildings in SDC D, E or Fg ,

• Non-building structures in SDC D, E or F when the exemption above does not applyexemption above does not apply

OVERVIEW

GENERAL TOPICS &


Manual Overview



REDESIGNScope



DESIGN CONSIDERATIONS

DESIGN CONSIDERATIONS

MARKETING• Shapes Available

PUBLICATIONS• Properties Updated• Referenced Standards/Material

REDESIGN• Structural Integrity• Stability• Stability• Other Topics

MANUAL PART 1 SHAPES AVAILABLEMANUAL PART 1 SHAPES AVAILABLE

(Manual Part 1)

MARKETINGNEW: HP 18 series

HP 16 series

PUBLICATIONSHP 16 series

C4x7.25

REDESIGNMC12x14.3

DELETED: W36x800DELETED: W36x800

See www. aisc.org for availability

MANUAL PART 1 PROPERTIES UPDATEDMANUAL PART 1 PROPERTIES UPDATED

HSS WeightsI

MARKETINGSz for single angles = , , )MAX (

Z

A B C

Iw w w

PUBLICATIONSBC

REDESIGNC

A

A2. REFERENCED SPECIFICATIONS, CODES AND STANDARDS

SPEC

ASCE/SEI 7-2010

SPEC

MARKETINGACI 318-08

PUBLICATIONSAWS D1.1:2010

REDESIGNNew Material: ASTM A1043/A1043M• Seismic Applications

F / F 0 8• Fy / Fu = 0.8• Charpy V-notch toughness is 40 ft-lb@70°F

Testing with ASTM A673 Freq HTesting with ASTM A673, Freq. H

B2. LIMIT STATES STRUCTURAL INTEGRITY OF CONNECTIONS

SPECSPEC

Based on a minimum nominal strength T

MARKETINGnominal strength, Tn, unless ABC specifies Vu or Va

PUBLICATIONSIgnore limit states based on limiting d f i / i ldiREDESIGNdeformations/yielding

Bearing bolts in

Tn

Bearing bolts in SSLP permitted with bolts assumed at endbolts assumed at end of slot

SPECSTRUCTURAL INTEGRITY OF

CONNECTIONS

SPEC

MARKETINGRef: Geschwindner and Gustafson, Engineering Journal, 3rd Q. 2010

PUBLICATIONS2009 IBC specifies for high-rise buildings (Occ Cat. III and IV):

REDESIGNbuildings (Occ Cat. III and IV):

Tn ≥ Va ≥ 10 kips (ASD)a

Tn ≥ (2/3) Vu ≥ 10 kips (LRFD)

DESIGN FOR STABILITYCHAPTER CCHAPTER C AND APPENDIX 7

CHAPTER C

MARKETINGCHAPTER C DIRECT ANALYSIS METHOD

OR

PUBLICATIONSOR

APPENDIX 7 EFFECTIVE LENGTH METHOD

REDESIGNOR

1ST-ORDER ANALYSIS METHOD

APPENDIX 8 APPROX. 2ND ORDERAPPENDIX 8 APPROX. 2 ORDER ANALYSIS (B1-B2 procedure)

DESIGN FOR STABILITYCHAPTER C

C1. General Stability Requirements

CHAPTER C

MARKETINGStability Design Method must account for:

1) Fl l Sh A i l b d f ti

PUBLICATIONS1) Flexural, Shear, Axial member deformations

2) Second-order effects (P-Δ & P-δ)

REDESIGN) ( )

MARKETINGPUBLICATIONSREDESIGN

DESIGN FOR STABILITYSPEC

C1. General Stability Requirements

SPEC

MARKETINGStability Design Method must account for:

1) Fl l Sh A i l b d f ti

PUBLICATIONS1) Flexural, Shear, Axial member deformations

2) Second-order effects (P-Δ & P-δ)

REDESIGN) ( )

3) Geometric Imperfections

4) Stiffness Reductions due to Inelasticity(2005: due to residual stresses)

5) Uncertainty in Stiffness and Strength - New

DESIGN FOR STABILITYSPEC DESIGN FOR STABILITYC2. Calculation of Required Strengths-DM

Ok t N l t P h

SPEC

MARKETINGOkay to Neglect P - δ when:1) Gravity loads supported by vertical columns,

walls, frames

PUBLICATIONS,

2) δmax / Δmax ≤ 1.7 in all stories

REDESIGN3) 1/3 or less of the total gravity load on structure is supported by columns that are

t f th t i ti f i thpart of the moment-resisting frames in the direction of translation

Not permitted for members under compression & flexure

OTHER TOPICSMANUAL

OSHA RequirementsPART 2

MARKETINGProgressive Collapse

A h R d

PUBLICATIONSAnchor Rods

Design Guide 1, Column Base Plates, 2nd Ed., 2nd printing

REDESIGN, p g

Constructability Design Guide 23 ConstructabilityDesign Guide 23, Constructability

Code of Standard Practice

2010 Code of Standard Practice for SteelMANUAL 2010 Code of Standard Practice for Steel Buildings and Bridges

MANUAL

MARKETINGSection 3.1.2 (Connection Design)3 options for each connection design:

PUBLICATIONS1) Complete design on structural design drawings

O i th t t l d i d iREDESIGNOr in the structural design drawings or

specifications, designate:2) Selected or completed by experienced

detailerOr3) Designed by a licensed P E working for the3) Designed by a licensed P.E. working for the

fabricator

OTHER TOPICS

OSHA Requirements (MANUAL PART 2)Progressive Collapse

MARKETINGProgressive CollapseAnchor Rods

Design Guide 1, Column Base Plates, 2 d Ed 2 d i ti

PUBLICATIONS2nd Ed., 2nd printing

Constructability Design Guide 23, Constructability

REDESIGNg , y

Code of Standard Practice Section 3.1.2Connection design responsibility

Quality Control and Quality AssuranceQuality Control and Quality AssuranceSpec. Chapter N

SPEC

NEWCHAPTER N: QUALITY CONTROL SPEC Q

AND QUALITY ASSURANCE

WHY?

MARKETINGWHY?

1) IBC Chapter 17 – applied inconsistently2) Requests from BSSC NCSEA and others

PUBLICATIONS2) Requests from BSSC, NCSEA and others3) Needed a non-seismic version of

2005 Seismic Provisions Appendix Q

REDESIGN2005 Seismic Provisions Appendix Q

4) Goal: Provide a uniform plan with a relatively high level of assurance, and effective, consistent e e o assu a ce, a d e ect e, co s ste trequirements

SPEC QUALITY CONTROL SPECAND QUALITY ASSURANCE

MARKETINGN1. SCOPE

Minim m req irements

PUBLICATIONS• Minimum requirements

• Quality Control by fabricator & erector

REDESIGN• Quality Assurance by others when

requiredrequired

• Non-destructive testing by QA firm, except as permitted in N7except as permitted in N7

CHAPTER N QUALITY CONTROL CHAPTER NAND QUALITY ASSURANCE

N1. Scope

MARKETINGN2. Fabricator’s and erector’s quality control programN3. Fabricator’s and erector’s documents

PUBLICATIONSN4. Inspection and non-destructive testing personnel

N5. Minimum requirements for inspection of structural l b ildiREDESIGNsteel buildings

N6. Minimum requirements for inspection of composite constructionconstruction

N7. Approved fabricators and erectors

N8. Non-conforming materials and workmanshipN8. Non conforming materials and workmanship

CHAPTER N QUALITY CONTROL CHAPTER NAND QUALITY ASSURANCE

SECTIONS N5 AND N6

MARKETINGSECTIONS N5 AND N6

PUBLICATIONSAISC: PERFORM (P) OBSERVE (O)

REDESIGNIBC: CONTINUOUS PERIODIC

2012 IBC CHAP 17 ADOPTS CHAPTER N

OVERVIEW

GENERAL TOPICS &


Manual Overview



REDESIGNScope



SPEC

MEMBER DESIGN

MARKETING• Compression Members

PUBLICATIONS• Flexural Members• Members and Combined ForcesREDESIGN

• Members and Combined Forces• Composite Members

SPEC CHAPTER E.

DESIGN OF MEMBERS FOR COMPRESSIONE1 General Provisions

MARKETINGE1. General ProvisionsE2. Effective LengthE3 Fl l B kli f M b With t

PUBLICATIONSE3. Flexural Buckling of Members Without

Slender ElementsE4 T i l d Fl l T i l B kli fREDESIGNE4. Torsional and Flexural-Torsional Buckling of

Members without Slender ElementsE5 Si l A l C i M bE5. Single Angle Compression MembersE6. Built-Up MembersE7. Members with Slender Elements

B4 1 CLASSIFICATION OF SECTIONSSPEC B4.1. CLASSIFICATION OF SECTIONS FOR LOCAL BUCKLING

SPEC

MARKETINGTable B4.1a: Limiting Width-to-Thickness

Ratios of Members Subject to Axial

PUBLICATIONSj

Compression

N l d Sl dREDESIGNNon-slender vs. Slenderλ ≤ λr λ > λr


DESIGN OF MEMBERS FORCHAPTER E DESIGN OF MEMBERS FOR COMPRESSION

CHAPTER E

MARKETINGE3. FLEXURAL BUCKLING OF MEMBERS

WITHOUT SLENDER ELEMENTS

PUBLICATIONS(a) When ⎞⎟⎠

≤⎛

≤⎜⎝

. .o4 71 r 2 25y

y

e

FF

KL Er F

REDESIGNIn 2005: (or Fe ≥ 0.44Fy)

⎡ ⎤= −⎢ ⎥⎢ ⎥

. ( )0 658 E3 2y

e

FF

cr yF F⎢ ⎥⎣ ⎦

y

MANUALE5. SINGLE ANGLE COMPRESSION MEMBERS

(Eccentrically Loaded)

MANUAL

MARKETINGTABLE 4-12

Based on . ( )+ + ≤ −1 0 H2 1ra rbw rbzf f f

PUBLICATIONS. ( )+ + ≤ 1 0 H2 1

ca cbw cbzF F F

REDESIGN[insert Table 4-12]

DESIGN OF MEMBERS FOR CHAPTER ECOMPRESSION

E6 BUILT-UP MEMBERS

CHAPTER E

MARKETINGE6. BUILT-UP MEMBERS1. Compressive Strength

( ) F i t di t t th t b lt d

PUBLICATIONS(a) For intermediate connectors that are bolted

snug-tight:

⎛ ⎞⎛ ⎞ ⎛ ⎞22

REDESIGN⎛ ⎞⎛ ⎞ ⎛ ⎞= + −⎜ ⎟ ⎜ ⎟ ⎜ ⎟⎝ ⎠ ⎝ ⎠ ⎝ ⎠

( )22

E6 1im o

KL KL ar r r

(same as 2005)

DESIGN OF MEMBERS FOR CHAPTER ECOMPRESSION

(b) For welded or pretensioned bolted

CHAPTER E

MARKETING(b) For welded or pretensioned bolted

intermediate connectors:

PUBLICATIONSIn 2005: For all connector spacings

REDESIGN( )

. ( )22 2

20 82 E6 2

1 ibm o

KL KL ar r r

α ⎛ ⎞⎛ ⎞ ⎛ ⎞= + −⎜ ⎟ ⎜ ⎟ ⎜ ⎟+ α⎝ ⎠ ⎝ ⎠ ⎝ ⎠( )

DESIGN OF MEMBERS FOR COMPRESSIONCHAPTER E FOR COMPRESSION

In 2010:(b) For welded or pretensioned bolted

CHAPTER E

MARKETING( )

intermediate connectors:(i) When (a / ri ) ≤ 40

⎛ ⎞ ⎛ ⎞KL KL

PUBLICATIONS⎛ ⎞ ⎛ ⎞= −⎜ ⎟ ⎜ ⎟⎝ ⎠ ⎝ ⎠

( )E6 2am o

KL KLr r

REDESIGN(ii) When (a / ri ) > 40

⎛ ⎞⎛ ⎞ ⎛ ⎞22KL KL K⎛ ⎞⎛ ⎞ ⎛ ⎞= + −⎜ ⎟ ⎜ ⎟ ⎜ ⎟

⎝ ⎠ ⎝ ⎠ ⎝ ⎠( )

22

E6 2bi

im o

KL KL K ar r r

Ref: Sato and Uang, Engineering Journal,Third Quarter, 2007

MANUAL PART 4: DESIGN OF COMPRESSION MEMBERS


SPEC

MEMBER DESIGN


PUBLICATIONS• Flexural Members• Combined Forces

REDESIGN• Composite Members

SPEC CHAPTER F.

DESIGN OF MEMBERS FOR FLEXUREF1 General Provisions

MARKETINGF1. General Provisions F2. Doubly Symmetric Compact I-Shaped

Members and Channels Bent About Their

PUBLICATIONSMembers and Channels Bent About Their Major Axis

REDESIGN…F9. Tees and Double Angles Loaded in the

Plane of SymmetryPlane of Symmetry…F13 P ti f B d Gi dF13. Proportions of Beams and Girders

B4 1 CLASSIFICATION OF SECTIONSSPEC B4.1. CLASSIFICATION OF SECTIONS FOR LOCAL BUCKLING

SPEC

MARKETINGTable B4.1b: Members Subject to Flexure

PUBLICATIONSCompact vs. Noncompact vs. Slenderλ ≤ λ λ < λ ≤ λ λ > λ

REDESIGNλ ≤ λp λp < λ ≤ λr λ > λr


CHAPTER F. CHAPTER F

DESIGN OF MEMBERS FOR FLEXUREF1 GENERAL PROVISIONS

CHAPTER F

MARKETINGF1. GENERAL PROVISIONSIn 2010:

PUBLICATIONS12 5 F1 12 5 3 4 3

. ( ).

maxb

max A B C

MCM M M M

= −+ + +

REDESIGNIn 2005:

max A B C

12 5 F1 12 5 3 4

3 03

. ( ).

.maxb

max Am

B C

MCM M M

RM

= −+ + +

≤max A B C

CHAPTER F DESIGN OF MEMBERSCHAPTER F DESIGN OF MEMBERS

FOR FLEXUREF2 DOUBLY SYMMETRIC COMPACT I

MARKETINGF2. DOUBLY SYMMETRIC COMPACT I-

SHAPED MEMBERS AND CHANNELS BENT ABOUT THEIR MAJOR AXIS

PUBLICATIONSBENT ABOUT THEIR MAJOR AXIS

In 2010:

REDESIGN .. .

2 20 71 95 6 760 7

yr ts

FE Jc JcL rF S h S h E

⎛ ⎞ ⎛ ⎞= + +⎜ ⎟ ⎜ ⎟

⎝ ⎠ ⎝ ⎠.

( )

0 7

F2 6

y x o x oF S h S h E⎝ ⎠ ⎝ ⎠

−( )F2 6−


CHAPTER F DESIGN OF MEMBERSCHAPTER F DESIGN OF MEMBERS

FOR FLEXUREF2 DOUBLY SYMMETRIC COMPACT I

MARKETINGF2. DOUBLY SYMMETRIC COMPACT I-

SHAPED MEMBERS AND CHANNELS BENT ABOUT THEIR MAJOR AXIS

PUBLICATIONSBENT ABOUT THEIR MAJOR AXIS

In 2010:2 20 7FE J J⎛ ⎞ ⎛ ⎞

REDESIGN.

. . ( ).

0 71 95 6 76 F2 60 7

yr ts

y x o x o

FE Jc JcL rF S h S h E

⎛ ⎞ ⎛ ⎞= + + −⎜ ⎟ ⎜ ⎟

⎝ ⎠ ⎝ ⎠

In 2005:20 71 95 1 1 6 76 F2 6.

. . ( )y x or ts

FE Jc S hL r ⎛ ⎞= + + −⎜ ⎟1 95 1 1 6 76 F2 6

0 7. . ( )

.r tsy x o

L rF S h E Jc

+ + ⎜ ⎟⎝ ⎠

CHAPTER F DESIGN OF MEMBERS CHAPTER FFOR FLEXURE

In 2005: Local Buckling of Tee Stems

MARKETINGg

F9.2 LATERAL-TORSIONAL BUCKLING (OF TEES AND DOUBLE ANGLES)PUBLICATIONSTEES AND DOUBLE ANGLES)

21 F9 4( )yEI GJM M B B

π ⎡ ⎤

REDESIGNwhere

21 F9 4( )yn cr

bM M B B

L⎡ ⎤= + + −⎣ ⎦

2 3. yIdBL J

⎛ ⎞= ± ⎜ ⎟

⎝ ⎠bL J⎝ ⎠

CHAPTER F

DESIGN OF MEMBERS

FOR FLEXURECHAPTER F

In 2010:F9 4 LOCAL BUCKLING OF TEE STEMS IN

MARKETINGF9.4 LOCAL BUCKLING OF TEE STEMS IN

FLEXURAL COMPRESSIONM = F S (F9 8)

PUBLICATIONSMn = FcrSx (F9-8)

( ) Wh 0 84d E

REDESIGN(a) When

F F (F9 9)

0 84.w yt F≤

Fcr = Fy (F9-9)

Ref: Guide to Stability Design CriteriaEd. R.D. Ziemian, 2010

CHAPTER F DESIGN OF MEMBERS CHAPTER FFOR FLEXURE

MARKETINGF9.4 LOCAL BUCKLING OF TEE STEMS IN

FLEXURAL COMPRESSION - NEW(b) Wh 0 84 1 03E d E

PUBLICATIONS(b) When . .0 84 1 03

y w y

E d EF t F

< ≤

⎡ ⎤⎢ ⎥

yFd

REDESIGN. . ( )= − −⎢ ⎥

⎢ ⎥⎣ ⎦2 55 1 84 F9 10y

cr yw

FdF Ft E

d E(c) When .1 03

w y

d Et F

>

. ( )0 69 F9 11EF . ( )= −⎛ ⎞⎜ ⎟⎝ ⎠

20 69 F9 11cr

w

EFdt

SUMMARY

MEMBER DESIGN




CHAPTER H DESIGN OF MEMBERSCHAPTER H. DESIGN OF MEMBERS

FOR COMBINED FORCES AND TORSION

MARKETINGH1. Doubly and Singly Symmetric Members Subject to Flexure and Axial Force

PUBLICATIONSSubject to e u e a d a o ce

H2. Unsymmetric and Other Members Subject to Flexure and Axial Force

REDESIGNH3. Members Subject to Torsion and Combined Torsion, Flexure, Shear and/or Axial ForceAxial Force

H4. Rupture of Flanges with Holes Subject to Tension - NewTension New

CHAPTER H

DESIGN OF MEMBERS

FOR COMBINED FORCES AND TORSIONCHAPTER H

H1.2. DOUBLY AND SINGLY SYMMETRIC MEMBERSSUBJECT TO FLEXURE AND TENSION

MARKETINGSUBJECT TO FLEXURE AND TENSION

In 2005:

PUBLICATIONSFor doubly symmetric members, Cb in Chapter F may be multiplied by

REDESIGN+ +1.51 (LRFD) 1 (ASD)u a

ey ey

P PP P

for axial tension that acts concurrently with flexure

CHAPTER H

DESIGN OF MEMBERS

FOR COMBINED FORCES AND TORSIONCHAPTER H

H1.2. DOUBLY AND SINGLY SYMMETRIC MEMBERSSUBJECT TO FLEXURE AND TENSION

MARKETINGSUBJECT TO FLEXURE AND TENSIONIn 2010:For doubly symmetric members, Cb in Chapter F may be

PUBLICATIONSmultiplied by

α+1 rP

PREDESIGNfor axial tension that acts concurrently with flexure,where

eyP

where α = 1.0 (LRFD) α = 1.6 (ASD)

2yEIπ

2y

eyb

EIPL

π=

CHAPTER HDESIGN OF MEMBERS

FOR COMBINED FORCES AND TORSIONCHAPTER H FOR COMBINED FORCES AND TORSIONH1.3. DOUBLY SYMMETRIC ROLLED COMPACT

MEMBERSSUBJECT TO SINGLE AXIS FLEXURE AND

MARKETINGSUBJECT TO SINGLE AXIS FLEXURE AND COMPRESSIONIn 2010

PUBLICATIONSLTB: New Optional Solution

1) For moments primarily about the major axis

REDESIGN1) For moments primarily about the major axis

2) .0 05ry cyM M <

3)

y y

( ) ( )z yKL KL≤

CHAPTER H

DESIGN OF MEMBERS

FOR COMBINED FORCES AND TORSIONCHAPTER H FOR COMBINED FORCES AND TORSIONH1.3. DOUBLY SYMMETRIC ROLLED ROLLED

COMPACT MEMBERS

MARKETINGSUBJECT TO SINGLE AXIS FLEXURE AND COMPRESSION

PUBLICATIONS(a) For the limit state of in-plane instability, Eqns. H1-1 shall be used with Pc, Mrx and Mcxdetermined in the plane of bending

REDESIGNdetermined in the plane of bending.

(b) For the limit state of out-of-plane buckling and lateral-torsional buckling:

(H1 2)⎛ ⎞ ⎛ ⎞2

P P M (H1-2). . .⎛ ⎞ ⎛ ⎞

− + ≤⎜ ⎟ ⎜ ⎟⎜ ⎟ ⎝ ⎠⎝ ⎠1 5 0 5 1 0r r rx

cy cy b cx

P P MP P C M

CHAPTER HCHAPTER H

H4. RUPTURE OF FLANGES WITH HOLES SUBJECT TO TENSION NEW

MARKETINGSUBJECT TO TENSION - NEW

PUBLICATIONS(H4-1).1 0r rxP MP M

+ ≤REDESIGNc cxP M

SPEC

MEMBER DESIGN




CHAPTER ICHAPTER IDESIGN OF COMPOSITE MEMBERSDESIGN OF COMPOSITE MEMBERS

CHAPTER ICHAPTER I

• Reorganization of chapterN t i d ti

MARKETINGNew topics and sections

• New local buckling provisions – filled members

PUBLICATIONSmembers

Provisions for axial, flexure, combined bending• Load transfer – new provisions

REDESIGNp

• Composite beam columns – expanded• Diaphragms and collectors – new topic• Steel anchors – new term introduced,

new design guidelines

Chapter I ReorganizationChapter I ReorganizationChapter I ReorganizationChapter I Reorganization2005 2010

MARKETINGI1. General Provisions I1. General Provisions

I2. Axial Members I2. Axial Force

I3 Fl l M b I3 Fl

PUBLICATIONSI3. Flexural Members I3. Flexure

I4. Shear

I4 C bi d A i l F d I5 C bi d A i l F d

REDESIGNI4. Combined Axial Force and Flexure

I5. Combined Axial Force and FlexureI6. Load Transfer

I7. Composite Diaphragms andCollector Beams

I8 St l A hI8. Steel Anchors

I5. Special Cases I9. Special Cases

CHAPTER I DESIGN OF COMPOSITE MEMBERSCHAPTER I DESIGN OF COMPOSITE MEMBERS

I1. GENERAL PROVISIONS

MARKETINGTABLE I1.1aLimiting Width to Thickness Ratios

PUBLICATIONSLimiting Width-to-Thickness Ratios for Compression Steel Elements in

Filled Composite Members Subject to Axial Compression

REDESIGN

ANSI/ AISC 360-10CHAPTER I.

ANSI/ AISC 360-10DESIGN OF COMPOSITE MEMBERS

I1. GENERAL PROVISIONS

MARKETINGTABLE I1.1b

Limiting Width-to-Thickness Ratios f C i St l El t i

PUBLICATIONSfor Compression Steel Elements in

Filled Composite Members Subject to Flexure

REDESIGN


I2. AXIAL FORCE

MARKETINGFor both encased and filled composite members:

PUBLICATIONSThe available compressive strength need not be less than that specified for the b t l b i d bREDESIGNbare steel member as required by Chapter E (Design of Compression Members)Members)

MANUAL PART 4: DESIGN OF COMPRESSION MEMBERS

MARKETINGPUBLICATIONSREDESIGN14 ft

20 ft

25 ft


I7. COMPOSITE DIAPHRAGMS AND COLLECTORS BEAMS NEW

MARKETINGCOLLECTORS BEAMS - NEW

Composite slab diaphragms and collector

PUBLICATIONSComposite slab diaphragms and collectorbeams shall be designed and detailed totransfer loads between the diaphragm,

REDESIGNthe diaphragm’s boundary members andcollector elements, and elements of thel t l l d i ti tlateral-load-resisting-system.

User Note: Design guidelines for composite diaphragms and collector beams can be found in the commentary.


I8. STEEL ANCHORS

MARKETINGShear Connector

PUBLICATIONSSteel Anchor

REDESIGNSteel headed stud anchors Hot-rolled steel channel

anchors


I8. STEEL ANCHORS

MARKETING1. General

PUBLICATIONS2. Steel anchors in composite beams

REDESIGN3. Steel anchors in compositecomponents

CHAPTER I DESIGN OF COMPOSITE MEMBERSCHAPTER I

I8.2a. STEEL HEADED STUD ANCHORS

MARKETING. ( )′= ≤ −0 5 I8 1n sa c c g p sa uQ A f E R R A F

PUBLICATIONSwhere Rp = 0.75 (ALL configurations except

REDESIGNp ( g p

composite slab oriented perpendicular to beam and e id ht<2 in ; R =0 60)to beam and emid-ht<2 in.; Rp =0.60)

R f P ll é d H jj 2010Ref: Pallarés and Hajjar, 2010


I8. 2. STEEL ANCHORS IN COMPOSITE BEAMS

MARKETINGBEAMS2d. Detailing Requirements

PUBLICATIONSMinimum distance from anchorcenterline to free edge:

REDESIGN= 8 in. NWC= 10 in. LWC

or ACI 318 App. D

Chapter A General ProvisionsANSI/ AISC 360-10ANSI/AISC 360-10 Chapter A. General ProvisionsANSI/ AISC 360-10


Documents

GENERAL TOPICS & MEMBER DESIGN ¾ MARKETING …content.dsndata.com/docs/usersgroup/2011/14Edition.pdf · Anchor Rods Design Guide 1, Column Base Plates, 2nd Ed., 2nd printing REDESIGN