Transcript AISC Seismic Provisions
Changes to the 2010 AISC Seismic Provisions
James O. Malley Senior Principal, Degenkolb Engineers and Chair, AISC TC9
1 AISC Seismic Provisions
TC 9 – “The Hardest Working Committee in Show Biz”
• • • • • • • • • • • • 2
Roy Becker (‘05) Michel Bruneau (‘10)
•
Greg Deierlein Rick Drake
• •
Mike Engelhardt Roger Ferch (‘05)
• • •
Tim Fraser* Subhash Goel Jerry Hajjar (‘10)* Ron Hamburger (‘10)
• • • •
Jim Harris Pat Hassett (’10)
• •
John Hooper (‘10) Brian Knight (‘10) Keith Landwehr (‘10) Roberto Leon Bob Lyons (‘05) Sanj Malushte Bonnie Manley (‘10)* Hank Martin (‘05)* Clarkson Pinkham John Rolfes (‘10) Rafael Sabelli* Mark Saunders*
• • • • • • • • • AISC Seismic Provisions
Tom Sabol Bahram Shahrooz Bob Shaw* Lee Shoemaker Kurt Swensson Robert Tremblay (‘10) Jamie Winans (’10) Cindi Duncan ** Plus Corresponding Members * SC Chair ** Secretary
AISC 341 (2005 and 2010)
• • •
AISC 341-05 was now included by reference in 2006 and 2009 IBC. Same for AISC 360.
AISC 360-10 and 341-10 are included by reference in 2012 IBC.
Both the 2005 and 2010 Provisions will be summarized together to highlight update of “ newest attractions ”
Presentation based on order of 2005 Edition
Focus of discussion on 2010 changes
3 AISC Seismic Provisions
Overall Philosophy of AISC 341
4
• • •
Identify Target Yield Mechanism for Each SLRS Designate Deformation-Controlled Elements (Structural Fuse):
Design for Reduced Seismic Forces
Ductility Design Is Relatively Straightforward (Prescriptive) Design Remaining Elements as Force-Controlled:
Design for Forces to Remain “Essentially Elastic at Capacity of Fuses
Use Either “Local” or “Global” Approach
Capacity Design Requires Good Judgment and Experience
Credit: C. M. Uang AISC Seismic Provisions
It’s This Simple…
Target Mechanism Plus Ductility Requirements Plus Capacity Design Requirements Equals…
Target Yield Mechanisms 5 Flexural Yielding Tensile Yielding/Buckling Shear Yielding AISC Seismic Provisions
6
Major Elements of 2005 Seismic Provisions
• • •
Part I covers all Major Seismic Systems
Focus on SDC D, E and F Coordinated with ASCE 7-05 Incorporate Post-Northridge Findings
FEMA/SAC Project Results (FEMA 350 Series) as Well as Other Efforts
• •
Composite Provisions from NEHRP Included (Part II) Note that Both Parts are in the “Unified” Format similar to the Main AISC Specification
Both LRFD and ASD included in one set of provisions
AISC Seismic Provisions
7
Summary of Major Changes in AISC 341-10
• • • • • • • •
Re-organized to be More Consistent with AISC 360-10 Format for Various Systems Have Been Standardized Incorporates AWS D1.8
Puts Composite Construction on the Same Footing as Steel (No more Parts I and II) Adds Two New Cantilever Column Systems Developing design/analysis provisions explicitly follow capacity design approach for ALL systems Updates to member and system requirements Coordinated with ASCE 7-10. To be included in 2012 IBC
AISC Seismic Provisions
Document Re-organization
8 • •
A. General Requirements
A1. Scope (I-1, II-1)
A2. References (I-2, II-2)
A3. Materials (I-6, I-7, II-5)
A4. Structural Design Drawings and Specifications (I-5, II-18) B. General Design Requirements
B1. General Seismic Design Requirements
B2. Loads and Load Combinations (I-4, II-4)
B3. Design Basis (I-3)
B4. System Type
AISC Seismic Provisions
(I-3)
Document Re-Organization ( Con’t.)
9 • •
C. Analysis
C1. General Requirements
C2. Additional Requirements
C3. Nonlinear Analysis D. General Member and Connection Design Requirements
D1. Member Requirements (I6-I9, II8)
D2. Connections (I7, I8, II-7)
D3 Deformation Compatibility of Non-SFRS Members and Connections
D4. H-Piles (I-8)
AISC Seismic Provisions
Document Re-Organization ( Con’t.)
•
E. Moment-Frame Systems
E1. Ordinary Moment Frames (I-11)
E2. Intermediate Moment Frames (I-10)
E3. Special Moment Frames (I-9)
E4. Special Truss Moment Frames (I-12)
E5. Ordinary Cantilever Column Systems
E6. Special Cantilever Column Systems
10 AISC Seismic Provisions
Document Re-Organization ( Con’t.)
11 • •
F. Braced-Frame and Shear-Wall Systems
F1. Ordinary Concentrically Braced Frames (I-14)
F2. Special Concentrically Braced Frames (I-13)
F3. Eccentrically Braced Frames (I-15)
F4. Buckling-Restrained Braced Frames
F5. Special Plate Shear Walls (I-17) G. Composite Moment Frame Systems (I-16)
G1. Composite Ordinary Moment Frames (II-11) G2. Composite Intermediate Moment Frames (II-10) G3. Composite Special Moment Frames (II-9) G4. Composite Partially Restrained Moment Frames (II-8)
AISC Seismic Provisions
Document Re-Organization ( Con’t.)
12 • •
H. Composite Braced Frame and Shear-Wall Systems
H1. Composite Ordinary Braced Frames (I-13)
H2. Composite Special Concentrically Braced Frames (II-12)
H3. Composite Eccentrically Braced Frames (II-14)
H4. Composite Ordinary Shear Walls (II-15)
H5. Composite Special Shear Walls (II-16)
H6. Composite Special Plate Shear Walls I. Fabrication and Erection (I-17)
I1. Shop and Erection Drawings
I2. Fabrication and Erection
AISC Seismic Provisions
(I7) (I5, App. W, II-18)
Document Re-Organization ( Con’t.)
• 13
J. Quality Control and Quality Assurance
J1. Scope (I-18, App Q, II-19)
J2. Fabricator and Erector Documents (App. Q)
J3. Quality Assurance Agency Documents (App. Q)
J4. Inspection and Nondestructive Testing Personnel (App. Q)
J5. Inspection Tasks (App. Q)
J6. Welding Inspection and Nondestructive Testing (App. Q)
J7. Inspection of High-Strength Bolting (App. Q)
J8. Other Steel Structure Inspections (App. Q.)
J9. Inspection of Composite Structures
J10. Inspection of H-Piles
AISC Seismic Provisions
Document Re-Organization ( Con’t.)
•
K. Prequalification and Cyclic Qualification Testing Provisions
K1. Prequalification of Beam-to-Column and Link-to Column Connections (App. P)
K2. Cyclic Tests for Qualification of Beam-to-Column and Link-to-Column Connections (App. S)
K3. Cyclic Tests for Qualification of Buckling Restrained Braces (App. T)
14 AISC Seismic Provisions
Scope Statement / Gen’l Req’ts.
15 • • •
Intended Primarily for Building Structures
Also incorporated for “building like” non-building structures
Glossary clarifies that SLRS includes diaphragm chords and collectors, and all elements that resist seismic loads For SDC A, B and C, designer has choice
Use the Seismic Provisions with appropriate R factor
Use AISC LRFD/ASD Provisions with R=3
Required When Specified by ASCE 7-10
SDC D, E, and F, typically
Clarifies use of ACI 318 for R/C elements in composite systems
AISC Seismic Provisions
General Design Requirements
• • • •
SDC, Height Limitations, Design Story Drift per ASCE 7 -10
Defines how to apply Ω 0 and E mh in ASCE 7-10, Required Strength either generated by analysis or the system requirements (capacity based design concepts) Available Strength per LRFD or ASD
16 AISC Seismic Provisions
Project Documentation Requirements
• • •
New Section to Define Expectations of:
Design drawings and specifications Shop Drawings Erection Drawings
•
Requirements for Shop and Erection Drawings moved to Chapter J
Includes lists of information to be provided such as SLRS designation, connection detailing, welding requirements, protected zones, etc.
Consistent with FEMA 353 and AWS D1.8 references incorporated in 2010
17 AISC Seismic Provisions
Material Specifications
18
• • •
ASTM Specifications for Materials Employed
All major structural products incorporated Material Properties for Determination of Required Strength for Connections or Related Members Based on Expected Yield Strength and Expected Tensile Strength (R y and R t ) Available Strength to consider both expected yield and tensile strengths
Intent is to ensure expected inelastic response and ductile failure modes
AISC Seismic Provisions
Material Specifications (Cont.)
• •
•
Requirements for Charpy V-notch testing of heavy shapes and plates
Expand use of yield strength above 50 ksi Reference to AWS D1.8 for filler metals
19 AISC Seismic Provisions
Connections - Bolted Joints
20 • • • •
Fully Tensioned HSB, Class A Slip-Critical, design for bearing strength.
No sharing of load with welds in a joint or the same force component in a connection.
Standard holes, or short slots perpendicular to line of force.
Other conditions allowed if verified by testing Ductile limit - state controls design.
Oversized holes in one ply of brace diagonals allowed Yielding rather than fracture
Removed in 2010
AISC Seismic Provisions
Connections - Welded Joints
• • •
New Appendix W with welded joint requirements beyond standard AWS D1.1
Consistent with FEMA 353 Being incorporated into new AWS D1.8
•
Published in late 2005. Future editions of AISC Seismic will reference as appropriate. Referenced in 2010.
WPS required / Approved by EOR Continuity plate welding and detailing specified
21 AISC Seismic Provisions
Connections - Welded Joints
• • • 22
Filler metal CVN 20 ft.-lbs. @ -0 ° F for all welds in the seismic load resisting system (SLRS)
Reduction from -20 ° F in 2002 Two level toughness required for designated Demand Critical Welds in SMF, IMF, OMF and EBF
based on FEMA recommendations Consistent with previous testing Appendix provides requirements for qualification
Referred to AWS D1.8. Locations defined in AISC 341
AISC Seismic Provisions 120 100 80 60 40 20 -50 0 -100 -50 Test Temperature (°C) 0 UTA E70T-6 Root UTA E70T-6 Mid-thickness UTA E70T-6 Near Surface EWI E70T-6 Mid-thickness 50 0 50 100 150 Test Temperature (°F) 100 UTA(2) 200 0 250 150 100 50
Welded Joints (cont.)
•
Defines term “Protected Zone” where special care is required
Eliminates welding and other attachments in plastic hinge zones (shear studs, e.g.). Spot welds acceptable
•
OK outside hinge zones, but need to verify net section strength
Discontinuities caused by welding or other construction operations must be repaired.
Locations of Protected Zones defined for each system Fracture
23 AISC Seismic Provisions
Shear Stud weld
Members
24 •
•
Width-thickness ratios often stricter than main specification requirements
2010 Defines new terms, “Moderately” and “Highly” Ductile (MD and HD)
Used for width-thickness and bracing reqt’s
Width-thickness table parallels B4.1 in AISC 360
MD like compact, HD, like seismically compact
HSS values reduced due to test results
Boxed WF sections included
Composite elements included
AISC Seismic Provisions
M p M r Plastic Buckling Inelastic Buckling Elastic Buckling
ps
p
r Width-Thickness Ratio
25 AISC Seismic Provisions
Members – Cont.
26 • • •
New paragraph on diaphragm design
Load transfer details required
Nominal shear strength defined as concrete above deck, w/o ACI Ch. 22, or test results Bracing requirements made uniform for various systems
Special requirements at plastic hinges
Columns with high axial load to be checked for amplified seismic loading
Similar to 341-05, but ALL columns checked for Ω 0 level axial forces
New requirements for composite columns
AISC Seismic Provisions
Column Splices/Bases
• • • •
Strength requirement for partial penetration and fillet welded splices of 200% of required strength.
Beveled transitions not required where partial penetration welds are permitted.
Requirements for shear strength check of non-frame columns in all systems.
Only location in the provisions that refers to elements not part of the SLRS
Clarifies use beveled transitions in CJP splices and removal of weld tabs (but not backing) per D1.8
Column base weld backing reqt’s also defined
27 AISC Seismic Provisions
28
Members (cont.)
• •
Column base design ( Con’t)
General intent to design column base for same forces that the elements connecting to the base are designed for.
•
Axial, shear and flexural strength requirements presented
Interaction with concrete elements referred to ACI 318 Appendix D.
Clarifying language added
H-pile requirements included
AISC Seismic Provisions
Deformation Compatibility
•
New Section highlights need to check non SLRS members and connections for gravity load effects and deformations at the Design Story Drift as defined in ASCE 7-10
User Note added to justify shear tab connections and allow self-limiting inelastic deformations in other connections
29 AISC Seismic Provisions
Chapter C – Analysis (2010)
30 • • • •
Entirely new chapter Defines section properties for elastic analyses
Elastic sections for steel
Cracked sections for concrete and composite elements Refers to system chapters for additional (capacity based requirements) Refers to ASCE 7-10 Chapter 16 when nonlinear analyses used
AISC Seismic Provisions
System Formats Unified in 2010!
1. Scope – defines system title 2. Basis of Design – defines expected system response (yielding and protected members etc.) 3. Analysis – defines special analyses for capacity definitions (SCBF, e.g.) 4.
System Reqt’s – stability bracing and other system wide reqt’s 5. Members – sets b/t limits, lists protected zones and defines individual member reqt’s 6. Connections – defines demand critical welds, and connection reqt’s, including splices
AISC Seismic Provisions 31
Special Moment Frames (SMF)
•
Designs based on cyclic test results to 0.04 radians
Appendix S provides test requirements
•
For either project specific or “public” tests
Appendix P provides basis for “pre-qualification” of connections
Connections designed in accordance with AISC 358 standard
•
Shear connection capacity sufficient to develop force generated by fully
32
plastic beam
AISC Seismic Provisions
(N) AISC Moment Connection Prequalification Standard
33 • • •
Official title: “Prequalified Connections for Special and
Intermediate Steel Moment Frames for Seismic Applications”
Developed by separate ANSI standards development committee (Ron Hamburger, Chair) Allows engineers to submit moment frame designs without producing connection test results
First edition focuses on RBS and End Plate connections
•
More connections included (WUF-W, e.g.)
Adopted by 2005
& 2010
AISC Seismic
AISC Seismic Provisions
SMF (Cont.)
34 •
Panel Zone Design
Intended to share yielding with beam
Equation differs from FEMA 350
•
Doubler plate configurations may be adjusted to avoid “k” area
•
Continuity plates to match tested configurations
AISC Seismic Provisions
M p1 M p1 at column face M p2 M p2 at column face
SMF (Cont.)
• •
SCWB Check required for SMF frames
Attempting to avoid weak stories Exceptions provided
2010 clarifies use of Ω 0 for axial force reduction
Column splices pushed towards CJP
M
*
pc
M
*
pb
1
.
0 C L M pc2 M c1 M c2 C L M pc1
35 AISC Seismic Provisions
SMF (Cont.)
•
Lateral Bracing of Beams
Nominal bracing required along length for both strength and stiffness based on main spec. equations
Bracing at hinges (6%) required as well
•
But, not IN hinge zones!
36 AISC Seismic Provisions
IMF/OMF Requirements
37 • •
Intermediate (IMF) provisions similar to SMF
Tested capacity to 0.02 radians, beam shear, etc.
Other requirements (SCWB, panel zone, etc.) not as restrictive as SMF. MD designation for members.
DC welds at splices
Ordinary (OMF) provisions
Allows calculation only, but for strength above 1.1 R y M p
Specific welding and detailing requirements (access holes, e.g.)
AISC Seismic Provisions
STMF
38 • • • • • • • •
Concept Similar to EBF’s Ductile Special Segment (SS) Other Parts of the Truss Remain Elastic Both Cross-braced and Vierendeel configurations Span limited to 65 feet Depth limited to 6 feet
Minor change to SS capacity DC welds added for column splices
AISC Seismic Provisions
Cantilever Columns (2010)
39 • • •
Two (N) sections to be consistent with ASCE 7-10
(N) SDC and height limits in ASCE 7-10 Ordinary System (OCCS)
Column axial loads low (15% of available at Ω 0 )
AISC 360 b/t ratios, no DC welds or protected zones Special System (SCCS)
HD b/t ratios, stability bracing for MD, protected zone at base, DC welds at base
AISC Seismic Provisions
Special CBF Provisions
• • • • • • • • 40
KL / r < 4 /
E/F y with exception to higher Stricter b/t Ratios and Built-up Member Requirements Connection Requirements
Strength to Develop Tensile Strength Ductility to Allow Buckling in Member or Gusset Plate Restrictions on Chevron and K-Bracing Stronger Column Splices Required
Capacity Design Requires two load distributions be checked Connection Reqts. Increased (EBF and BRBF also), to accommodate drift DC welds at column splices and bases. No PJP groove welded splices
AISC Seismic Provisions
2010 Analysis Req’t. - SCBF
o F
3
o F
2
F F 0.3P
T
o F
1
F F 0.3P
T F F 0.3P
T
41
T
0 in Center Column
AISC Seismic Provisions
Uplift in Center Column!
OCBF Provisions
• • • • • •
Limited use in high SDC’s For V or inverted V, KL/r < 4.23/
E/F y Connection strength to develop brace tension capacity or amplified force
Reorganized language to clarify expected compression strength
Chevron bracing restrictions Tension Only Bracing Systems Allowed for Low and Penthouses
No K-Bracing & define minor eccentricities (similar for SCBF’s)
42 AISC Seismic Provisions
EBF Provisions
• • • • • • 43
Inelastic behavior limited to link beams Remainder of system (braces and columns) to remain elastic Best results for shear link elements, but local demands are higher than SMF’s
Extensive stiffening requirements
Built-up Boxes added for links
Based on recent Bruneau research Clarification on calc for inelastic rotation angle Other changes similar to SCBF
AISC Seismic Provisions
EBF Provisions (Cont.)
• • • 44
Link-to-column connections
Require testing like SMF
•
Exception allowed Beam outside link, braces and columns designed for link capacity, including strain hardening (1.25 & 1.1) Lateral bracing requirements similar to SMF
6% at ends of links Elsewhere, strength and stiffness as required in main spec.
AISC Seismic Provisions 1 .
1
R y V n P br P u
BRBF Provisions
45 •
BRBF Frames
• •
SCBF development improves braced frame performance, but still limited by brace buckling Concept developed in Japan, with many applications
Hysteretic behavior similar to elastic - perfectly plastic
•
Development of provisions in U.S.
Joint AISC/SEAOC effort
•
Approach similar to EBF
Analytical work indicates good performance U.S. practice will lead to larger drifts Included in 2003 NEHRP
AISC Seismic Provisions
BRBF Provisions (cont.)
•
Steel core restrained from buckling
Braces tested for twice Design Story Drift
•
Appendix T specifies testing requirements
Brace strength addresses strain hardening and compression strength increase due to confining system
•
Connections designed for adjusted strength
• •
Chevron requirements less demanding than SCBF Column splices similar to SCBF
• 46
Increased Connection Reqt’s, DC welds at column splices and base, and no PJP groove welded splices similar to SCBF
AISC Seismic Provisions
SPSW Provisions
• • • 47
SPSW like plate girder design approach (tension field theory)
•
Can generate tremendous strength and stiffness as compared to CBF SPSW concept developed in Canada
•
NBCC Code provisions in place
UC Berkeley work as well Provisions incorporated into 2003 NEHRP Panel Capacity Based on Simple Formula
Includes panel aspect ratio
•
L/h between 0.8 and 2.5
AISC Seismic Provisions
SPSW Provisions (cont.)
• • • • • • • • •
Panels with Openings to have boundary elements (BE) Connection between web and BE’s for plate capacity BE’s to develop panels. OMF style connections Lateral bracing spacing like SMF.
Vertical BE’s also have bending stiffness requirements
Perforated Webs and corner cut-outs added Added HBE stiffness Protected zones added Increased Connection Reqt’s, DC welds at column splices and base, and no PJP groove welded splices similar to SCBF
AISC Seismic Provisions 48
Composite Systems
• •
Part II - Composite Construction Provisions
First Developed for 1994 NEHRP
Identifies Numerous System Options
(10 total in 2010)
Provides Detailed Requirements for Member and Connection Design
No longer Part II. Made Fully Consistent with Chapters E and F
Modified and Made Consistent with Part I
MANY changes required
AISC Seismic Provisions 49
Chapter D: General Member and Connection Requirements
50 • • •
SRC Beam-Columns:
Moderately and highly ductile detailing procedures (comparable to AISC 341-05) CFT Beam-Columns:
Shear strengths is based on steel section alone Connections:
Non-seismic provisions include clearer text on load transfer for general composite conditions:
•
Bond interaction
• •
Direct bearing Steel anchors Non-seismic provisions include new provisions for steel anchors in shear, tension, and interaction for conditions beyond composite beams Splice connection provisions for SRC refer to ACI Ch. 21 provisions for mechanical splicing
Seismic connection detailing provisions are mainly for steel girders framing into RC or SRC beam-columns
•
Written in early 1990’s
AISC Seismic Provisions
Chapter D: General Member and Connection Requirements
•
Steel Anchors: Where steel headed stud anchors or welded reinforcing bar anchors are part of the intermediate or special SFRS of Sections G2, G3, G4, H2, H3, H5 and H6, their shear and tensile strength shall be reduced by 25% from the specified strengths given in Specification Chapter I.
User Note: The 25% reduction is not necessary for gravity and collector components in structures with intermediate or special seismic force resisting systems designed for the amplified seismic load.
AISC Seismic Provisions 51
Composite Special Moment Frames C-SMF: Section G3
• •
Composite or RC columns + steel, SRC or composite beams Confine inelastic deformation to the girders and column bases with limited yielding in panel zones.
• •
Protected zones in inelastic region of girders Demand critical welds at connections, splices and base plates
•
Other provisions are intended to limit or prevent excessive panel zone distortion, failure of connectivity plates or diaphragms, column hinging, splice failure, and local buckling that may lead to inadequate frame performance in spite of good connection performance
• 52
SCWB similar to steel SMF
AISC Seismic Provisions
Composite Special Moment Frames C-SMF: Section G3
• 53
Beam-to-composite column connections used in the SFRS shall satisfy the following requirements:
(1) Accommodate a story drift angle of at least 0.04 rad.
Composite SRC Moment-Resisting Connection
(2)The measured flexural resistance of the connection shall equal at least 0.80M rad.
p
of the connected beam at a story drift angle of 0.04
Composite CFT Moment-Resisting Connection AISC Seismic Provisions
Composite Ordinary Shear Walls C-OSW: Section H4
54 • • • • •
Limited inelastic deformation Ensure yielding of the coupling beams in shear or flexure Account for cracked section properties for concrete per ACI 318 Chapter 10 or ASCE 41 Structural steel or composite coupling beams May redistribute coupling beam forces up to 20% provided
V n
V u
1 AISC Seismic Provisions
Vertical Redistribution of Coupling Beam Shear
Composite Special Shear Walls C-SSW: Section H5
55 • •
Significant inelastic deformation
Ensure shear yielding of the coupling beams System requirements similar to C-OSW with the following exceptions:
Coupling beams yield over the building height followed by yielding at the base of the wall piers
•
Apply a wall overstrength factor
ω
o to the wall design forces
o
1.1
R y V n
/
V u
The axial design strength of the wall at the balanced condition (P
b
) shall equal or exceed the sum of 1.1R
y V n coupling beams of the Use 1.1R
y V n (L e ).
or 1.1R
y V p to compute the embedment length
AISC Seismic Provisions
Typical Coupling Beam Detailing
56 AISC Seismic Provisions
Composite Plate Shear Walls C-PSW: Section H6
• • • •
Inelastic deformation capacity through yielding in the steel plate webs (steel alone is used to assess strength) and yielding of the vertical boundary element (VBE) at the base Demand critical welds for splices, base plates, and HBE-to-VBE connections Provisions for required strength in steel anchor connectors Detailing provisions refer to SPSW
57 AISC Seismic Provisions
QC and QA
• • • • • • • 58
Detailed Appendix Q replaced general set of provisions in previous editions . (Changed to Chapter J in 2010) Consistent with FEMA 353 and AWS D1.8.
References AWS D1.8
QA plan required in conjunction with IBC Chapter 17. Covers both QA and QC.
Documentation requirements listed Visual Inspection Points and Frequency Defined
For before, during and after welding or bolting by both QA and QC. Shown in tabular format
•
“Observe, Perform and/or Document” vs. Periodic/Continuous NDT locations and requirements specified. Both UT and Magnetic Particle incorporated. All results documented.
Adds parallel composite construction requirements
AISC Seismic Provisions
Status and Upcoming Activities
59 • • • •
AISC 341-10 approved by reference in ASCE 7-10, Supplement No. 1 Included in 2012 IBC
Work is underway on 2016 Edition
To be referenced in ASCE 7-16 and 2018 IBC
First ballot to COS underway Changes not as dramatic as 341 10, but…
Public ballots next Spring, complete late next year
Your comments/suggestions welcome!
AISC Seismic Provisions
AISC Documents Related to Seismic Design
60 • • • •
2010 AISC Seismic Provisions (ANSI/AISC 341)
Available via download. 2010 AISC Moment Connection Prequalification Standard (ANSI/AISC 358).
Available via download. 2010 AISC Specification for Structural Steel Buildings (ANSI/AISC 360)
Available via download. 2012 AISC Seismic Design Manual
Available for purchase.
AISC Seismic Provisions
Work on 2018 underway.
Concluding Comments
• • •
Unified Process for Steel Seismic Provision Development
"Single Point of Responsibility" eliminates duplicative effort and minor differences that result in major confusion
Allows rapid incorporation of new information
2010 Provisions Another Step Forward (We HOPE!)
Format improved, technical updates and incorporates AWS D1.8
WE WANT YOUR INPUT AND RECOMMENDATIONS FOR IMPROVEMENTS!
AISC Seismic Provisions 61