AISC 341-05 PDF

8 Dec ANSI/AISC ANSI/AISC s An American National Standard . AISC OCBF. No additional requirements. SCBF. The calculations for this check are exactly the same as those for the AISC check. AISC OCBF. For V and A braces in OCBF the design condition for both minor and major axis is checked as per ,. KL/r ≤ 4 ´ SQRT[E/Fy]. Where.

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Work is well underway on the next edition of AISC aisx, which is planned for publication in aidc The other system, special concentrically braced frame SCBFhas much stricter design requirements for the members, configurations and connections commensurate with the larger ductility demands expected of the system. Buckling restrained braced frames BRBFs. This system relies on the coordinated efforts of AISC, AWS and ASCE-SEI committees, and the process provides a single point of responsibility for the development of these provisions, thus eliminating duplicative effort—and more importantly, the development of competing documents that would result in minor differences that would undoubtedly result in major confusion in application by practicing engineers.

The Uniform Building Code UBC was a major milestone that began the incorporation of system specific requirements for multiple structural steel systems, adding ordinary moment frames and concentrically braced frames. As with all other loading demands, seismic design was rooted in the concepts of allowable stress design of members and their connections. Two concentrically braced frame systems have been identified.

Basic requirements for material properties, quality control procedures were also included. These anticipated changes alsc continue the ongoing process of improving structural steel seismic design standards that should result in improved steel construction throughout the United States and other countries throughout the world that adopt this standard.

These include requirements for strength and deformation of beam-column connections, relative strength of beams, columns and beam panel zones, incorporation of doubler plates and continuity plates.

The first, ordinary concentrically braced frames OCBFshave limited requirements consistent with the limited ductility demand expectations resulting from the small R factor assigned to the system. Below is a very brief listing of the intent of the major additions and modifications the AISC that have occurred since the Northridge earthquake.

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Two cantilever column systems have also been developed for application in aics structures. The first edition of these provisions was published by AISC inwith a few minor changes incorporated into the edition.

For each system designation, all members of the SLRS have width-to-thickness limitations specified, based on the expected level of inelastic behavior of the member.

Based on extensive research in both Canada and the U.

Changes in AISC’s Seismic Provisions: AISC to AISC

Modern Steel Construction — March System definitions and requirements for ordinary OMFintermediate IMF and special SMF moment frames have been completely overhauled to target the level of expected inelastic demand on the system. The Steel Conference, taking place March in Toronto. A comprehensive quality assurance plan is now required to demonstrate that the intent of the structural design is met in the construction.

This has changed to A steel, partially in response to the Northridge earthquake, since this material provides a specified maximum yield strength and yield to tensile strength ratio.

Changes in AISC’s Seismic Provisions: AISC 341-05 to AISC 341-10

The scope of the document has been much better defined, and includes building-like non-building structures. The overall design of this system is conceptually consistent with that which was in place in the AISC Seismic Provisions.

Column splice requirements for gravity columns have also been included to help provide better overall response of the structural system to seismic demands. Special plate shear walls SPSWs. Eccentrically braced frames EBFs. All systems now have consistently applied requirements for stability bracing of beams in the SLRS, also based on the level of inelastic behavior in the members.

Inspection requirements for both visual and non-destructive evaluation NDE inspections of welds are presented in tabular form, based on the recommendations first presented in FEMA No special requirements for weld filler metals were implemented for seismic design prior to Northridge.

All columns in the SLRS must now be checked for maximum forces that can be delivered by the system to avoid column overload that could result in severe damage and even collapse of the structural system. Many of the design provisions for this system were patterned after those for EBFs. The requirements for column splices have been significantly increased—again, to avoid the possible consequences of splice failure on the response of the SLRS.

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This is the second system that was also introduced in Structural design drawings and specifications, fabricator shop drawings and erection drawings now have a very detailed list of information that is required to be provided to help ensure that the intent of the structural design is completely conveyed and understood by all parties.

Many of the requirements related to seismic welding are now found 3441-05 AWS D1. This is an entirely new braced frame system, first introduced inrelying on the design and detailing of steel braces to restrain overall member buckling, thereby significantly increasing the member ductility and overall aisv performance.

Quality control QC and quality assurance QA. Prior to the Northridge earthquake, the majority of steel wide-flange shapes were either A36 or A Grade Detailed design and detailing requirements for the web plates, horizontal boundary elements HBEs and vertical boundary elements VBEs and their connections, are all provided.

Modern Steel Construction – March : AISC THEN AND NOW

The AISC Seismic Provisions were almost completely rewritten inwith additional major modifications in and late Requirements for both quality control to be provided by the contractor and quality assurance are presented. Learn more about the conference at www. Additional requirements for items like protected zones, demand-critical welds, column splices, etc.

Both bolted and welded joint fabrication and erection requirements have been 314-05 to better ensure desired performance of SLRS connections. This edition also began the incorporation of system-level capacity design concepts in the development of a new system to be known as eccentrically braced frames EBFs.

As findings from these investigations were generated, AISC began to make major changes to the Seismic Provisions document.