three specified configurations as provided in AISC Supplement No. 1 thus allows moment end plates to be considered for use in the. AISC’s Supplement No. 1 to Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications (ANSI/AISC. 1 (includes supplement) Supersedes ANSI/AISC and ANSI/ AISC s Approved by the AISC Connection Prequalification Review Panel .
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Documents Flashcards Grammar checker. This book or any part thereof must not be reproduced in any form without the written permission of the publisher. The information presented in this publication aisd been prepared in accordance with recognized engineering principles and is for general information only. While it is believed to be accurate, this information should not be used or relied upon for any specific application without competent professional examination and verification of its accuracy, suitability and applicability by a licensed professional engineer, designer or architect.
AISC 358-10 Prequalified Connections
The publication of the material contained herein is not intended as a representation or warranty, on the part of the American Institute of Steel Construction or 3558-05 any other person named herein, that this information is suitable for any general or particular use or of freedom from infringement of any patent or patents. Anyone making use of this information assumes all liability arising from such use.
Caution must be exercised when relying upon other specifications and codes developed by other aisf and incorporated by reference herein since such material may be modified or amended from time to time subsequent to the printing of this edition. The Institute bears no responsibility for such material other than to refer to it and incorporate it by reference at the time of the initial publication of this edition. This Standard is incorporated by aiec in the Seismic Provisions.
The most significant modification to this edition of the Standard is the incorporation of three prequalified connections into the body of the standard that were previously part of a supplement Chapters 7, aaisc, and 9.
It is anticipated that future supplements will be issued as additional moment connections become prequalified. This printing includes Supplement No. The Supplement was finalized shortly after the completion of this Standard. A non-mandatory Commentary has been prepared to provide background for the provisions of the Standard and the user is encouraged to consult it.
Additionally, non-mandatory User Notes are interspersed throughout the Standard to provide concise and practical guidance in the application of the provisions. The reader is cautioned that professional judgment must be exercised when data or recommendations in this Standard are applied, as described more fully in the disclaimer notice preceding the Preface.
Geschwindner Gary Glenn W. Steven Hofmeister Gregory H. Joseph Raymond Kitasoe Roberto T.
Probable Maximum Moment at Plastic Hinge. Steel Backing at Continuity Plates. Steel Backing at Beam Bottom Flange. Steel Backing at Beam Top Flange. Prohibited Welds at Steel Backing. Details and Treatment of Weld Tabs. Quality Control and Quality Assurance. Fabrication of Flange Cuts. Pitch and Row Spacing. End-Plate and Bolt Design. Beam Flange Plate Welds.
Single-Plate Shear Connection Welds. Beam Flange-to-Column Flange Welds. Beam Web-to-Column Connection Limitations. Bracket-to-Beam Flange Connection Limitations. Inspection and Nondestructive Testing Personnel.
Visual Inspection of Castings. Submittal to Patent Holder. Some definitions in the list below have aics simplified in the interest of brevity. In all cases, the definitions given in the body of the Standard govern.
Symbols without text definitions, used in only one location and defined at that location, are omitted in some cases. The section or table number on the right refers to where the symbol is first used. Symbols Minimum bolt pretension, kips N. Terms defined in this Glossary are italicized in the Glossary and where they first appear within a section or long paragraph throughout the Standard.
Air carbon arc cutting. Process of cutting steel by the heat from an electric arc applied simultaneously with an air jet.
Piece of metal or other material, placed at the weld root to facilitate placement of the root pass. Process of removing by grinding or air carbon arc cutting all or a portion of the alsc pass of a complete-joint-penetration groove weld, from the reverse side of a joint from which a root was originally ausc.
Method of terminating a weld in which subsequent weld xisc are stopped short of the previous aksc, producing a cascade effect. Reinforced concrete slab or concrete fill on steel deck with a total thickness of 3 in.
Backing material that will not fuse with the base metals during the welding process. Location in a column-beam assembly where inelastic energy dissipation is assumed to occur through the development of plastic flexural straining. Probable maximum moment at the plastic hinge. Expected moment developed at a plastic hinge location along a member, considering the probable mean value of the material strength for the specified steel and effects of strain hardening.
Fillet weld applied to a groove welded T-joint to obtain a contour to reduce stress concentrations associated with joint geometry. Portion of a multi-pass weld deposited in the first pass of welding.
Group of cutting processes that severs or removes metal by localized melting, burning or vaporizing of the workpiece. Piece of metal affixed to the end of a welded joint to facilitate the initiation and termination of weld passes outside the structural joint.
The connections contained in this Standard are prequalified to meet the requirements in the AISC Seismic Provisions only when designed and constructed in accordance with the requirements of this Standard.
Nothing in this Standard shall preclude the use of connection types contained herein outside the indicated limitations, nor the use of other connection types, when satisfactory evidence of qualification in accordance with the AISC Seismic Provisions is presented to the authority having jurisdiction. Rolled Wide-Flange Members Rolled wide-flange members shall conform to the cross section profile limitations applicable to the specific connection in this Standard. Built-up Members Built-up members having a doubly symmetric, I-shaped cross section shall meet the following requirements: Built-up Beams The web and flanges shall be connected using complete-joint-penetration CJP groove welds with a pair of reinforcing fillet welds within a zone extending from the beam end to a distance not less than one beam depth beyond the plastic hinge location, Sh, unless specifically indicated in this Standard.
This provision shall not apply where individual connection prequalifications specify other requirements. Built-up Columns Built-up columns shall conform to the provisions of subsections 1 through 4as applicable. Transfer of all internal forces and stresses between elements of the built-up column shall be through welds. Within a zone extending from 12 in. Outside this zone, plate elements shall be continuously connected by fillet or groove welds.
Outside this zone, box column web and flange plates shall be continuously connected by fillet welds or groove welds. Continuity plates shall conform to the requirements for wide-flange columns. Resistance Factors Where available strengths are calculated in accordance with the AISC Specification, the resistance factors specified therein shall apply. Plastic Hinge Location The distance of the plastic hinge from the face of the column, Sh, shall be taken in accordance with the requirements for the individual connection as specified herein.
Unless otherwise specifically indicated in this Standard, the value of Cpr shall be: For bolted end-plate connections, continuity plates shall be provided in accordance with Section 6. For the Kaiser bolted bracket connection, the provisions of Chapter 9 shall apply.
Unless otherwise specifically indicated in this Standard, the protected zone of the beam shall be defined as the area from the face of the column flange to one-half of the beam depth beyond the plastic hinge. Bolt holes in beam webs, when detailed in accordance with the individual connection provisions of this Standard, shall be permitted.
Steel Backing at Continuity Plates Steel backing used at continuity plate-to-column welds need not be removed. When backing is removed, the root pass shall be backgouged to sound weld metal and backwelded with a reinforcing fillet. Steel Backing at Beam Bottom Flange Where steel backing is used with CJP groove welds between the bottom beam flange and the column, the backing shall be removed.
Following the removal of steel backing, the root pass shall be backgouged to sound weld metal and backwelded with a reinforcing fillet. If the base metal and weld root are ground smooth after removal of the backing, the reinforcing fillet adjacent to the beam flange need not extend to base metal. Prohibited Welds at Steel Backing Backing at beam flange-to-column flange joints shall not be welded to the underside of the beam flange, nor shall tack welds be permitted at this location.
If fillet welds or tack welds are placed between the backing and the beam flange in error, they shall be repaired as follows: A special welding procedure specification WPS is required for this repair. Following welding, the repair weld shall be ground smooth. Nonfusible Backing at Beam Flange-to-Column Joints Where nonfusible backing is used with CJP groove welds between the beam flanges and the column, the backing shall be removed and the root backgouged to sound weld metal and backwelded with a reinforcing fillet.
Removal shall be by air carbon arc cutting CAC-Agrinding, chipping or thermal cutting. The process shall be controlled to minimize errant gouging.
AISC Prequalified Connections
The contour of the weld end shall provide a smooth transition to adjacent surfaces, free of notches, gouges and sharp corners. Other weld defects shall be removed by grinding, faired to a slope not greater than 1: The clip shall be detailed to facilitate suitable weld terminations for both the flange weld and the web weld.
Unless specified to be removed by the engineer of record, weld tabs shall not be removed when used in this location.
The effective length of the weld shall be defined as that portion of the weld having full size. Nondestructive testing NDT shall not be required on the tapered or transition portion of the weld not having full size. Yielding and hinge formation are intended to occur primarily within the reduced section of the beam. Beam Limitations Beams shall satisfy the following limitations: Reduced beam section connection. Depth of built-up sections shall not exceed the depth permitted for rolled wide-flange shapes.
When determining the width-to-thickness ratio of the flange, the value of bf shall not be taken as less than the flange width at the ends of the center two-thirds of the reduced section provided that gravity loads do not shift the location of the plastic hinge a significant distance from the center of the reduced beam section.