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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AISC 358-10 Prequalified Connections
Nondestructive testing NDT of cascaded weld ends need not be performed. The effective length 35805 the weld shall be defined as that portion of the weld having full size.
The process shall be controlled to minimize errant gouging. 358–05 weld defects shall be removed by grinding, faired to a slope not greater than 1: As with most other prequalified connections, the BFP moment connection has not been tested with columns deeper than W14 W sections or with built-up column sections.
Weld tabs, if used, must be removed after welding in accordance with the requirements of Section 3. Steven Hofmeister Gregory H. Removal shall be by air carbon arc cutting CAC-Agrinding, chipping or thermal 38-05.
The Standard and Commentary are intended for use by design professionals with demonstrated engineering competence. End-Plate and Bolt Design Step 1.
As a result, the welds are required to be demand-critical complete-joint-penetration CJP groove welds. Check the continuity plate requirements according to Chapter 2.
The special seismic weld access hole has specific requirements on the size, shape and finish of the access hole.
Chemistry and physical properties per Table B1. The flange plate welds are shop welds, and these welds are subject to potential secondary yielding caused by strain hardening at the primary yield location in the beam. QA includes those tasks to be performed by an agency or firm other than the contractor. Similarly, although there has been only limited testing of connections in assemblies subjected to biaxial bending of the column, the judgment of the CPRP was that as long as columns are designed to remain essentially elastic and inelastic behavior is concentrated within the beams, it would be possible to obtain acceptable behavior of beam-column connection assemblies subjected to biaxial loading.
Determine the beam plastic hinge location, Sh, as dimensioned from the face of the column. Estimate the width of the flange plate, bfp, considering bolt gage, bolt edge distance requirements, and the beam flange width.
AISC Prequalified Connections
If a sharp notch exists, the area shall be inspected by magnetic particle testing MT after grinding to ensure that the entire depth of notch has been removed. Cracks shall not be permitted. Beam depth and beam span-to-depth ratio are significant in the inelastic behavior of beam-to-column connections.
If the maximum moment occurs within the span and exceeds Mpe of the beam see Equation 5. To determine whether Equations C The maximum expected force in the flange plate, Fpr, is determined from Mf in Step 8. As a result, the protected zone extends from the column face to a distance equal to the depth of the beam beyond the bolt farthest from the face of the column.
End-Plate and Bolt Design.
Each collar flange assembly can contain the end of a moment beam that is shopwelded to the collar flange assembly. For gravity load conditions other than a uniform load, the appropriate adjustment should be made to the free-body diagram in Figure C Check column-beam relationship limitations per Section 8.
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, 8, and 9.
Documents Flashcards Grammar checker. The flanged cruciform column and boxed wide-flange columns have not specifically been tested. The distance must be sufficient to provide clearance for any welds in the region. These welds shall be demand critical. The stiffener shall be clipped where it meets the beam flange and end-plate to provide clearance between the stiffener and the beam flange qisc.
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. The bolts are aaisc to meet slip-critical criteria, but the connection is not slip-critical: Kaiser bolted bracket B-series configurations: Results are reported in several publications Lee et al.
Determine the required shear strength, Vu, of the beam and beam web-tocolumn connection from: The plate shall be welded to the column flange with a CJP groove weld, or with fillet welds on both sides of the plate. 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.
These checks are comparable to those used for other prequalified connections. Linear interpolation may be used for lesser values of beam width reduction. Aics Cpr value of 1. It was the judgment of the CPRP that the BFP moment connection places similar or perhaps smaller demands on the column than other prequalified connections.
Where 358-5, the vertical plate depth may extend beyond the contact surface area by up to 4 in. The aiscc corner assembly is made up of a collar corner top CCT piece, a collar corner bottom CCB piece; and for beam depths greater than 18 in. Design a single-plate shear connection for the required shear strength, Vu, calculated in Step 14 and located at the face of the column, meeting the requirements of the AISC Specification.