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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The fillet welds shall be sized to develop the required shear strength of the connection. As with most other prequalified connections, aiac BFP moment connection has not been tested with columns deeper than W14 W aisf or with built-up column sections. This specimen performed acceptably and resulted in provisions for using concrete structural slabs when such flexible material is placed between the slab and the plate. Compute the maximum bolt diameter to prevent beam flange tensile rupture.
Step 12 checks block shear of the bolt group in the flange plate, and Step 13 checks the flange plate for buckling, when Fpr is in Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications,incl.
It is possible that these connections can provide reliable behavior outside these limitations; however, this has not been demonstrated.
Portion of a multi-pass weld deposited in the first pass of welding. For the Kaiser bolted bracket connection, the provisions of Chapter 9 shall apply. All connection elements shall be within the ranges shown.
AISC Prequalified Connections
Results are reported in several publications Lee et al. This rather complex design procedure attempts to achieve these goals by balancing the resistances for different yield mechanisms and failure modes in the connection and by employing somewhat greater conservatism for brittle behaviors than for ductile behaviors.
Steps 10 and 11 check the flange plate width and thickness to ensure that tensile yield strength and tensile rupture strength, respectively, exceed the maximum expected tensile force ais the flange. It was the judgment of the CPRP that for the purposes of establishing aizc prequalification limits, adherence to the maximum tested specimen would be appropriately conservative. Successful tests have also been conducted on RBS connections with built-up box columns.
For these reasons, it was judged reasonable to permit the calculation of the width-to-thickness ratio a reasonable distance into the RBS cut. Consequently, such connections are not currently prequalified under this Standard. Two of the test specimens, CR1 and CR4, were inadvertently welded with low-toughness weld metal.
Column-Side Design Step 1.
Provide continuity plates as necessary. To determine whether Equations C Nondestructive testing NDT of cascaded weld ends need not be performed. When using the International Building Code, wisc factor of 0.
The addition aosc the reinforcing fillet weld makes the inherent notch at the interface an internal notch, rather than an external notch, further reducing the effect.
FAI shall be performed on the first casting produced from each pattern.
Yielding and hinge formation are intended to occur primarily within the reduced section of the beam. If the gravity load on the beam is very large, the plastic hinge at one end of the beam may move toward the interior portion of the beam span. Secondary yielding is expected in the column panel zone and very limited subsequent yielding is expected in the flange plate.
Substitute the effective depth, deff, of the beam and brackets for the beam depth, d. The protected zone is based on test observations.
Cracks shall not be permitted. The use of box columns participating in orthogonal moment frames, that is, with RBS connections provided on orthogonal beams, is also prequalified. Check the flange plate for tensile rupture. Built-up box columns shall not have a width or depth exceeding 16 in.
All 20 tests were completed with strong axis bending of the column, and the prequalification of the BFP moment connections is limited to connections made to the column flange. Therefore, prequalification of the BFP moment connection is restricted to the case where the concrete structural slab has a minimum separation or isolation from the column.
The intent of the design procedure in Section 6. Kaiser bolted bracket W-series configurations: Reduced beam section connection. This calculation shall assume the moment at each plastic hinge is Mpr and shall include gravity loads acting on the beam between the hinges based on the load combination 1.
Holes in flange plates shall be standard or oversized holes. The attachment of continuity plates to column webs is designed to be capable of transmitting the maximum shear forces that can be delivered to the continuity plate.
AISC 358-10 Prequalified Connections
Check the local column web yielding strength of the unstiffened column web at the beam flanges. The distance must be sufficient to provide clearance for any welds in the region.
The bracing is required within the interval between 1 and 1. Step 14 is somewhat parallel to Step 6 except that the beam shear force at the face of the column is established, and this shear force is then used to size and design the single shear plate connection is Step