AISC 358-05 PDF

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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This geometry is illustrated and summarized in Figure 7. For the bolted detail, pretensioned high-strength bolts are used.

Bolt holes in the 358-5 web for the purpose of erection are permitted. 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.

Any repair of gouges and notches by filling with weld metal must be made using filler metals with the required notch toughness.

Aisf calculation of shear at center of RBS cuts. The distance must be sufficient to provide clearance for any welds in the region. The purpose of this research program was to examine alternative doubler plate details, continuity plate requirements, and effects of a weak panel zone.

Group of cutting processes that severs or removes metal by localized melting, burning or vaporizing of the workpiece. Monotonic tests have shown that the stiffness and strength of an end-plate moment connection are decreased when the bolt gage is wider than the beam flange. A large number of RBS connections have been tested under a variety of conditions by different investigators at institutions throughout the world. 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, qisc and applicability by a licensed professional engineer, designer or architect.


Tests on RBS specimens with composite slabs indicated that the presence of the slab provided a sufficient stabilizing effect that a supplemental brace at the RBS is not likely to provide significantly improved performance FEMA, f; Engelhardt, ; Tremblay et al.

AISC 358-10 Prequalified Connections

Prohibited Welds at Steel Backing Tack welds for beam flange-to-column connections should be made within the weld groove. Tack welds for beam flange-to-column connections are preferably made in the weld groove. Check column-beam relationship limitations according to Section 5. Step 3 provides this evaluation.


Check the beam flange for block shear per the following: The behavior of this type of connection can be controlled by a number of different limit states including flexural yielding of the beam section, flexural yielding of the end-plates, yielding of the column panel zone, tension rupture of the end-plate bolts, shear rupture of the end-plate bolts, or rupture of various welded joints.

Weld tabs are not required at the ends of the CJP groove weld at the beam web. Following welding, the repair weld shall be ground smooth. Holes for the beam bolts shall be standard holes. Submittal to Patent Holder.

When both axes of a column participate in a moment frame, columns should be evaluated for the ability to remain essentially elastic while beams framing to both column axes undergo flexural hinging.

358-055 flanged cruciform column and boxed wide-flange columns have not specifically been tested. A primary concern with deep columns in moment frames has been the potential for twisting and instability of the column driven by lateral-torsional buckling of the beam.

AISC Prequalified Connections

The preponderance of connection tests reviewed as the basis for prequalifications contained in this Standard consisted of rolled wide-flange beams connected to the flanges of rolled wide-flange columns. As with other moment frame connections, supplemental lateral bracing at the column flange connection can typically be accommodated by the stiffness of the diaphragm and transverse framing.

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Therefore, weld access holes are not permitted for extended end-plate moment connections. Outside this zone, box column web and flange plates shall be continuously connected by fillet welds or groove welds. Because of the incomplete filling of the groove, the unusual configuration of the weld, and the relatively low level of demand placed upon the weld at this location, nondestructive testing of cascaded weld ends in groove welds at this location are not required.

Check the flange plate for tensile rupture. The special seismic weld access hole has specific requirements on the size, shape and finish of the access hole. These members have not generally been tested in other prequalified connections; however, the conditions of inelastic deformation imposed on the built-up shapes in these other connection types are similar to those tested for the bolted end-plate connections. Design procedures are not available for connections of beams with composite action at an extended end-plate moment connection.

Review of available test data indicates that RBS specimens, when designed and constructed according to the limits and procedures presented herein, have developed interstory drift angles of at least 0. The column flange thickness shall satisfy the following requirement to eliminate continuity plates: Bolted flange plate moment connection.