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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These studies indicated that for bare steel specimens no composite slab ais, interstory drift angles of 0. Steel backing may be welded to the column under the beam flange, where a reinforcing fillet is typically placed. Peak strength of specimens is usually achieved at an interstory drift angle of approximately 0.

Each ConXL node also contains four collar flange assemblies Figure Cracks shall not be permitted. Collar flanges transfer compressive beam flange forces to the collar corners through flexure aisv the collar flange and direct bearing onto the collar corners.

AISC Prequalified Connections

Substitute the effective depth, deff, of the beam and brackets for the beam depth, d. For d, add twice the thickness of the flange plate wisc the beam depth.

Single-Plate Shear Connection Welds The single-plate shear connection shall be welded to the column flange. However, there are concerns that very weak panel zones may contribute to premature connection fracture under some circumstances, and it is believed further research is needed before weak panel zone designs Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications,incl.

When both axes of ais 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.

In the absence of more tests, the CPRP recommended limiting prequalification to strong-axis connections only. The use of cascaded ends within the weld groove may be used within aisx dimensional limits stated. Beam Flange Plate Welds Flange plates shall be connected to the column flange using CJP 35805 welds and shall be considered demand critical.


The shorter flange plates that are therefore possible reduce the seismic inelastic deformation demands on the connection and simplify the balance of the resistances required for different failure modes in the 358-50 procedure.

First Article Inspection FAI of Castings The first article is defined as the first production casting made from a permanently mounted and rigged pattern. Bolted flange plate connections in SMF systems with concrete structural slabs are only prequalified if the concrete structural slab is kept at least 1 in.

Key features of the WUF-W moment connection that are intended to control fracture are as follows: The fillet welds shall be sized to develop the required shear strength of the connection. For SMF and IMF systems, where the beam supports a concrete structural slab that is connected between the protected zones with welded shear connectors spaced at a maximum of 12 in.

Based on a review of this recent research, the prequalification of RBS connections is extended herein to include W36 W columns.

AISC 358-10 Prequalified Connections

Experimental work has included successful tests on all of these types of RBS cuts. Therefore, prequalification has been extended to these cross sections for connection types where the predominant inelastic behavior is in the beam rather than the qisc.

Built-up Columns Four built-up column cross section shapes are covered by this Standard.

The primary differences are in the resistances factors. When welded to the beam flange, the a b Fig. No research data was found that specifically addressed this issue. All test specimens used the WUF-W moment connection. No attachment of lateral bracing shall be made to the beam in the region extending from the face of the column to a distance d beyond the end of the bracket. Linear interpolation may be used for lesser values of beam width reduction. Bracket Horizontal Radius, rh in.


Limit states that are considered brittle non-ductile and subject to sudden catastrophic failure are typically assigned lower resistance factors than those that exhibit 3588-05 ductile failure.

The shear force at the hinge location, Vh, shall be determined from a free body diagram of the portion of the beam between the plastic hinge locations. Finger Shims The use of finger shims illustrated in Figure 6.


Yielding in the column outside the connection panel zone is strongly discouraged. These changes do not negatively influence the in-service behavior of uncracked shapes.

In an RBS connection, yielding and hinge formation are intended to occur primarily within the reduced section of the beam, and thereby limit the moment and inelastic deformation demands developed at the face of the column. The single-plate connection adds stiffness to the beam web connection, drawing stress toward the web connection and away from the beam flange to column flange connections.

Compute the probable maximum moment at the face of the column. For standard holes with two bolts per row: Four-bolt stiffened extended end-plate 4ES geometry. 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. Welding Details Welding of the beam to the end-plate shall conform to the following limitations: