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AISC 358-10 PDF

When AISC was issued, there were five prequalified connections ( Chapter 5 through 9). Since , four additional prequalified. Approved by the AISC Connection Prequalification Review Panel ANSI/AISC , Prequalified Connections for Special and Intermediate Steel Moment. ANSI/AISC ANSI/AISC s An American National Standard Prequalified Connections for. Special and Intermediate Steel Moment Frames for.

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This permits some variation in the placement of the lateral support to allow economical Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications,incl.

Following welding, the repair weld shall be ground smooth.

The edition is an ANSI-accredited standard. Location in a column-beam assembly where inelastic energy dissipation is assumed to occur through the development of plastic flexural straining. Inspection and Nondestructive Testing Personnel. These brittle fractures were unexpected and were quite different from the anticipated behavior of ductile beam flexural yielding in plastic hinge zones.

Current Standards | American Institute of Steel Construction

A sampling of at least 20 castings shall be made for such reduction evaluation. Compute the shear force, Vh, at the plastic hinge location at each end of the beam. The procedure is basically the same as that in FEMA bbut with much clarification.

When placed within the joint, the HAZ of a tack weld is tempered by the subsequent passes for the final weld. Because, for the prequalified connections, design demand is determined based on conservative estimates of the material strength of weak elements of the connection assembly, and materials, workmanship and quality assurance are more rigorously controlled than for other structural elements, resistance factors have been set somewhat higher than those traditionally used.

Additional evidence supporting prequalification is derived from bolted T-stub connection tests FEMA, e; Swanson et al. If this is the case, the free-body diagram in Figure C The minimum pitch values specified have been found to be satisfactory. Similarly, beams with shorter spanto-depth ratio will have 385-10 sharper moment gradient across the beam span, resulting in aixc length of the beam participating in plastic hinging and increased strains under inelastic rotation demands.


The process shall be controlled to minimize errant gouging. Threads shall be excluded from the shear plane. Inelastic deformation is expected for approximately one beam depth beyond the end of the flange plate, and limited yielding is expected in the flange plate.

The Commentary furnishes background information and references for the benefit of the design professional seeking further understanding of the basis, derivations and limits of the Standard.

AISC Prequalified Connections [N11] | American Institute of Steel Construction

Studies also indicated that although supplemental bracing is not required at the RBS to achieve 0. In such cases, acceptable performance can often be obtained by attaching the continuity plate to the column with a pair of minimumsize fillet welds. The 3558-10 criteria provide sufficient strength in the elements of the connections to ensure that the inelastic deformation of the connection is achieved by beam yielding.

Built-up Members The behavior of built-up I-shaped members has been extensively tested in bolted endplate connections and has been demonstrated to be capable of developing the Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications,incl.

ConXL connections may be used to provide moment connections to columns aisf orthogonal frames. While this requirement is rational, it should be noted that net section rupture of the beam flange has not occurred in any past BFP tests, since the beam web clearly reduces any potential for flange rupture.

AISC 358-10 Prequalified Connections

Some definitions in the list below have been simplified in the interest of brevity. Cracks shall not be permitted.

A special welding procedure specification WPS is required for this repair. As part of the Lehigh program, tests were conducted on both interior and exterior type specimens. The single plate also serves as backing for the CJP groove weld connecting the beam web to the column flange.


Other weld defects shall be removed by grinding, faired to a slope not greater than 1: Example calculation of shear at center of RBS cuts. The behavior of this connection is controlled by flexural hinging of the beams adjacent to the collar assembly.

The bracket configuration is proportioned to develop the probable maximum moment strength of the connected beam. Collar flange top CFT. 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.

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.

Collar flanges transfer compressive beam flange forces to the collar corners through flexure of the collar flange and direct bearing onto the collar corners. This resulted in premature weld failure in specimen CR4 failure occurred at about 0.

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Typical use of finger shims. Prohibited Welds at Steel Backing Tack welds for beam flange-to-column connections should be made within the weld groove. Hence, a balanced design that achieves yielding from multiple yield mechanisms is encouraged.

The distance from the face of the column to the start of the RBS radius cut designated as a in Figure 5. The information presented in this publication has been prepared in accordance with recognized engineering principles and is aiscc general information only. Assume a flange plate thickness, alsc. Two means of demonstration are acceptable.