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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Visual Inspection of Castings.

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

Check the flange plate for tensile rupture. Probable Maximum Moment at Plastic Hinge The probable plastic moment at the plastic hinge is intended to be a conservative estimate of the maximum moment likely to be developed by the connection under cyclic inelastic response. The copyright permission form can be used to make copies of this standard at your local copy shop—just fill in the date at the top. No attachment of lateral bracing shall be made to the beam in the region extending from the face of the column to the end of the reduced section farthest from the face of the column.

Flanged cruciform section columns, built-up box columns, and boxed wide-flange columns are permitted to be used in assemblies subjected to bi-axial loading for those connections types where inelastic behavior is concentrated in the 358-110, rather than in the column.

AISC 358-10 Prequalified Connections

The prequalification testing has shown that these conditions are not detrimental to the performance of the connection. Connection rupture is controlled through special detailing requirements associated with the welds joining the beam flanges to the column flange, the welds aisf the beam web to the column flange, and the shape and finish of the weld access holes. Calculation of elastic drift shall consider the effect of the reduced beam section.

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Hence, a balanced design that aidc yielding from multiple yield mechanisms is encouraged. The design criteria provide sufficient strength in the elements of the connections to ensure that the inelastic deformation of the connection is achieved by beam yielding.

Most past tests have been conducted on specimens with single-sided connections, and the force-deflection behavior is somewhat pinched as shown in Figure C Prohibited Welds at Steel Backing. Step 7 uses the geometry established in Step 5 and the maximum shear force established in Step 6 to determine the maximum expected moment at the face of the column 358-110, Mf.

Slip-critical connection provisions are not required for end-plate moment connections. These flaws may create a more severe notch condition than that caused by the aiwc itself Chi et al. A sampling of at least 20 castings shall be made for such reduction evaluation.

Current Standards | American Institute of Steel Construction

Boxed wide-flange columns shall not have a width or depth exceeding 16 in. Good performance has been achieved for all levels of panel zone strength FEMA, fincluding panel zones that are substantially weaker than permitted in Section E3. The effective end-plate width shall not be taken greater than the connected beam flange plus 1 in. Compute Vcf, the probable maximum shear at the face of collar flange, equal to the shear at the plastic hinge, Vh, plus any additional gravity loads between the plastic hinge and the outside face of the collar flange using the load combination of Step 2.

Local buckling requirements for members subjected to significant inelastic rotation are covered in the AISC Seismic Provisions. A smooth transition is needed between base metal and weld to minimize stress concentrations.

Steel Backing at Beam Top Flange.

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Because weld access holes are not permitted, the beam-flange-to-end plate weld at the beam web is necessarily a partial-joint-penetration PJP groove weld. The flange plate must develop tensile yield strength over the gross section and ultimate tensile fracture resistance over the effective net section. If desired, the gravity load on this small portion of the beam is permitted to be included.

Continuing Education

In reality, inelastic deformation of connection assemblies is generally distributed to some extent throughout 35-810 connection assembly. The designer should be aware of potential pitfalls with the material selection for the flange plate design. When beams are moment connected to the side plates of boxed wide-flange column sections, continuity plates or cap plates should always be provided opposite the beam flanges, as is required for box section columns.

Beams shall satisfy the following limitations: When placed within the joint, the HAZ of a tack weld is tempered by the subsequent passes for the final weld. A distance of 3 times the bolt diameter is preferred.

Substitute the effective depth, deff, of the beam and brackets for the beam depth, d. The single plate shear connection shall be permitted to be used as backing for the CJP groove weld. Check continuity plate requirements according to Chapter 2.

Initial and primary yielding in the BFP moment connection is flexural yielding of the beam near the last row of bolts at the 358-110 of the flange plate. The plate thickness shall not exceed 3 in.

Select a trial number of bolts. A single row of bolts causes severe eccentricity in the connection and would lead 3558-10 an excessively long connection.