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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AISC Prequalified Connections

W30, W27, W24, W21 and W A sampling of at least 20 castings shall be made for such reduction evaluation. While it is believed to be aic, this information should not be used or relied upon for any specific application without competent professional examination and verification of its accuracy, suitability and applicability by a licensed professional engineer, designer or architect. Therefore, the prequalification extends to both plate types.

The pinching is caused by a combination of bolt slip and the sequence of yielding and strain hardening encountered in the connection. Compute the plastic section modulus at the center of the reduced beam section: 538-05 the minimum column flange width to prevent flange tensile rupture: Tack welds for beam flange-to-column connections are preferably made in the weld groove.

When the boxed wide-flange column participates in orthogonal moment frames, then neither the depth nor the width of the ais is allowed to exceed 24 in. Example calculation of shear at center of RBS cuts. Six interior type specimens were tested in the Minnesota program.

In the absence of a concrete structural slab, the rolled shape column depth is limited to W14 W maximum. Symbols without text definitions, used in 35-05 one location and defined at that location, are omitted in some cases.

The following documents shall be submitted to the patent holder, prior to the initiation of production as applicable: The flange plate bolts cannot experience a tensile force larger than Fpr, and so Step 9 checks the actual number of bolts required in the connection. For both SMF and IMF systems, where aksc beam supports a concrete structural slab that is connected along the beam span between protected zones with welded shear connectors spaced at a maximum of 12 in. Therefore, backing removal is not required.


AISC 358-10 Prequalified Connections

If this is the case, the free-body diagram in Figure C Several specimens were also tested dynamically. Inspection and Nondestructive Testing Personnel Visual inspection and nondestructive testing shall be conducted by the manufacturer in accordance with a written practice by qualified inspectors.

Similarly, beams with shorter spanto-depth ratio will have a sharper zisc gradient across the beam span, resulting in reduced length of the beam participating in plastic hinging and increased strains under inelastic rotation demands. Numerous issues were identified in the SAC studies as contributing causes of these brittle fractures.

Compute Fpr, the force in the flange plate due to Mf. 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. This calculation shall assume that the moment at the center of the plastic hinge is Mpr and shall consider gravity loads acting on the beams between plastic hinges in accordance with the equation: All connection elements shall be within the ranges shown.


Past tests have shown adequate inelastic rotation capacity to qualify as an SMF in tests with span-to-depth ratios less than 5 and greater than 16, and so lower bound span-to-depth ratio limits of 7 and aisd are conservatively adopted for the IMF and SMF applications, respectively. Select a trial bracket from Table 9. Strain gage measurements have shown that the web plate material in the vicinity of the inside tension bolts generally reaches the yield strain Murray and Kukreti, Process of cutting steel by the heat from an electric arc applied simultaneously with an air jet.

These brittle fractures were unexpected and were quite different from the anticipated behavior of ductile beam flexural yielding in plastic hinge zones. The guide was developed before this Standard was written, and there are small differences between the design procedures in the guide and in Commentary Section 6.


Limits on the width-to-thickness ratios for the walls of built-up box columns are specified in Ausc 2.

The length of the bolt group shall not exceed the depth of the beam. The bolts are tightened to meet slip-critical criteria, but the connection is not slip-critical: Limit states that are considered brittle non-ductile and subject to sudden catastrophic failure are typically assigned lower resistance factors than those that exhibit yielding ductile failure.

This Standard specifically addresses the following four causes that were identified in the SAC study: Both programs combined large-scale tests with extensive finite element studies. As a result, the welds are required to be demand-critical complete-joint-penetration CJP groove welds. Collar corner bottom CCB. The publication of the material contained herein is not intended as a representation or warranty, on the part of the American Institute of Steel Construction or of any other person named herein, that this information is suitable for any general or particular use or of freedom from infringement of any patent or patents.

The beam-flange-to-end-plate and stiffener weld requirements equal or exceed the welding that was used to prequalify the three extended end-plate moment connections. Mechanical properties shall conform to the requirements of Table B1. End-plate stiffener layout and geometry for 8ES. Outside this zone, plate elements shall be continuously connected by fillet or groove welds. The following relationship shall be satisfied for the collar bolts tensile strength: GENERAL Connections prequalified under this Standard are intended to withstand inelastic deformation primarily through controlled yielding in specific behavioral modes.