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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As a result, lateral bracing of the beam is required at the end of the protected zone. Supplemental If the column is a box configuration, determine the size of the steel washer plate between the column flange and the bracket such that: Bolt holes in the beam web for the purpose of erection are permitted.

Typical use of finger shims.

Determine the required shear strength, Vu, of the beam and the beam-webto-column connection from: If desired, the gravity load on this small portion of the beam is permitted to aiwc included in the free-body diagram shown in Figure 5. In the test specimens used to prequalify this connection, electroslag, gas shielded metal arc, and flux cored arc welding have been used.

For IMF applications, bolted web connections are acceptable. Weld access holes should satisfy the requirements of Section 6.

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In this test, headed studs were installed from near the end-plate moment connection to the end of the beam, and the concrete was in contact with the column flanges and web. These recommendations included changes to material specifications for base metals and welding filler metals, improved quality assurance procedures during construction and the use of connection geometries that had been demonstrated by testing and analysis to be capable of resisting appropriate levels of inelastic deformation without fracture.

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Compute the shear force, Vh, at the plastic hinge location at each end of the beam. The contour of the weld end shall provide a smooth transition to adjacent surfaces, free of notches, gouges and sharp corners. The Cpr value of 1.

AISC 358-10 Prequalified Connections

The Standard supersedes the design guide in all instances. If the gravity load on the beam is very large, the plastic hinge at one end of the beam may move toward the interior portion of the beam span.

Backing material that will not fuse with the base metals during the welding process. Ais process shall be repeated until 12 crack-free samples are obtained prior to production. Each collar flange assembly can contain the end of a moment beam that is shopwelded to the collar flange assembly. Bolt slip occurs but does not contribute greatly to connection ductility.

Consequently, the minimum panel zone strength required in Section E3. Substitute the effective depth, deff, of the beam and brackets for the beam depth, d. Details at top 358-0 bottom of single-plate shear connection.

AISC Prequalified Connections

Beam Web-to-Column Connection Limitations. The welds must meet the requirements of demand critical welds in the AISC Seismic Provisions, as well as the detailing and quality control and quality assurance requirements specified in Chapter 3 of this Standard. The influence of left-in-place steel backing is more severe on the bottom flange, as compared to the top flange, because at the bottom flange, the stress concentration from the backing occurs at the point of maximum applied and secondary tensile stresses in the groove weld, at the weld root, and at the outer fiber of the beam flange.

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For these reasons, it was judged reasonable to permit the calculation of the width-to-thickness ratio a reasonable distance into the RBS cut. Kaiser bolted bracket W-series configurations: Therefore, prequalification of the BFP moment connection is restricted to the case where the concrete structural slab has a minimum separation or isolation from the column.

Compute the probable maximum moment 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. Estimate the width of the flange plate, bfp, considering bolt gage, bolt edge distance requirements, and the beam flange width.

Where required, the vertical plate depth may extend beyond the contact surface area by up to 4 in. Determine the minimum column flange width to prevent flange tensile rupture: Specimen strength then gradually reduces due to local and lateral-torsional buckling of the beam.

The radius cut avoids abrupt changes of cross section, reducing the chances of a premature fracture occurring within the reduced section. Column Limitations The columns shall satisfy the following limitations: