AISC 358-05 PDF

AISC 358-05 PDF

Sep 15, 2020 Literature by admin

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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The alternative geometry for weld access holes specified in Section 6.

AISC 358-10 Prequalified Connections

Welded or bolted brace attachments in this highly strained region of the beam may serve as fracture initiation sites. If the maximum moment occurs within the span and exceeds Mpe of the beam see Equation 5.

For both systems, where the beam supports a concrete structural slab that is connected between the protected zones with welded shear connectors spaced a maximum of 12 in. The preponderance of connection tests reviewed as the basis for prequalifications contained in this Standard consisted aiec rolled wide-flange beams connected to the flanges of rolled wide-flange columns. These limitations are based on conditions, demonstrated by testing and analytical evaluation, for which reliable connection behavior can be attained.

KBB SMF systems with concrete structural slabs are prequalified only if the concrete structural slab is kept at least 1 in. The beam web-to-plate Asc groove weld is intended to extend the full distance between the weld access holes to minimize the potential for crack-initiation at the ends of the welds, hence the requirement for the plate to extend from one weld access hole to the other.

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Compute the shear force, Vh, at the plastic hinge location at each end aiec the beam.

For seismic loading, the nominal bearing strength at bolt holes shall not be taken greater than the value given by Equation Ja of the AISC Specification. End-Plate Width The width of the end-plate shall be greater than or equal to the connected beam flange width. Resistance Factors A significant factor considered in the formulation of resistance factors is the occurrence of various limit states.

These checks are comparable to those used for other prequalified connections. Nevertheless, the tests were successful.

Four-bolt stiffened extended end-plate 4ES geometry. The bolted single plate shear connection shall be designed as a slip-critical aidc, with the design slip resistance per bolt determined according to the AISC 35-805. Otherwise, the following relationship shall be satisfied for the fillet weld attachment of the bracket to the beam flange: Therefore, the BFP moment connection employs a similar weak beam-strong column check and panel zone resistance check as used for other prequalified connections.

Bracket-to-Beam Flange Connection Limitations. Kaiser bolted bracket W-series configurations: Bolts in the flange plate are limited to two rows of bolts, and the bolt holes must be made by drilling or sub-punching and reaming.

AISC Prequalified Connections

Compute the shear force at the beam plastic hinge location at each end of the beam. A special welding procedure 38-05 WPS is required for this repair. Qualification shall demonstrate familiarity with inspection and acceptance criteria used in sisc of cast steel products. Design a single-plate shear connection for the required shear strength, Vu, calculated in Step 14 and located at the face of the column, meeting the requirements of the AISC Specification.

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Details at top and bottom of single-plate shear connection. First Article Inspection FAI of Castings The first article is defined as the first production casting made from a permanently mounted and rigged pattern. The fillet welds shall be sized to develop the required shear strength of the connection.

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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. Submittal to Patent Holder.

If the bracket is bolted to the beam flange proceed to Step A distance of 3 times the bolt diameter is preferred. The 358-055 of the bolt group shall not exceed the depth of the beam. Step 2 establishes the maximum bolt diameter that can meet this balanced criterion. Most of the beam-to-column assemblies that have been tested had configurations approximating beam spans of about 25 ft 7.