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.

Author: JoJolkree Yozshusar
Country: Malawi
Language: English (Spanish)
Genre: Environment
Published (Last): 24 May 2005
Pages: 259
PDF File Size: 17.45 Mb
ePub File Size: 18.2 Mb
ISBN: 320-6-26674-379-6
Downloads: 21946
Price: Free* [*Free Regsitration Required]
Uploader: Kalar

Within a zone extending from 12 in. Bolt holes shall be drilled.

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

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.

Built-up box columns shall not have a width or depth exceeding 16 in. Step 2 establishes the maximum bolt diameter that can meet this balanced criterion. Both are briefly described herein. Where required, the vertical plate depth may extend beyond the contact surface area by up to 4 in.

Symbols without asc definitions, used 358-01 only one location and defined at that location, are omitted in some cases. Primary plastic hinging of the BFP moment connection occurs well away from the face of the column, and lateral-torsional deformation will occur as extensive yielding develops in the connection.

The top and bottom plates must be identical. Further, the beam must fit between two welded flange plates with full consideration of rolling and fabrication tolerances.

Consequently, it is required that the web-to-end-plate weld s in the vicinity of the inside bolts be sufficient to develop the strength of the beam web. Limits are also placed on span-to-depth ratio based on the span-to-depth ratios of the tested connections and based on judgment of the CPRP.


GENERAL Connections prequalified under this Standard are intended to withstand inelastic deformation primarily through controlled yielding in specific behavioral modes. The contour of the weld end shall provide a smooth transition to adjacent surfaces, free of notches, gouges and sharp corners. Confirm that the number of bolts selected in Step 4 is adequate.

When supplemental lateral bracing is provided, attachment of supplemental lateral bracing to the beam shall be located at a distance d to 1. If continuity plates are added, 358–10 Equation 6.

A single row of bolts causes severe eccentricity in the connection and would lead to an excessively long connection. Confirm that columns are adequate to satisfy biaxial strong column-weak beam conditions. Select a trial bolt diameter, db, not less than that required in Section 6. When checking compression buckling of the flange plate, the effective length, KL, may be taken as 0.

Piece of metal affixed to the end of a welded joint to facilitate the initiation aics termination of weld passes outside the structural joint. Bolts are permitted to be pretensioned either before or after welding.

Gage The gage, g, is as defined in Figures 6. If desired, the gravity load on this small portion of the beam is permitted to be included in the free-body diagram shown in Figure 5.


AISC 358-10 Prequalified Connections

If using either the four-bolt extended stiffened end-plate 4ES or the eightbolt extended stiffened end-plate 8ES connection, select the end-plate stiffener thickness and design the stiffener-to-beam flange and stiffener-to-end-plate welds.

Check shear yielding of the extended portion of the four-bolt extended unstiffened end-plate 4E: The combination of collar corner assemblies, collar flange assemblies, and square concrete-filled column create the ConXL node.

To satisfy the requirements of the AISC Seismic Provisions for lateral bracing at plastic hinges, supplemental lateral bracing shall be provided at both the top and bottom beam flanges, and shall be located at a distance of d to 1. In such cases, the column should be extended to a sufficient height above the beam flange to accommodate attachment and landing of those connection elements.

The flange plate must develop tensile yield strength over the gross section and ultimate tensile fracture resistance over the effective net section. Holes for the beam bolts shall be standard holes. The maximum expected force in the flange plate, Fpr, is determined from Mf in Step alsc.

Check the continuity plate requirements according to Chapter 2.

Beam Flange Plate Welds. The end-plate can be wider than the beam flange, but the width used in design calculations is limited to the beam flange width plus 1 in. Several 358-100 were also tested dynamically.

Author: admin