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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This calculation shall assume the moment at each plastic hinge is Mpr and aiec include gravity loads acting on the beam between the hinges based on the load combination 1.
It is anticipated that future supplements will be issued as additional 358-0 connections become prequalified.
While it is believed to be accurate, this information should not be used or relied upon for any zisc application without competent professional examination and verification of its accuracy, suitability and applicability by a licensed professional engineer, designer or architect. Eight-bolt stiffened extended end-plate 8ES geometry. Consequently, the minimum panel zone strength required in Section E3. 35-805 the beam web-to-column connection according to Section 9. This provision shall not apply where individual connection prequalifications specify other requirements.
The exception applies only when shear studs are used to attach the concrete slab to the connected beam and is because of the lack Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications,incl.
Aixc prequalification is provided, because long experience shows that built-up steel sections provide similar flexural behavior as hot-rolled shapes with comparable materials aksc proportions. In all cases, the definitions given in the body of the Standard govern.
The combination of collar corner assemblies, collar flange assemblies, and square concrete-filled column create the ConXL node. Calculate Ffu, the factored beam flange force. The fillet welds shall be sized to develop the required shear strength of the connection.
Compute Mpe, the plastic moment of the beam based on the expected yield stress: If desired, the gravity load on this small portion of the beam is asic to be included in the free-body diagram shown in Figure 5. Compute the probable maximum moment at the plastic hinge, Mpr, in accordance with Section 2.
The effective length of the weld shall be defined as that portion of the weld having full size. Reduced beam section connection. Some connection types designate the bolted joint to be designed as slip-critical, and others waive the faying surface requirements of the AISC Seismic Provisions. Design the flange to end-plate and web to end-plate welds using the requirements of Section 6.
Flange plate connections with A or AM bolts may be possible, but will be more difficult to accomplish because of the reduced bolt strength, greater number of bolts, and longer flange plates required. This provision will result in a lower width-to-thickness ratio when taken at the RBS cut compared to that at the uncut section.
RBS connections have been tested using single-cantilever type specimens one beam attached to columnand double-sided specimens specimen consisting of a single column, with beams attached to both flanges. This book or any part thereof must not be reproduced in any form without aidc written permission of the publisher. Although no data were available for test specimens with orthogonal beams, this condition should provide aiec the same performance as single-plane connections, since the RBS does not rely on panel zone yielding for good performance, and the column is expected to remain essentially elastic for the case of orthogonal connections.
Nonfusible Backing at Beam Flange-to-Column Joints After nonfusible backing is removed, backgouging to sound metal removes potential root flaws within the welded joint.
Removal shall be by air carbon arc cutting CAC-Agrinding, 358-005 or thermal cutting. End-Plate Width The width of the end-plate shall be greater than or equal to the connected beam flange width. Determine the beam plastic hinge location, Sh, as dimensioned from the face of the column.
AISC 358-10 Prequalified Connections
However, it was the judgment of the CPRP that as long as such column sections met the limitations for I-shaped sections and box-shaped sections, respectively, and connection assemblies are designed to ensure that most inelastic behavior occurred within the beam as opposed to aiisc column, the behavior of assemblies employing these sections would be acceptable.
In an RBS connection, yielding and hinge formation are intended to occur primarily within the reduced section of the beam, and thereby limit the moment and inelastic deformation demands developed at the face of the column.
Single-Plate Shear Connection Welds The single-plate shear connection shall be welded to the column flange. Check shear rupture of the extended portion of the end-plate in the four-bolt extended unstiffened end-plate 4E: Welds shall not be started or stopped wisc 2 in. Otherwise, the following relationship shall be satisfied for the fillet weld attachment of the bracket to the beam flange: Air carbon arc cutting. This process shall be repeated until 12 crack-free samples are obtained prior to production.
However, this moment cannot be accurately determined until the geometry of the flange plate and bolt spacing are established. Compute Vcf, the probable maximum shear at the face of collar flange, equal 35-805 the shear at the plastic hinge, Vh, plus any additional gravity loads between the plastic hinge and the outside face of the collar aisd using the load combination of Step 2.
The weld procedure specification WPS for the fillet weld joining the bracket to the beam flange shall be qualified with the casting material.
Finger Shims The use of finger shims illustrated in Figure 6. Experiments have shown that the expected peak moment capacity at the plastic hinge is typically on the order of 1.
AISC Prequalified Connections
If continuity plates are required qisc column flange flexural yielding, determine ais required stiffener force. If a beam at the node does not require a moment connection, the size of the CWX remains unchanged and a shear plate connection is shop-welded to the CWX to accommodate a nonmoment beam that does not need to match the nominal depth of the momentconnected beam s.
For 35-805 purpose of satisfying this requirement, it shall be permitted aics take the yield strength of the column material as the specified Fy and to consider the full composite behavior of the column for axial load and flexural action.
The moment for the bolts is larger than Mpr because the centroid of the bolt group is at a different location than the primary hinge location. Check column-beam relationship limitations per Section 8.
No research data was found that specifically addressed this issue. Rolled Wide-Flange Iasc Rolled wide-flange members shall conform to the cross section profile limitations applicable to the specific connection in this Standard. Check the unstiffened column web crippling strength at the beam compression flange. KBB SMF systems with concrete structural slabs are prequalified only if the concrete structural slab is kept at least 1 in.
In the case of the WUF-W moment connection, the plastic hinge is not moved away from the face of the column. Extended end-plate moment connections in SMF systems with concrete structural slabs are prequalified only if: The lower bolts failed prematurely by tension rupture because of the increase in the distance from the neutral axis due to the presence of the composite slab.