Punched bolt holes without reaming are not permitted, because punching may induce surface roughness in the hole that may initiate cracking of the net section under high tensile stress. These changes do not negatively influence the in-service behavior of uncracked shapes. For eight-bolt connections 8ES: All billets shall be marked with heat number. Further, when ultrasonic testing is performed, this left-in-place backing may mask significant flaws that may exist at the weld root. SCOPE Design of special moment frames SMF and intermediate moment frames IMF in accordance with the AISC Seismic Provisions and applicable building codes includes an implicit expectation that they will experience substantial inelastic deformations when subjected to design-level earthquake ground shaking, generally concentrated at the moment-resisting beam-to-column connections.
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Two specimens were tested using a loading protocol intended to represent near-source ground motions that contain a large pulse.
The net section rupture check of Step 11 employs the nonductile aisc 358-10 factor, while the flange yielding check of Step 10 employs the ductile resistance factor; this check also allows limited yielding in the flange plate and ensures aisc 358-10 of the connection. Single-plate shear connection shall conform to the requirements shown in Figure 8. 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.
When grinding the weld root and base metal area, previously deposited weld toe regions and their associated fracture initiation sites are removed, and the horizontal leg of the fillet weld need not be extended to base metal. Steel Backing at Beam Top Flange. Weld tabs, if used, must be removed after welding in accordance with the requirements of Section 3.
For eight-bolt connections 8ES: Test data indicate that connecting the beam at the face of the column in accordance with the requirements herein allows the connection to resist this level of moment while minimizing the chance of fracture at the beam-flange groove welds. Fillet weld applied to a groove welded T-joint to obtain a contour to reduce stress concentrations associated with joint geometry. 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.
It may be appropriate to supplement the Chapter J provisions with additional requirements for a particular project based on the qualifications of the contractor s involved and their demonstrated ability to produce quality work. Following the removal of steel backing, the root aisc 358-10 shall be backgouged to sound weld metal and backwelded with a reinforcing fillet. Aisc 358-10 access holes should satisfy the requirements of Section 6. Some connection types designate the bolted aisc 358-10 to be designed as slip-critical, and others waive the faying surface requirements of the AISC Seismic Provisions.
By placing tack welds within the joint, the potential for surface notches and hard heat affected zones HAZs is minimized.
One of the interior specimens included a composite floor slab. The value of Ze shall be taken as equal to Zx of the beam section and the value of Cpr shall be taken as equal to 1. Concrete shall have day compressive strength not less than 3, psi 21 MPa. The aiisc cruciform column and aisc 358-10 wide-flange columns have not specifically been tested.
AISC 358-10 Prequalified Connections
Piece of metal or other material, placed at the weld root to facilitate placement of the root pass. Threads shall be excluded from the shear plane. As a result, the protected zone extends from the column face to a distance equal to the depth of the beam beyond the bolt farthest from the face of the column. Hence, the inelastic deformation capacity achieved aisc 358-10 BFP moment connections is among the best achieved from seismic testing of moment xisc connections.
Standard holes shall be provided in the aisc 358-10 web and in the plate, except that short-slotted holes with the slot parallel to the beam flanges may be used in either the beam web or in the plate, but not in both.
This provision shall not apply where individual connection prequalifications specify other requirements.
AISC Prequalified Connections
An overall view of the connection is shown in Figure 8. Compute the shear force, Vh, at the aizc of the plastic hinge at each end of the beam. To obtain connections that will behave in the indicated manner, proper determination of the strength of the connection in various limit states is necessary. Check column panel zone according to Section 9. Therefore, backing removal is not required. The primary differences are in the resistances factors.
Plate preparation aisc 358-10 welds are not shown. Flanged cruciform section columns, built-up box columns, and boxed wide-flange columns are permitted to be used in assemblies subjected to bi-axial loading for those connections types where inelastic behavior is concentrated in the beam, rather than in the column. Only connections that are within aisc 358-10 limits are prequalified. Plastic Hinge Location This Standard specifies the presumed location of the plastic hinge for each prequalified connection type.