Table 6.1 is a summary of the range of parameters that have been satisfactorily tested. All connection elements shall be within the ranges shown.
6.3.1 Beam Limitations
Beams shall satisfy the following limitations:
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(1) Beams shall be rolled wide-flange or built-up I-shaped members conforming to the requirements of Section 2.3. At moment-connected ends of welded built-up sections, within at least the depth of beam or 3 times the width of flange, whichever is less, the beam web and flanges shall be connected using either a CJP groove weld or a pair of fillet welds each having a size 75% of the beam web thickness but not less than ¼ in. (6 mm). For the remainder of the beam, the weld size shall not be less than that required to accomplish shear transfer from the web to the flanges.
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(2) Beam depth, , shall be limited to values shown in Table 6.1.
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(3) There is no limit on the weight per foot of beams.
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(4) Beam flange thickness shall be limited to the values shown in Table 6.1.
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(5) The clear span-to-depth ratio of the beam shall be limited as follows:
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(a) For SMF systems, 7 or greater.
(b) For IMF systems, 5 or greater.
- (6) Width-to-thickness ratios for the flanges and web of the beam shall conform to the requirements of the AISC Seismic Provisions.
- (7) Lateral bracing of beams shall be provided in accordance with the AISC Seismic Provisions. To satisfy the requirements of the AISC Seismic Provisions for lateral bracing at plastic hinges, supplemental lateral bracing shall be provided at the top and bottom beam flanges and shall be located between the end of the protected zone and d/2 from the end of the protected zone. No attachment of lateral bracing shall be made within the protected zone.
Exception: For both SMF and IMF systems where the beam supports a concrete structural slab that is connected along the beam span between protected zones with welded shear connectors spaced at a maximum of 12 in. (300 mm) on center, supplemental top and bottom flange bracing at plastic hinges is not required.
- (8) The protected zone shall be determined as follows:
- (a) For unstiffened extended end-plate connections: the portion of beam between the face of the column and a distance from the face of the end plate equal to the depth of the beam or 3 times the width of the beam flange from the face of the column, whichever is less.
- (b) For stiffened extended end-plate connections: the portion of beam between the face of the column and a distance equal to the location of the end of the stiffener plus one-half the depth of the beam or 3 times the width of the beam flange, whichever is less.
6.3.2 Column Limitations
Columns shall satisfy the following limitations:
- (1) Columns shall be any of the rolled wide-flange shapes, welded built-up I-shapes, or flanged cruciform sections permitted in Section 2.3.
- (2) The end plate shall be connected to the flange of the column.
- (3) Rolled shape column depth shall be limited to W36 (W920) maximum. The depth of built-up wide-flange columns shall not exceed that for rolled shapes.
Flanged cruciform columns shall not have a width or depth greater than the depth allowed for rolled shapes.
- (4) There is no limit on the weight per foot of columns.
- (5) There are no additional requirements for flange thickness.
- (6) Width-to-thickness ratios for the flanges and web of the column shall conform to the requirements of the AISC Seismic Provisions.
- (7) Lateral bracing of columns shall conform to the requirements of the AISC Seismic Provisions.