8.5beam web-to-column connection limitations

AISC 358-22, Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications

Last Updated 29 Oct 2026

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The overall details of the beam web-to-column flange connection are shown in Figure 8.2. Single-plate shear connections shall conform to the requirements shown in Figure 8.2. Beam web-to-column flange connections shall satisfy the following limitations:

(1) A single-plate shear connection shall be provided with a thickness equal to at least that of the beam web. The height of the single plate shall allow a 1/4-in.- (6-mm) minimum and 1/2-in.- (13-mm) maximum overlap with the weld access hole at the top and bottom as shown in Figure 8.3. The width shall extend 2 in. (50 mm) minimum beyond the end of the weld access hole.
(2) The single-plate shear connection shall be welded to the column flange. The design shear strength of the welds shall be at least $0.6 R_{y} F_{y p} h_{p} t_{p}$ , where $h_{p}$ is defined as the length of the plate, as shown in Figure 8.2, and $t_{p}$ is the thickness of the plate.
(3) The single-plate shear connection shall be connected to the beam web with fillet welds, as shown in Figures 8.2 and 8.3. The size of the fillet weld shall equal the thickness of the single plate minus 1/16 in. (2 mm). The fillet welds shall extend along the sloped top and bottom portions of the single plate and along the vertical single plate length, as shown in Figures 8.2 and 8.3. The fillet welds on the sloped top and bottom portions of the single plate shall be terminated at least 1/2 in. (13 mm) but not more than 1 in. (25 mm) from the edge of the weld access hole, as shown in Figure 8.3.
(4) Erection bolts in standard holes or horizontal short slots are permitted as needed.
(5) A CJP groove weld shall be provided between the beam web and the column flange. This weld shall be provided over the full length of the web between weld access holes and shall conform to the requirements for demand critical welds in the AISC Seismic Provisions and AWS D1.8/D1.8M. Weld tabs are not required. Weld tabs, if used, must be removed after welding in accordance with the requirements of Section 3.4. When weld tabs are not used, the use of cascaded weld ends within the weld groove shall be permitted at a maximum angle of 45°. Nondestructive testing (NDT) of cascaded weld ends need not be performed.

8.5beam web-to-column connection limitations

AISC 358-22, Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications

Last Updated 29 Oct 2026

Hover any section to copy its link or text, ask Copilot about it, or bookmark it.

(1) A single-plate shear connection shall be provided with a thickness equal to at least that of the beam web. The height of the single plate shall allow a 1/4-in.- (6-mm) minimum and 1/2-in.- (13-mm) maximum overlap with the weld access hole at the top and bottom as shown in Figure 8.3. The width shall extend 2 in. (50 mm) minimum beyond the end of the weld access hole.
(2) The single-plate shear connection shall be welded to the column flange. The design shear strength of the welds shall be at least $0.6 R_{y} F_{y p} h_{p} t_{p}$ , where $h_{p}$ is defined as the length of the plate, as shown in Figure 8.2, and $t_{p}$ is the thickness of the plate.
(3) The single-plate shear connection shall be connected to the beam web with fillet welds, as shown in Figures 8.2 and 8.3. The size of the fillet weld shall equal the thickness of the single plate minus 1/16 in. (2 mm). The fillet welds shall extend along the sloped top and bottom portions of the single plate and along the vertical single plate length, as shown in Figures 8.2 and 8.3. The fillet welds on the sloped top and bottom portions of the single plate shall be terminated at least 1/2 in. (13 mm) but not more than 1 in. (25 mm) from the edge of the weld access hole, as shown in Figure 8.3.
(4) Erection bolts in standard holes or horizontal short slots are permitted as needed.
(5) A CJP groove weld shall be provided between the beam web and the column flange. This weld shall be provided over the full length of the web between weld access holes and shall conform to the requirements for demand critical welds in the AISC Seismic Provisions and AWS D1.8/D1.8M. Weld tabs are not required. Weld tabs, if used, must be removed after welding in accordance with the requirements of Section 3.4. When weld tabs are not used, the use of cascaded weld ends within the weld groove shall be permitted at a maximum angle of 45°. Nondestructive testing (NDT) of cascaded weld ends need not be performed.