Figure 4-12
Shear Connection: All-Welded Double-Angle
Girder B6 / Beam B8B
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North Elevation
Limit States
Shear Rupture Shear Yielding Weld Strength
Notes
• B8 girder supports Beam B8A by an all-welded double-angle connection.
• The double-angles are field welded to the supporting girder and shop welded to the supported beam.
• When connection elements are field welded to members, the area of attachment must be free of any coatings (i.e. paint) or lubricants (i.e. oil or grease)
• Welds on the supporting member should be placed along the toe and optionally along the bottom edge of the angle. Properly sized weld returns should be provided at the top edge of the angle; welding across the entire top edge should be avoided since it would inhibit the flexibility of the connection.
• Welds on the supported side are placed along the toe of each angle and optionally along the top or bottom edges of both angles.
East Elevation
Figure 4-15
Shear Connection: All-Welded Double-Angle
Girder B8 / Beam B8A
Figure 4-13
Shear Connection: Bolted-Welded Double-Angle
Girder B8 / Beam B8A
4-10 • Connections Teaching Toolkit
Notes
• Column C2 supports Girder B8 by all-welded double-angles.
• The double-angles have been field welded to the supporting column and shop welded to the supported girder.
• When connection elements are field welded to members, the area of attachment must be free of any coatings (i.e. paint) or lubricants (i.e. oil or grease)
• Welds on the supporting member should be placed along the toe and optionally along the bottom edge of the angle. Properly sized weld returns should be provided at the top edge of the angle; welding across the entire top edge should be avoided since it would inhibit the flexibility of the connection.
• Welds on the supported side are placed along the toe of each angle and optionally along the top or bottom edges of both angles.
North Elevation
Limit States
Shear Rupture Shear Yielding Weld Strength
East Elevation
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Figure 4-18
Shear Connection: All-Welded Double-Angle
Column C2 / Girder B8
Figure 4-14
Shear Connection: Bolted-Welded Double-Angle
Column C2 / Girder B8
Figure 4-15. Shear Connection: All-welded double-angle
Girder B6 / Beam B8B Figure 4-18. Shear Connection: All-welded double-angle Column C2 / Girder B8
Figure 4-16. Shear Connection: All-welded double-angle
Girder B6 / Beam B8B Figure 4-19. Shear Connection: All-welded double angle Column C2 / Girder B8
Figure 4-17. Shear Connection: All-welded double-angle
Girder B8 / Beam B8A Figure 4-20. Shear Connection: All-welded double-angle Column C2 / Girder B8
4-12 • Connections Teaching Toolkit
SHEAR END-PLATE CONNECTION
A shear end-plate connection involves welding a plate per-pendicular to the end of the supported web and bolting or welding the plate to the supporting member. The vertical dimension of the plate should not exceed that of the sup-ported beam web. If the supporting side is bolted, the hori-zontal dimension will depend on the bolt size, gage spacing, and edge distance. Shop welding is the only method of join-ing the supported beam web and the plate. In the AISC Manual, the minimum tabulated thickness for welding assumes E70 electrodes and is based on matching shear rup-ture strength of the weld with the shear ruprup-ture strength of the base metal. If less than the tabulated thickness is pro-vided, the tabulated weld values must be reduced by the ratio of thickness provided to thickness required. Thus, longer yet smaller welds are better suited as larger welds provide no strength advantage once the limiting thickness has been reached.
Shear end-plates are generally simple to design but require good control of tolerances in fabrication since the detailed length must fit between supports. The detailed length is normally established such that a small erection gap is present. This gap can be filled with shims.
The shear plate essentially has only one ply; the assumed location of the idealized pin is at the plate itself. The rota-tion flexibility for a shear plate will approximate that of a double-angle connection with similar thickness, gage lines, and connection length.
Beam B2A illustrates a shear end-plate connection. The plate is shop welded to the supported beam web, and field bolted to the girder. Beam B2A is an American Standard (S) shape, characterized by tapered flanges. Sshapes are not commonly used in steel framing today, but used here for illustration purposes.
UNSTIFFENED SEATED CONNECTION The unstiffened seated connection is somewhat unique to the family of shear connections. Unlike all the other shear connections, the attachment for a seated connection is not made at the web of the supported beam. A seated connec-tion is made from an angle that is mounted to the support such that one leg is vertical against the face of the support-ing member, and the other, outstandsupport-ing angle leg, provides a “seat” upon which the beam rests and supports the reac-tion. The seat angle also provides a location to place the supported beam during erection as the angle is shop attached to the supporting member. The seat angle may be attached to the supporting member either by bolting or welding.
In the AISC Manual, the minimum tabulated thickness for welding the seated connection assumes E70 electrodes and is based on matching the shear rupture strength of the
Figure 4-21. Shear Connection: Bolted shear end-plate Girder B2 / Beam B2A
Figure 4-22. Shear Connection: Bolted shear end-plate Girder B2 / Beam B2A
South Elevation West Elevation
Limit States
Block Shear Rupture Bolt Bearing
Bolt Shear Shear Rupture Shear Yielding Weld Strength
Notes
• Girder B2 supports Beam B2A by a bolted shear end-plate connection.
• Shear end-plates are always welded to the supported beam.
• The plate is shop welded to the supported beam and field bolted to the supporting girder.
• The supported beam is an American Standard (S) shape, characterized by tapered flanges.
• No geometric eccentricities are associated with this connection.
• Shear end-plate connections require tight fabrication and erection tolerances. For bolting, the beam may be specified short and shims used to fill the gap.
• Only A36 grade steel should be used for shear end-plate connections.
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