530 Shear Splices

In buildings, splices of members subjected principally to shear should develop the strength required by the stresses at point of splice. For groove welds, however, the full strength of the smaller spliced member should be developed.

In highway bridges, shear splices should be designed for the larger of the following: 75% of the strength of the member or the average of the calculated stress at point of splice and the strength of the member there. Splices of rolled flexural members, however, may be designed for the calculated maximum shear multiplied by the ratio of splice design moment to actual moment at the splice.

In railroad bridges, shear splices in main members should have the same strength as the members. Splices in secondary members should develop the average of the strength of the members and the calculated stresses at the splices.

When fillers are used, the requirements discussed in Art. 5.13 should be satisfied.

Shear splices may be made with complete-penetration groove welds, preferably without splice plates. Design rules for groove welds are practically the same as for compression splices (Art. 5.27), though values of allowable stresses are different.

Shear splices are most often used for splicing girder webs. In such applications, splice plates should be symmetrically arranged on opposite sides of the web. For bridges, they should extend the full depth of the girder between flanges. Bolted splices should have at least two rows of fasteners on each side of the joint.

Generally, it is desirable to locate flange and web splices at different sections of a girder. But this is not always practical. Long continuous girders, for example, often require a field splice, which preferably is placed at a section with low bending stresses, such as the dead-load inflection points. In such cases it could be troublesome and costly to separate flange and web splices.

Sometimes, a web splice can be placed where it is required to transmit only shear. Usually, however, a web splice must be designed for both shear and moment. Even in a web splice subjected to pure shear, moment is present if splice plates are used, because of the eccentricity of the shear. For example, as indicated in Fig. 5.42, a group of fasteners on one side of the joint transmits the shear V (kips) from the web to the splice plates. This shear acts through the center of gravity O of the fastener group. On the other side of the joint, a similar

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