Splices are located just above floor-beam connections, usually about 2 to 3 ft above the floor. Such a splice can of course be used when the connected members are of the same serial sizes (Figure 3a). In Fig. The side plates are shop attached to the lower column with either welds or bolts and can be located on either the inside or outside of the column walls. Consequently they provide the joint and the tension member with a larger extensional rigidity. When splices use bolted connections, high strength bolts are commonly used in order to reduce the splice length. Ropes are connected through end-sockets or terminals which develop the full static strength. A splice must carry this internal moment as well as the axial load F. Likewise a similar case can be presented which shows that an additional internal (secondary) minor axis moment also arises in the case of lateral-torsional buckling. Another reason for a splice may be to simplify construction in the field. Supplementary effects should be taken into account by the use of the guidelines in Section 4 and appropriate design rules have been provided Lectures 11.4. To help supplement this information, several HSS splice options are discussed below. Usually it is attached to the upper shaft, because a plate on the lower shaft may interfere with erection of the beams that frame into the column web. As an alternative, a thinner, division plate may be used with additional stiffeners to assist in diffusing the load through the splice as shown in Figure 4. Registration on or use of this site constitutes acceptance of our Privacy Policy. The butt-weld splice in Fig. The most common types of splices when beam parts have the same serial size are shown in Figure 5. | Already a member? Major changes occur where columns have to support heavy additional loads over a portion only of their height. Therefore the splice should include cover plates which restore continuity in flexure about both principal axes and resist any tensile force that would possibly result from secondary moments. The erection time in the field is minimal since only bolts are required to fasten the splice together. Rapidly explore innovative design options to reduce development time and expense, all within the Creo design environment. Alternatively a similar arrangement can be designed with a gap between the column ends, in which case all load must be transmitted by the cover plates. Keeping our warfighters safe and delivering them a competitive advantage is a key goal of departments of defense around the world. The stiffness of the column at the splice position must also be such that the column behaves as a continuous element. The upper column is attached to the side plates in the field with either bolts or fillet welds. the internal forces should be carefully identified and the magnitudes of load components determined so that equilibrium is satisfied. Tolerances at the splice position The National Structural Steelwork Specification (NSSS)4 includes several clauses relating to permitted deviations at column splices as indicated in Table 1, which may also be found in BS EN 1090-25.