![]() The resistance of the stub in tension is assumed to be provided by the holding down bolts, while the resistance of the stub in compression is assumed to be provided by a compression zone in the concrete, which is concentric with the column flange as shown below.īase plate yield strength f y,bp = R eH = 255 N/mm 2īase plate ultimate strength f u,bp = R m = 410 N/mm 2Ĭharacteristic cylinder strength f ck = 30 MPa = 30 N/mm 2 In EN :2005, the resistance of a base plate subjected to bending moment and axial force is assumed to be provided by two T-stubs, one in tension, and the other in compression. This arrangement is then evaluated for its resistance against the anticipated actions from the superstructure. The design methodology for a moment-resisting base plate connection involves using an iterative approach/experience to select the best base dimensions and bolt configuration. When the moments and forces are high, the holding-down system may need to be designed in conjunction with the reinforcement in the base. The sizes of anchor plates are chosen so as not to apply stress of more than 30 N/mm 2 at the concrete interface, assuming 50% of the plate is embedded in concrete. ![]() All holding-down bolts should be provided with an embedded anchor plate for the head of the bolt to bear against. Larger bolts in smaller numbers are usually preferable. For the design of moment-resisting base plates, the smallest diameter of bolts to be considered should be M20, even though M30 bolts are deemed the most appropriate.
0 Comments
Leave a Reply. |