Stress characteristics of steel structure workshops

1. For portal-type rigid frame steel structure workshops that are not high in height and do not have a crane, the connection between the column foot and the foundation is usually designed as a hinge. The top surface of the foundation is only subject to the vertical pressure generated by the superstructure and the horizontal force generated by wind load. The additional eccentric bending moment on the bottom surface of the foundation caused by horizontal wind load is relatively small, and the foundation design is relatively simple.

2. For high-height gantry steel structure workshop and steel rack structure factory building with bridge cranes, especially when the crane tonnage is large (two 20t cranes in a single span or larger), in order to effectively improve The anti-lateral stiffness of the structure is used to control lateral displacement. The column feet are usually designed to be rigidly connected laterally and articulated longitudinally.

3. The longitudinal horizontal load on the factory building is transmitted to the top surface of the foundation through the inter-column supports. In the transverse direction, because the steel structure has a light weight, a long natural vibration period of the structure, and a relatively small horizontal earthquake effect, the controlling transverse horizontal load is usually the crane horizontal braking load plus wind formula, and the axial forces of the two rods may not be equal. The formula is based on elastic stability theory.