SW simulation of column vessels with tower hoops
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Most towers equipped with tower hoops are subject to large wind loads, and **since these loads are instantaneous, they are not taken into consideration. Common simplified models: 1. Wind load set to 0: The mechanical model of a tower with girders, simplified as a beam supported fixedly at one end under a uniform load, with a simply supported condition at the girders. After installing gussets, the bending moment exerted by wind loads on the tower is merely redistributed; at most, the position of the gussets is adjusted to make the bending moment at the lowest point equal to 0. If the wind load is 0, then all the moments caused by wind loads should also be 0, which makes no sense. 2. Model up to the height of the tower girders, and apply eccentric loads to the upper section: According to the mechanical model of the tower girders, the extreme value of the bending moment occurs at the lowest point. By comparing this with the bending moment caused by wind loads at a point along the tower girder from the lowest point, I believe this approach is somewhat conservative when considering only wind loads. I would appreciate it if experts could share their insights – how does your company handle this issue? ?
From a design perspective, isn’t it always necessary to be conservative?:L Let’s see how the experts respond
By applying the same wind and seismic loads, and simplifying the structure into a beam with one end fixed and the tower hoop section free, a force analysis can be conducted to calculate the reactions and moments at the tower hoop section and at the base, thereby enabling stress analysis of the critical sections of the tower