The width of the upper flange of the crane beam is small, which satisfies the requirements of the track installation size, and there is a problem of using the turbulence. This problem is more common.
When the crane is more than 10 tons, the lateral direction of the compression flange of the crane beam does not strengthen the section, nor does it set the horizontal truss, causing the crane to move.
The slope angle of a project roof is more than 40 degrees, and it is collapsed in high winds by using the body shape coefficient stipulated by the load code.
The portal frame has a multi-span unequal height, or a multi-span factory with a skylight, and the wind load shape factor is chaotic.
The factory building is a mast, and the roof beam is an H-section steel beam. The top of the column is hinged. It is not a portal frame system, but it is designed according to the portal frame.
Many computerized data or hand calculations are incomplete, such as purlins, wall beams, wall columns, column support, roof support, etc., especially node connections, which are equivalent to some calculations.
When the purlin is used as a lateral support truss vertical rod, the bearing capacity and the slenderness ratio as the strut are not checked.
Some factories do not have pull bars between them, which affects the structural safety.
In some projects, the cross support is only located near the side column between adjacent rigid frames, and horizontal trusses are not formed;
Grade A steel cannot be used unconditionally;
Most of the projects did not perform the horizontal reaction check of the column foot plate.
Some independent temperature-stable support systems are not formed in the temperature section of the plant, and structural rigidity cannot be guaranteed.
Some project drawings do not specify the weld form and quality level requirements, and the quality cannot be guaranteed.
The lateral support and vertical support of the roof are not located within the same column distance, and the rigid space block cannot be formed.
In some projects, the rigid frame of the rigid frame is not provided at the turning point of the frame, and the ordinary rafters are only available in the cornice, which cannot guarantee the longitudinal rigidity of the house.
Some second-floor factories do not conduct overall analysis and have security problems.
Some end plates are less than 16mm thick.
When the factory has a crane, the center column uses a swing column.
Some projects do not have support.
The position of the wind-resistant column is not properly set and is not located at the node of the horizontal support of the roof.
The pull-up force of the anchor bolts with inter-column support is not calculated.
There is no calculation book for the roof support and the column support connection node.
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