Strength calculation rack design for «Iron Mountain CIS"
By order of the company "Iron Mountain CIS", a series of strength calculations shelving structures, the appearance of one of the computational models which are shown in the figures below. Most of the calculation of shelving construction was carried out in an interactive mode with the representatives of the company - if any profile design does not satisfy the conditions of strength - quickly offered a different profile from the rolled metal available in the enterprise.
Metalwork rack is located inside the warehouse building.
The geometrical dimensions of structures: 850 mm length 95, width 72 800 mm, height 12 to 500 mm.
Shelf space is a multilevel structure, intended for the storage of goods. The design of the rack section consists of two types. Two standing next section linked jumpers in height. The next couple of sections set with step 1450 mm. shelving racks are made of ω-shaped perforated profile. Each pair of uprights linked by diagonal braces With 29h25h1.5. Storage of cargo carried on beams SS 1,5h85.
When calculating the racking design took into account its own weight and the weight of the load that fills the shelves of the rack.
Calculation of the rack design
To evaluate the performance of the rack structure following calculations were made: the static and the calculation of the stability. As a check calculation carried out by checking the rigidity design maximum allowable value of cantilever deflection elements.
In the static load were all based in one uploading, since the structure is located indoors and wind and snow loads do not act on it. Map equivalent (von Mises) stress is seen that as compared with the yield point of the material of the rack there is a significant safety factor, i.e. design is quite efficient. A comparison of the maximum permissible deflections with GOST 28766-90 "Racks. Bases for "showed that the rack structure is of sufficient rigidity and additional reinforcements are not needed.
Calculation of stability
Tested as the total stability of the construction. As a result of the calculation obtained by the least value design safety factor 8.2 (according to SP 16.13330.2011, p. 4.3.2 with the p. 4.2.5, 4.2.6 stability idealized linear elastic frame model is considered to be secured if K mouth ≥ 1.3 ). Thus, the stack structure is stable under the given load.
According p. 9.2.4 EN 15512 (FEM 10.2.02) open thin-walled profiles of the compressive load exposed locally (topically) buckling and buckling of the cross-sectional shape. In connection with this calculation was performed for the stability of the most loaded stand element in the rack structure.
Analysis of the results of static analysis shows that under the given design loads, equivalent stresses arising in the frame structure by using said cell sections, do not exceed the yield strength of the materials used, i.e. necessary strength is provided.
The design does not require additional measures to increase its stability. Minimum this design safety factor rack is 6.12 . Local stability shelving rack member is also verified. The minimum safety factor in this case is 4.52 .
Check the bearing capacity of the most loaded design elements showed that all operating conditions coefficients have values less than one, it is permissible and acceptable work suggests elements. Thus, we can conclude that the load capacity structures of data elements is provided.
Summarizing the results, we can conclude that the rack structure can bear the load applied to it, and does not require additional measures to increase the strength characteristics.
Consideration of the draft corresponds to the Russian standards (GOST 28766-90, SP 16.13330.2011, 20.13330.2011 SP), as well as European standards (EN 15512: 2009, FEM 10.2.02). This is evidenced by the conclusions reached above.