The Comparative Analysis of the Results of Real and Numerical Experiments for Defining the Ultimate Bearing Capacity of Light Gauge Steel Studs “Atlant”

Abstract

The article in question describes the results of comparison of numerical and real experiments, presented in the report of the Canadian laboratory “Bodycote” [1]. The paper depicts the test fixture, on witch six samples (two typical sizes) of light gauge steel stud “ATLANT” were tested. As a result, dependencies between bearing capacity and characteristic displacements were received. In order to repeat the experiment, the series of computer models were created with the software ANSYS. The computer models have complex nature: geometrical / physical nonlinearity was used. For accounting steel material nonlinearity, we used a multilinear model with isotropic hardening (MISO). The proper diagram was used for each typical size in accordance with the experiments on the tensile-testing machine. For the purpose of supporting condition and load modeling which are identical to the full-scale experiment, a couple of contact elements were used. The utilization of contact elements allowed us to consider friction between the sample and the supporting structures. One of the disadvantages of the full-scale experiment is the absence of measurements of the initial geometrical imperfections. For their consideration the use of probabilistic approach is suggested. This approach entails calculation of several models with different spread of initial imperfections. The initial geometrical imperfections with stochastic nature were included in the computing model. Parameters of distribution were based on the measurements of eighty-eight C-shaped members [8]. In the result of comparison, fine precision in terms of the ultimate bearing capacity and deformation pattern were established. According to expectation, the results of the full-scale experiments were found inside the fictitious “corridor”, created in accordance with the results of computer modeling.

Optimization of channels and I-shaped bended closed profiles with perforated walls

“…Пример реализации швеллерных ГЗП с перфорированными стенками по предлагаемому техническому решению можно привести, если в качестве базового объекта для сравнения принять модифицированные гнутые профили марки «Атлант» (рис. 5, а) [16], а также воспользоваться эквивалентными значениями геометрических характеристик самых крупнокалиберных сечений ([ atl 203×50,8 мм при t atl = 1,0; 1,5; 2,0 мм) из их сортамента [38]. Причем необходимо иметь в виду, что из-за своей сложной геометрии профили марки «Атлант» имеют непостоянную по длине форму поперечного сечения, а его характеристики -эквивалентные значения.…”

“…Из целого ряда аналогичных решений практический интерес представляет модифицированный профиль марки «Атлант», детальная проработка которого допускает его использование в качестве основы для каркасномонолитной конструкции (рис. 5) 4 [16]. Обобщая вышесказанное, необходимо учесть, что в настоящее время и в обозримой перспективе разработка и исследование, проектирование и внедрение ЛСТК актуальны, востребованы и продолжают постоянно обновляться в режиме реального времени для использования в массовом промышленном и гражданском строительстве, включая жилые объекты разной этажности [17][18][19][20][21][22].…”

Bearing capacity of steel thin-walled profiles in reliability assessment

“…Geometric imperfections arise due to elastic and elastoplastic deformations in profile manufacturing by cold rolling. Accounting for initial geometric imperfections is characterized by an increase in stresses due to the occurrence of additional eccentricities from initial curvatures [8,9,10,11,12,13,14].…”