scholarly journals BEHAVIOUR OF VERTICAL CYLINDRICAL TANK WITH LOCAL WALL IMPERFECTIONS

2019 ◽  
Vol 25 (3) ◽  
pp. 287-296 ◽  
Author(s):  
Antanas Šapalas ◽  
Gintas Šaučiuvėnas ◽  
Konstantin Rasiulis ◽  
Mečislovas Griškevičius ◽  
Tomas Gečys
Keyword(s):  
Bearing Capacity ◽  
Extreme Points ◽  
The European Union ◽  
Maintenance Period ◽  
Cylindrical Tank ◽  
Load Bearing Capacity ◽  
Complex Investigation ◽  
Load Bearing ◽  
Thin Walled Structures ◽  
Thin Walled

Design of modern thin-walled metal structures is widely used around the world. In recent decades, more comprehensive research is carried out to investigate the behaviour of various thin-walled structures. Generally, the structure with regular geometry is investigated. In various countries such as USA, Russia, and the European Union issued the standards on regulation of the construction, design and maintenance of thin-walled structures. The actually used period of tanks usually is longer than recommendatory period. Recommendatory maintenance period of metal tanks is 15–20 years. Therefore, for such structures one of the most considerable questions is the residual load bearing capacity beyond the end of the maintenance period. This phase of using of structures is associated with complex investigation and numerical analysis of thin-walled structures. In this paper the load bearing capacity of the steel wall of the existing over-ground vertical cylindrical tank in volume of 5,000 m3 with a single defect and with a few contiguous local defects of the shape is analyzed. Calculations carried out are taking into account all the imperfections of the wall geometry. A major goal of the research – developing a realistic numerical model of the object analyzed, taking into account all the imperfections, determining the wall stress and strain state, exploring the places of extreme points, calculating the residual load bearing capacity of the tank and scrutinizing possible strengthening schemes for defective areas.

scholarly journals Thin-walled profiles and their joint assembly units built with screws: numerical studies of load bearing capacity

2018 ◽  
Vol 196 ◽  
pp. 01008 ◽  
Author(s):  
Vadim Alpatov ◽  
Alexey Soloviev
Keyword(s):  
Bearing Capacity ◽  
Three Dimensional ◽  
Load Bearing Capacity ◽  
Thread Cutting ◽  
Load Bearing ◽  
Thin Walled Structures ◽  
Numerical Studies ◽  
Thin Walled ◽  
With Screws ◽  
Joint Assembly

There is a tendency to reduce weight of load-bearing metal structures being developed and successfully realized in modern building construction. This idea serves as a basis for a whole scientific direction, named Development and application of light steel thin-walled structures (LSTS). Among them, LTST built with pop-rivets and thread-cutting screws are most widespread due to their simplicity and relative cheapness This paper presents numerical studies of LSTS joint assembly units built with screws and their load bearing capacity. The peculiarity of these units consists in misalignment of joint elements. The calculation was performed in the SolidWorks Simulation System. The modeled node is a three-dimensional assembly consisting of solid components. The results of the study are as follows: 1) thin-walled profiles have a significant sensitivity to eccentricity; 2) it is unacceptable to disregard eccentricities for thin-walled profiles and their joint connections; 3) eccentricities should be compensated by measures to improve reliability in joint connections design.

scholarly journals Physical Tests of Alternative Connections of Different High Roof Purlins Regarding Upward Loading

Buildings ◽  
2021 ◽  
Vol 11 (11) ◽  
pp. 512
Author(s):  
Miroslav Rosmanit ◽  
Přemysl Pařenica ◽  
Oldřich Sucharda ◽  
Petr Lehner
Keyword(s):  
Bearing Capacity ◽  
Load Capacity ◽  
Load Bearing Capacity ◽  
Physical Test ◽  
Load Bearing ◽  
Thin Walled Structures ◽  
Load Carrying ◽  
Physical Tests ◽  
Thin Walled ◽  
The Individual

Thin-walled cold-rolled sections are used in the construction industry, especially in the roofing of large-span halls. The load-bearing capacity of a thin-walled structure depends to a large extent on the load-bearing capacity of the details at the point of attachment to the structure and the interconnection of the individual thin-walled elements. Therefore, in the case of thin-walled structures, it is necessary to use additional structural elements such as local reinforcement, stabilising elements, supports, and other structural measures such as the doubling of profiles. This paper focused on the behaviour of tall Z300 and Z350 mm thin-walled trusses at the connection to the superstructure regarding upward loading (e.g., wind suction and so on). Two section thicknesses, 1.89 mm and 2.85 mm, were experimentally analysed. Furthermore, two types of connections were prepared, more precisely without and with a reinforced buckle. The experiments aimed to investigate the behaviour and load-carrying capacity of the detail of the roof truss connections to the supporting structure. The resulting load capacity values were compared with normative approaches. Analyses of the details of the bolt in the connection are also presented. The paper presents a practical evaluation of the physical test on real structural members.

scholarly journals Degradation of Axial Ultimate Load-Bearing Capacity of Circular Thin-Walled Concrete-Filled Steel Tubular Stub Columns after Corrosion

Materials ◽  
2020 ◽  
Vol 13 (3) ◽  
pp. 795 ◽  
Author(s):  
Fengjie Zhang ◽  
Junwu Xia ◽  
Guo Li ◽  
Zhen Guo ◽  
Hongfei Chang ◽  
...  
Keyword(s):  
Bearing Capacity ◽  
Ultimate Load ◽  
Steel Tube ◽  
Parameter Analysis ◽  
Loading Test ◽  
Steel Tubes ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Thin Walled ◽  
Stub Columns

This work aimed to investigate the effects of steel tube corrosion on the axial ultimate load-bearing capacity (AULC) of circular thin-walled concrete-filled steel tubular (CFST) members. Circular thin-walled CFST stub column specimens were made of steel tubes with various wall-thicknesses. These CFST column specimens were subjected to an accelerated corrosion test, where the steel tubes were corroded to different degrees of corrosion. Then, these CFST specimens with corroded steel tubes experienced an axial static loading test. Results show that the failure patterns of circular thin-walled CFST stub columns with corroded steel tubes are different from those of the counterpart CFST columns with ordinary wall-thickness steel tubes, which is a typical failure mode of shear bulging with slight local outward buckling. The ultimate strength and plastic deformation capacity of the CFST specimens decreased with the increasing degree of steel corrosion. The failure modes of the specimens still belonged to ductile failure because of the confinement of outer steel tube. The degree of steel tube corrosion, diameter-to-thickness ratio, and confinement coefficient had substantial influences on the AULC and the ultimate compressive strength of circular thin-walled CFST stub columns. A simple AULC prediction model for corroded circular thin-walled CFST stub columns was presented through the regression of the experimental data and parameter analysis.

scholarly journals Numerical modelingof a composite section element from thin-walled profiles taking into account the initial geometric imperfections

2020 ◽  
Vol 17 (1) ◽  
pp. 82-86
Author(s):  
D. A. Prostakishina ◽  
◽  
N. D. Korsun ◽  
Keyword(s):  
Bearing Capacity ◽  
Compressive Force ◽  
Stability Loss ◽  
Load Bearing Capacity ◽  
Geometric Imperfections ◽  
Load Bearing ◽  
Composite Section ◽  
Initial Geometric Imperfections ◽  
Thin Walled ◽  
The Stability

The article describes the process of numerical simulation of a composite symmetric section element made of thin-walled Sigma profiles operating under conditions of longitudinal compressive force with bending, taking into account the initial geometric imperfections. At numerical modeling, the main criterion of the load-bearing capacity exhaustion in case of eccentric compression is the stability loss in one of the forms. However, for thin-walled elements, the loss of local stability does not mean that the load-bearing capacity is completely exhausted, since the element continues to carry the load, but to a lesser extent. Therefore, simulation was carried out in two stages: initially, in the elastic formulation, the possible buckling modes were determined, afterwards, there was made calculation on the deformed pattern taking into account possible imperfections.

scholarly journals ANALYSIS OF LOADS AND STRUCTURAL CAPACITY OF STEEL SILO WITH CORRUGATED WALL FOR PELLETED MATERIAL

2014 ◽  
Vol 20 (3) ◽  
pp. 372-379 ◽  
Author(s):  
Ryszard Antonowicz ◽  
Czesław Bywalski ◽  
Mieczysław Kaminski
Keyword(s):  
Bearing Capacity ◽  
Material Flow ◽  
Bulk Material ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Structural Capacity ◽  
Thin Walled ◽  
Material Load ◽  
Corrugated Wall ◽  
Steel Silos

This paper deals with problems connected with the design and operation of thin-walled steel silos for storing pelleted materials. A failure of a faultily designed silo is described and its causes are examined. The parameters of the stored material were determined. The exceptional (unforeseen) loads produced by arching and their consequences were analysed. In order to compare the effect of calculation assumptions on the degree of use of the load-bearing capacity of the stringer its buckling capacity under the stored material load alone was checked. On the basis of the analyses the probable course of the events leading to the failure was determined. It is pointed out that the exceptional loads and the disturbance of the bulk material flow by silo structural and technological fittings need to be taken into account in the design of silos.

scholarly journals ACCOUNTING THE STEEL PROFILE IN THE CALCULATIONS OF THE LOADING CAPABILITY OF STEEL-CONCRETE BEAMS

2019 ◽  
pp. 26-33
Author(s):  
N. Vinogradova
Keyword(s):  
Reinforced Concrete ◽  
Bearing Capacity ◽  
Concrete Beams ◽  
Experimental Studies ◽  
Structural Elements ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
External Reinforcement ◽  
Thin Walled ◽  
Monolithic Structure

Prefabricated monolithic floors are the best solution in terms of cost and time of work. In addition, due to the lightweight filling blocks included in the prefabricated monolithic structure, the overlap has less weight than the classic monolithic or precast slabs. Within the framework of this article, elements of prefabricated monolithic floors — reinforced concrete T-beams with a steel thin-walled profile, which is used primarily as formwork at the stage of construction and installation works, are calculated. Nevertheless, the calculation of the steel profile as an external reinforcement increases the load-bearing capacity of the beams by 50%. To assess the fact effect of the steel thin-walled profile on the strength characteristics of structural elements, experimental studies are conducted. According to the results of the experiment, it is found that the contribution of the steel thin-walled profile to the bearing capacity of the beams is 15%, while if the profile slip due to anchoring in the supporting zones is reduced, the bearing capacity increases by 50-60% compared to similar beams without a profile

scholarly journals Study of Load Bearing Capacity of Profiled Steel Sheet Wall Subjected to Combined Bending and Vertical Compression in Electrostatic Precipitator

2014 ◽  
Vol 8 (1) ◽  
pp. 326-331 ◽  
Author(s):  
Dengfeng Wang ◽  
Yongfu Yu ◽  
Licheng Pan ◽  
Haijin Dai
Keyword(s):  
Finite Element Method ◽  
Finite Element ◽  
Bearing Capacity ◽  
Steel Sheet ◽  
Loading Path ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Thin Walled ◽  
Compression Resistance ◽  
Element Method

For some electrostatic precipitators, profiled steel sheets are used as casing wall which is subjected to both bending and vertical compression. By nonlinear finite element method, the influences of structural parameters on load bearing capacity of profiled steel sheet wall were investigated. For the loading path, the uniform transversal pressure was applied firstly, and then the vertical compression was applied until the wall failed. The results indicate that the vertical compression resistance of profiled sheet decreases with the transversal load or the increasing sheet span. For certain sheet shape, the vertical compression resistance of profiled sheet decreases with the wall width increasing. The vertical resistance of the profiled sheet whose tensioned flanges are connected with the side columns is more than that whose compressed flanges are connected with the side columns. When the vertical compression resistance is calculated according to the buckling evaluation method of cold-form thin-walled steel member, the value is usually less than the solution from finite element method. Consequently, the load bearing capacity based on the related method of cold-form thin-walled steel member can be taken as a reference solution for the profiled steel sheet subjected to combined bending and vertical compression.

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