The purpose of the article: to determine the possibility of using file hash analysis using artificial neural networks to detect exploits in files. Research method: the search for exploits in files is carried out based on the analysis of Windows registry file hashes obtained by two hashing algorithms SHA-256 and SHA-512, using three types of artificial neural networks (direct propagation, recurrent, convolutional). The obtained result: the use of artificial neural networks in file hash analysis allows us to identify exploits or malicious records in files; the performance (accuracy) of artificial neural networks of direct propagation and with recurrent architecture are comparable to each other and are much more productive than convolutional neural networks; the longer the length of the file hash, the more reliably it is to identify an exploit in the file.

Keywords: malware, exploit, neural networks, hashing, modeling

The article discusses the results of the calculation of reinforcement in monolithic reinforced concrete floors. The subject of the study is the reinforcement of the slab section located next to the column. The study was carried out by setting up a computational experiment. Modeling was performed in software systems: Revit, Sapphire and Lira-CAD. Finite element models were calculated in Lira-CAD software. A total of 7 series of samples were calculated. The samples are a fragment of a monolithic reinforced concrete floor of a civil building. Investigated factors: triangulation parameters; the presence or absence of absolutely rigid bodies in the node. The authors performed a comparative analysis of the results of a computational experiment. It was found that for the most correct and economical selection of reinforcement in models without the use of AFL, it is desirable to take the triangulation step in the slab equal to the side of the column section or more than this value by no more than 15%, since an increase in the size of the finite elements leads to an underestimation of the reference moment and the resulting area calculation longitudinal working reinforcement. With this approach, the value of the maximum moment, and, therefore, the area obtained by the calculation of the reinforcement will be 6% higher, which makes it more preferable, although it increases the complexity of creating a finite element circuit.

Keywords: BIM technology, reinforced concrete, girder-free overlap, reinforcement, triangulation, finite element, reinforcement selection, computational experiment, Rewit, Sapphire, Lira-CAD

The article discusses the results of the calculation of monolithic non-slab floors. The authors used software that supports BIM design technology. Models were created in Rewit Sapphire and Lyra-SAPR. The article describes the method of creating computer models. The computational experiment plan and the main parameters of the calculated prototypes are given. A total of four series of samples was calculated. The series differ in the way they create a computer model. In each series, all methods of triangulation that are available for this software package are implemented. To ensure the comparability of results, the step of triangulation in each of the series was taken to be the same: 0.17, 024, 0.4, 0.46, 0.55, 0.67 and 0.86 m. The authors made a comparative analysis of the quality of computer models after they were imported into the PC Lira-SAPR. It has been established that errors are observed when importing schemes from different software systems. Characteristics of the material, the stiffness of the elements and the load are not always transmitted correctly. This circumstance forces to do additional work. Namely, a detailed check of the circuit and its adjustment manually. BIM technology, reinforced concrete, girder-free overlap, reinforcement, triangulation, finite element, reinforcement selection, computational experiment, Rewit, Sapphire, Lira-CAD.

Keywords: BIM technology, reinforced concrete, girder-free overlap, reinforcement, triangulation, finite element, reinforcement selection, computational experiment, Rewit, Sapphire, Lira-CAD

In this article the comparative analysis of reinforcement of monolithic reinforced concrete plate under various conditions of calculation is made: without seismic actions, with design earthquake and with maximum design earthquake. It was found that taking into account the seismicity of 9 points without the use of methods of active seismic protection leads to an increase reinforcement to 28 % when taking into account the design earthquake and 81 % when calculating the maximum design earthquake. In addition, the analysis of the tool "Consumption of concrete and reinforcement" in the Lira-SAPR is made. The correction factor for the transition from theoretical to real reinforcement was obtained: it ranged from 2.4 to 3.0

Keywords: seismic impact, Lira-SAPR, maximum design earthquake calculation, frame calculation, slab, reinforced concrete, specific consumption of reinforcement

To date, the construction of the new techniques of construction of buildings and structures, as well as the most advanced durable and lightweight materials with high performance characteristics. All this allows you to build cost-effective, high-quality and aesthetically attractive houses. Depending on the materials used in the construction of multi-storey buildings was considered the effectiveness of ribbed coffered floors. Calculation of the 18-storey monolithic building was made in the program complex "Lira-CAD-2013". Floor slab typical floor is considered in the following schemes: buildings with a step of columns 6m and 12 m, the ceiling is flat and coffered with a 200mm plate 50mm, different beam cross-sections (200х400мм and 200х450мм), step 900х900 mm. analysis of the results showed that the most advantageous use of coffered ceilings in the building with a column grid of 12 m, with the use of high-strength concrete and reinforcement steel class A500.

Keywords: caisson ceiling, slab, beam, reinforcement, concrete, analysis, consumption, reinforcement, step columns, the cost of construction, structural scheme

The article deals with the effectiveness of high-strength concrete for the design of concrete columns on the example of 20-storey residential building in Rostov-on-Don. The results of the ground floor columns calculations for different types of concrete strength are presented. The columns are presented in two variations. The first variation is 600x600 B25 from the second underground floor to the tenth floor and 500x500 B25 from the eleventh to twenty-fifth floor. The second one is 500x500 B60 from the second underground floor to the seventh floor, 400x400 B60 from the eighth to the eleventh and 400x400 B25 from the twelfth to the twentieth floor. The analysis of the study results showed the technical and economic efficiency of the use of high-strength concrete (in particular, concrete class B60) due to increasing the strength characteristics of the compressed elements. This is also due to reducing the cross-sectional size and weight of the columns, saving reinforcement, causing a reduction in the cost of elements as a whole.

Keywords: high-strength concrete, compressed elements, construction of tall buildings, columns, Lira-SAPR, calculation of structures

In the article results of the analysis of analytical dependences and results of the computing experiment executed in Lyr-CAD environment are considered. The purpose of the performed work is a quantitative assessment of the reduction in strength of beams of monolithic reinforced concrete overlappings caused by errors made during the performance of reinforcement work. In particular, an increase in the thickness of the protective layer of concrete and the consequent reduction in the working height of the section are considered. The data analyzed for both reference and span cross sections are analyzed. In total, four series of samples were selected, differing in the class of concrete (B15, B20, B25 and B30). Each series consisted of 9 samples having different working height sections in the reference and span sections. The working height of the section varied from 5 to 22%. The finite element model was created in the LIRA-CAD environment. In the course of the analysis, the effect of changing the working height of the section on the area of ​​the reference and passing reinforcement, selected for strength, was investigated.

Keywords: It is established that the degree of influence of the deviations of the position of the reinforcement from the design in the reference sections and in the span is different. The greatest danger is represented by the support sections, that is, the overlapp

Modern programmatic complexes, supporting BIM technologies, allow in the automatic mode to carry out a transition from the 3d-модели of building to the model analytical, and then to the calculation certainly to the element model of building, the calculation of that is conducted with the use of programmatic complexes being based on the use of method of eventual elements. The results of calculation of different variants of the net of eventual elements, generated by facilities of the programmatic complex SAPPHIRE, are considered in the article. As a model for a calculable experiment the fragment of monolithic multistory girderless framework is accepted. The knot of leaning of flag on a column was designed both with the use of absolutely hard body and without him. The step of triangulation was varied in limits a from 1/35 to 1/5 span. The article of analysis is choose the area of lower longitudinal armature along the axis "Х" in the middle of flight. It is set that not dependency upon a type and step of triangulation the use of absolutely hard bodies conduces to the decline of the armature required by a calculation on the average it is Also certain on 6 %., that type and step the triangulations used in the programmatic complex SAPPHIRE substantial influence on the result of selection of flight armature do not render. However it is necessary to take into account that this result is got for charts in that obligatory is eventual elements, the centres of gravity of that are situated in the middle of flight, to what it is needed to aim in the process of creation of computer model of building.

Keywords:

In the article the results of reinforcement of monolithic reinforced concrete slab bezbalochnyh, different parameters of a finite element mesh, under other equal characteristics. Of course cell model was created by means of PC SAPPHIRE with subsequent transfer of analytical model in LIRA-CAD when creating analytical models used three variants of triangulation, namely: rectangular, triangular and adaptive step triangulation ranged over a wide range-from 1/6 up to 1/30 span. Bearing slabs at columns was carried out on two variants : using an absolutely rigid body and without it. The subject analysis of selected area of the upper longitudinal bearing fittings. During the analysis process was investigated the influence of automatic finite element mesh triangulation on anchor square fittings. Found that in all cases an increase in triangulation step reduces the required for calculating the square top of the longitudinal reinforcement. This reduction may reach 85%, and in case of insufficient quality control finite element mesh is going to cause a serious error in the calculation. When automatically generating a mesh leaf size can significantly exceed step triangulation. All meshes with the zone of transition from AGT to the plate in the form of triangles effect is observed the increase required for calculating reinforcement as you go further away from the brink of columns, that in our view it is illogical. Practical value as the most simple way, has the option of split slabs into rectangular finite elements with a size equal to or slightly greater than the section of the column. without the use of absolute hard bodies.

Keywords: monolithic frame, non-beam overlapping, triangulation, selection of reinforcement, design calculation, PC SAPPHIRE, PC LIRA-CAD

The calculation of multi-storey reinforced concrete frame building, consisting of apartments, offices and underground parking, against progressive collapse is presented in the paper. Two different ways of simulation of reinforced concrete building against progressive collapse are suggested, needed for estimation of survivability of building structures. The technique, which allows to carry out the stability of reinforced concrete structure to resist progressive collapse, is presented. This method is based on a nonlinear analysis of framed structures under the special load combination and includes dead and live loads, implying that the loading process modeling is fulfilled on the basis of the adjusted step method. The last one is of great importance for simulation of the processes in the whole life cycle of structures. The obtained results show that the offered strength calculation method of the framed structure against progressive collapse considers both geometric and material nonlinearity and also allows to assess survivability of the construction under conditions of emergency events and its stability to resist against progressive collapse. The step method of solving nonlinear problems, applied for modeling of collapse process, is shown to be more appropriate for these cases. We conclude that applying the proposed method of calculation results in more economic use of materials, giving evidence of its effectiveness.

Keywords: progressive collapse, survivability of building structures, computer simulation, structural elements, nonlinear analysis, stability, geometric and material nonlinearity, the step method

The market in Russia is common formwork caisson ceilings SkyDome system.In the article the question of the effectiveness of ribbed caisson ceilings in multi-storey monolithic buildings compared to with .flat slab floor. The program complex "Lira-CAD 2013" calculated the 18-storey residential buildings with monolithic framework. Consider in detail the reinforcement floors typical floor in two versions: a flat of 200 mm and a caisson plate of 50 mm and beams with a section of 200х350 mm with a step of 900х900 mm. Analysis of the results showed that in a building with columns a step of about 5 m difference in cost of materials for the manufacture of the overlap was about 1%. Efficiency gains are expected by increasing the span up to 8 ... 10 m

Keywords: caisson, flat slab floor,monolithic framework, modular falsework of SkyDome, structural calculation, LIRA-CAD