75504 2712-8172 Magazine of Civil Engineering 3 63 2016 1-91
RAR RUS 3-15 Belarusian- Russian University Medvedev Vladimir zpt.medvedev@gmail.com
Mogilev, Belarus
 Belarusian- Russian University Semeniuk Slavik prime.projekt@gmail.com
Mogilev, Belarus
 Durability and Deformability of Braced Bending Elements with External Sheet Rreinforcement Economic efficiency of the CBEBS (composite bearing element of building structures) construction is achieved through the multipurpose usage of a strengthening element, which provides reliable adhesion between a steel supporting sheet and concrete, sustains a lateral load along durability of oblique sections, provides inflexibility during concrete mix feeding, sustains stretching and compressing forces along the durability sections to longitudinal axes of the element. At the expense of the strengthening element performance, the authors specified calculation methods for durability of normal (elastoplastic model) and oblique sections to longitudinal axes of the element (deformative model). There were offered dependencies to define bending rigidity with a different location of the wave of the strengthening element. There were validated geometrical sizes of the welded framework of the CBEBS reinforced concrete bending element. Besides, the authors came up with regression dependencies to define geometrical sizes for different fastening schemes. The paper presents a developed method to carry out experimental research on the CBEBS braced bending element. We have obtained data about bearing capacity, nature of the limiting state, the stress – strain state of the examined samples. The data that have been obtained can be used to design similar constructions. 10.5862/MCE.63.1 resistance reinforced concrete bending element external sheet reinforcement proper deformation https://engstroy.spbstu.ru/article/2016.63.1/ 01.pdf
RAR RUS 16-39 6506150284 0000-0003-1139-3164 Moscow State University of Civil Engineering (National Research University) Sainov Mikhail mp_sainov@mail.ru
Moscow, Russia
 Impact of dam site configuration on 3D stress-strain state of concrete faced rockfill dam The article deals with the results of numerical modeling of the 3D stress-strain state (SSS) of a 100 m high dam with reinforced concrete face. It is shown that at the location of the dam in a gorge of any shape, the reinforced concrete face is compressed in the direction from one side to the other and in the direction along the slope it may have tensile stresses. The formation of tensile stresses in the face is caused by the emergence of tensile forces at the displacement of rockfill as well as by bending deformations. The face bend contributes to the most probable formation of tension on the downstream face. In all site alternatives the perimetral joint opens. Construction sequence and dam loading have a great effect on the face SSS formation. During the dam construction in 2 stages the face SSS turns to be more favorable than when the dam is constructed in 1 stage: face deflections, tensile and bending forces in it decrease, but the level of compression from one side to the other increases. However, during the dam construction in 2 stages the first-stage face upper part will suffer unfavorable bending deformations caused by non–uniform settlements of the rockfill. Due to the aforementioned reasons, very high rockfill dams with a reinforced concrete face (150 m and higher) may have extremely unfavorable SSS. By the results of numerical modeling, twice as much increase in the dam height led to 3.5 times as much the growth of displacements and twice as much the growth of stresses in the face. In the faces of very high dams there may appear considerable tensile and compressive stresses, which may cause concrete structural failure. Very high dams should be constructed in several stages in order to improve reliability of reinforced concrete face performance.  10.5862/MCE.63.2 concrete faced rockfill dam 3D Stress-Strain State numerical modeling cracking perimetral joint effect of foundation topography https://engstroy.spbstu.ru/article/2016.63.2/ 02.pdf
RAR RUS 40-52 National Research Moscow State University of Civil Engineering Rylova Irina mariposa516@yandex.ru
Moscow, Russia
 Detailed characteristics of the near-wall flow containing unsteady viscous sublayer in smooth channel Taking into consideration the experimental data on the longitudinal and the normal to the wall velocity fluctuations and the correlation coefficient between the fluctuations, the turbulent and viscous friction components near the wall were determined. Based on the adjusted value of the components of viscous friction there was obtained thickness of the viscous flow, depending on the drag coefficient. The unsteady flow in the viscous sublayer based on Einstein and Lee's model modified by introducing the changing velocity at the upper boundary of the viscous sublayer was considered. The solution to the dynamic equation in the form of the velocity profile, depending on time and distance from the wall was obtained. This velocity profile may be used for the buffer region, in which a viscous flow is transformed into a turbulent one. Von-Karman's parameter and the profile constant were determined on the basis of LDA measurements in the smooth channel. According to the intermittent flow model for the buffer region, a viscous flow is destroyed and replaced with a turbulent flow with a logarithmic velocity profile. To determine velocity distribution in the buffer region it is proposed to use a gamma intermittency factor, allowing for time of the turbulent flow, divided by the total time of the process. The analysis shows that the intermittency factor varies with the distance from the wall, and it is quantitatively similar to the error integral. The obtained velocitу distribution has been confirmed by many authors' measurements. 10.5862/MCE.63.3 smooth channel viscous sublayer buffer zone velocity distribution error integral https://engstroy.spbstu.ru/article/2016.63.3/ 03.pdf
RAR RUS 53-76 Tampere University of Technology Heinisuo Markku markku.heinisuo@tut.fi
Tampere, Finland
 6506030356 0000-0001-6744-9249 Tampere University Garifullin Marsel marsel.garifullin@tut.fi
Kalevantie 4, FI-33100, Tampere, Finland
 Peter the Great St. Petersburg Polytechnic University Barabash Aleksandra aleksandra17au@yandex.ru
St. Petersburg, Russia
 Peter the Great St. Petersburg Polytechnic University Naumova Elizaveta Les95i@mail.ru
St. Petersburg, Russia
 Zhukov Eduard kii49@yandex.ru JSC Atomproekt Zhuvak Oksana zhuwak2010@mail.ru
St. Petersburg, Russia
 Tampere University of Technology Jokinen Timo timo.jokinen@tut.fi
Tampere, Finland
 Surrogate modeling for initial rotational stiffness of welded tubular joints Recently, buildings and structures erected in Russia and abroad have to comply with stringent economic requirements. Buildings should not only be reliable and safe, have a beautiful architectural design, but also meet the criteria of rationality and energy efficiency. In practice, this usually means the need for additional comparative analysis in order to determine the optimal solution to the engineering task. Usually such an analysis is time-consuming and requires huge computational efforts. In this regard, surrogate modeling can be an effective tool for solving such problems. This article provides a brief description of surrogate models and the basic techniques of their construction, describes the construction process of a surrogate model to calculate initial rotational stiffness of welded RHS joints made of high strength steel (HSS). 10.5862/MCE.63.4 surrogate modeling kriging square hollow section plane bending finite element analysis https://engstroy.spbstu.ru/article/2016.63.4/ 04.pdf
RAR RUS 77-91 Burlov Vyacheslav Peter the Great St. Petersburg Polytechnic University Grobitski Andrei afcrf@mail.ru
St. Petersburg, Russia
 Grodno State Agrarian University Grobitskaya Anna a.grabitskaya@yandex.ru
Grodno, Belarus
 Сonstruction management in terms of indicator of the successfully fulfilled production task The article considers the model of the administrative decision based on synthesis It allows knowing the results of task implementation in advance. With this model it is possible to create conditions for a guaranteed solution to the task. The authors have built a schematic diagram for obtaining a management decision. The article shows how to form the concept of maintaining the social system based on feedback, following the integrity conservation law. The authors provide the technique that links three basic components (situation, situation monitoring, problem solving) in the process of taking an adequate decision in the construction area. The indicator for the impact of the successfully implemented industrial task on the task implementation has been calculated. 10.5862/MCE.63.5 management manager’s decision model feedback problem graph https://engstroy.spbstu.ru/article/2016.63.5/ 05.pdf