CC BY
1
International Journal for Computational Civil and Structural Engineering, 20(1) 98-108 (2024) DOI:10.22337/2587-9618-2024-20-1-98-108
BEARING CAPACITY OF T-BEAMS WITH A FLANGE MADE OF HIGH-STRENGTH CONCRETE AND LONGITUDINAL REINFORCEMENT OF CLASS A500C
Yuriy F.Rogatnev, Oleg O. Sokolov, Oleg E. Perekalskiy, M.M. Jawid Hasani
Voronezh State Technical University, Voronezh, RUSSIA
Abstract: Experimental and numerical studies of the bearing capacity and deformation of T-beams with a flange made of high-strength concrete and longitudinal reinforcement of class A500C with a web made of concrete of ordinary strength were carried out on prototypes of beams and numerical models. The beams being tested are considered at different percentages of reinforcement. The calculation scheme of the beams corresponded to a four-point bend.
As a result of experimental and numerical studies, the nature of the destruction of beams, their deformation and the nature of cracking are determined. Experimental and numerical relationships of relative deflections on relative bending moments are obtained. A comparative analysis of the values of the bearing capacity and the relative height of the compressed zone of the beams, obtained experimentally, numerically and according to SP 63.13330.2018, was carried out. The nature of the distribution of deformations in concrete of normal section of beams at different levels of loading is determined.
Keywords: T-beam, flange made of high-strength concrete, longitudinal reinforcement of class A500C,
load-bearing capacity, deformation
НЕСУЩАЯ СПОСОБНОСТЬ БАЛОК ТАВРОВОГО ПРОФИЛЯ С ПОЛКОЙ ИЗ ВЫСОКОПРОЧНОГО БЕТОНА И ПРОДОЛЬНОЙ АРМАТУРОЙ КЛАССА А500С
Ю.Ф. Рогатнев, О.О. Соколов, О.Е. Перекальский, М.М.ДжавидХасани
Воронежский государственный технический университет, г. Воронеж, РОССИЯ
Аннотация: Экспериментальные и численные исследования несущей способности и деформативности балок таврового профиля с полкой из высокопрочного бетона и продольной арматурой класса А500С с ребром из бетона обычной прочности проведены на опытных образцах балок и численных моделях. Исследуемые балки рассмотрены при различных процентах армирования Расчетная схема балок соответствовала четырехточечному изгибу.
В результате проведения экспериментальных и численных исследований определен характер разрушения балок, их деформации и характер трещинообразования. Получены экспериментальные и численные зависимости относительных прогибов от относительных изгибающих моментов. Проведен сравнительный анализ значений несущей способности и относительной высоты сжатой зоны балок, полученных экспериментально, численно и по СП 63.13330.2018. Выявлен характер распределения деформаций в бетоне нормального сечения балок при различных уровнях нагружения
Ключевые слова: тавровая балка, полка из высокопрочного бетона, продольное армирование класса А500С,
несущая способность, деформативность
INTRODUCTION
High-strength concrete is an efficient material with exceptional mechanical properties. The use of high-strength concrete makes it possible to
obtain high values of bearing capacity and stiffness for beams [1-6]. However, high-strength concrete in the tension zone does not affect the bearing capacity. Therefore, in order to reduce material consumption and increase the efficien-
cy of using the mechanical properties of construction materials, high-strength concrete should be used in the compressed zone of the beam, and in the tension zone, concrete of a class that would ensure compatibility with longitudinal reinforcement.
Studies of rectangular cross-section beams with high-strength concrete in the compressed zone have proven their effectiveness.[7-9] However, there are no studies of similar T-beams. In view of the fact that the T- cross section is less material-intensive and most used in split single-span reinforced concrete structures, it is a promising task to study reinforced concrete T- beams with a flange ofhigh-strength concrete.
MODELS AND METHODS
Experimental studies were carried out on singlespan beams. The size of the web is 60 x 100
mm, the flange are 240 x 20 mm, the span is 1200 mm, the total length of the beam is 1400 mm, the boundary of the two layers runs along the border of the flange and the web, respectively, the height of the upper layer of high-strength concrete is 20 mm. Steel rebar of class B500 with a diameter of 6 mm was used as transverse reinforcement. The transverse rebar enters the flange by 10 mm, thus performing the function of dowel bars and ensuring the joint operation of the two layers. To combine the reinforcement into a flat frame, mounting steel rebar of class B500 with a diameter of 6 mm was used. The studies were carried out on beams with a percentage of longitudinal reinforcement of 0.73.5%. Class of longitudinal rebar is A500C. In order to ensure the joint operation of the longitudinal rebar and the web, anchor devices in the form of steel angles were welded to the longitudinal rebar. The design and calculation scheme of the beam are shown in fig. 1
Й6В500
1 ранина контакта слоев
06BSOO ' ' Граница контакта слоев , V240_^ —
Figure 1 - Design and calculation scheme of beams
15 AJOOC /ft
^-0,7-3.5%
2-2 Гранина контакта слоев
ад
The control of the main mechanical characteristics of concrete and rebar was carried out by testing control samples of concrete prisms with a size of 70x70x280mm, in accordance with STST 24452-80 "Methods for determining prism strength, modulus of elasticity and Pois-son's ratio", and reinforcing bars in accordance with STST 12004-81 "Reinforcing steel. Tensile test methods. The test results are shown in table 1, 2.
Table 1. Basicparameters of beams
Longitudi Percentag Compressive Compressive
Working nal e of strength of strength of
Beam section reinforce longitudi high-strength concrete of
code height h0, ment nal concrete second layer,
mm diameter reinforce Rib.n, MPa R2b,n, MPa
ds, mm ment |is
DTB-1 100 8 0,70% 94,64 22,3
DTB -2 95 10 1,10% 94,64 22,3
DTB -3 99 12 1,60% 82,5 23,25
DTB -4 92 14 2,10% 82,5 23,25
DTB-5 102 16 2,80% 88,48 41,07
DTB -6 97 18 3,50% 86,3 41,07
The beams were tested on an INSTRON 600 kN the load level, values of relative deformations and
hydraulic press (fig. 2). To determine the stress- deflections is provided by the multi-channel measur-
strain state of the beams, the relative deformations cf ing system MGCplus. The layout of strain gauges
the normal section were recorded. The correlation of and deflection meter is shown in figure 2.
Figure 2 -General view of experiments on the beams
Table 2. MechanicalcharacteristicsofA500C Finite element analysis (FEA) of beams, taking
rebar into account the nonlinear properties of materials, was performed using the «ANSYS 2022 R2» software package (fig. 3). Eight-node finite elements (FE) of the Solid 65 type were chosen for the finite elements of the concrete body. In this type of FE, the Willam-Warnke concrete strength criterion is implemented.[10] Reinforcing frame modeled with Beam 188 linear finite elements.
Rebar diameter , mm Yield strength cy, MPa Elastic modulus Es, MPa Deformatio n at yield strength ss0, % Deformation corresponding to the end ofthe yield platform es?, %
8 758,9 220921 0,34 2,5
10 610,9 206510 0,31 2,5
12 580,5 205470 0,32 2,5
14 551,2 210160 0,28 2,5
16 618,4 197210 0,3 2,5
18 580,6 213200 0,31 2,5
Figure 3 - General view of the numerical model
Table 3. Analysis of test results and numerical simulation of beams
Beam code Ultimate bending moment, kN m Relative deflection Relative height of compressed zone Limiting relative height of the compressed zone,
Mult;EXP Mult,ANSYS fUlt,EXp/lo fUlt,ANSYs/lo XEXp/ho xANSYs/ho XSP/ho
DTB-1 2,71 3,48 1/154 1/146 0,13 0,18 0,02 0,23
DTB -2 4,42 4,56 1/166 1/184 0,13 0,18 0,02 0,26
DTB -3 6,44 6,26 1/169 1/191 0,2 0,196 0,03 0,26
DTB -4 7,88 7,98 1/152 1/165 0,26 0,199 0,05 0,28
DTB -5 11,85 12,12 1/149 1/141 0,18 0,2 0,06 0,25
DTB -6 13,91 13,92 1/133 1/141 0,15 0,2 0,08 0,27
RESEARCH RESULTS AND THEIR ANALYSIS
The destruction of all beams occurred after the occurrence of stresses in the rebar corresponding to the yield strength. The relative deflection, at the time of failure, significantly exceeded the maximum allowable - 1/123 of the span (SP 20.133330.2016 "Loads and Impacts") and was in the range of 1/15-1/55 of the span. A large scatter of values is associated with different types of destruction. In the beam DTB-1, the destruction is caused by the achievement of stress reinforcement equal to the limit of tensile strength. DTB-2 and DTB-3 were destroyed with crushing of concrete in the compressed zone above the web. The destruction ofDTB-4 -DTB-6 was local in nature and was caused by a split of the flange overhang. Beam tests were accompanied by the development of normal and oblique cracks. The development of normal cracks took place along the height of the web with the transition to the lower part of the flange overhang and exit to the end part of the flange overhang. Horizontal shear cracks between the layers before the occurrence of stresses in the rebar corresponding to the normative tensile resistance were not determined. In beams DTB-4 - DTB-6 at the later stages of testing, the transformation of inclined cracks into horizontal ones was observed at the point of contact of the two layers. Also in these beams, horizontal cracks were found on the sur-
face at the place of the future split of the flange overhang.
Beam tests were accompanied by the development of normal and oblique cracks. The development of normal cracks took place along the height of the web with the transition to the lower part of the flange overhang and exit to the end part of the flange overhang. Horizontal shear cracks between the layers before the occurrence of stresses in the rebar corresponding to the normative tensile resistance were not determined. In beams DTB-4 - DTB-6 at the later stages of testing, the transformation of inclined cracks into horizontal ones was observed at the point of contact of the two layers. Also in these beams, horizontal cracks were found on the surface at the place of the future split of the flange overhang.
The discrepancy between the experimental and numerical values of the bearing capacity is 1.27% - 28.6%. The greatest discrepancy between the results was found in the beam with the percentage of reinforcement p,s=0.7% and corresponded to 28.6%. In the rest of the beams, the discrepancy between the values of the bearing capacity was in the range of 1.27%-3.08%. The values of the relative height of the compressed zone according to SP 63.13330.2018 «Concrete and reinforced concrete structures» are in the range of 0.02-0.08. The values of the relative height of the compressed zone were experimentally established in the range of 0.130.26 and did not exceed the values of the
boundary height of the compressed zone according to SP 63.13330.2018 for each individual beam. The numerical values of the relative height of the compressed zone have a smaller divergence from the experimental ones and are inthe range of0.18-0.2.
An analysis of the relationships between relative deflection and relative bending moment (fig.6-8) allows us to determine two levels of stabilization of deflection values - during cracking and when the bearing capacity is exhausted. In finite element analysis (FEA), the relationship between stresses and relative strains in rebar and concrete is determined by a double-line strain diagram. The main parametric points of the diagrams are determined in accordance with SP 63.13330.2018 «Concrete and reinforced concrete structures» according to the test results of
control samples. Deformation at yield strength of reinforcement is determined by expression (1) SP 63.13330.2018 «Concrete and reinforced concrete structures»:
¿0 = ^ / Es (1)
where, eo - relative deformation corresponding to the yield strength of reinforcement; ay - stress corresponding to the yield strength of reinforcement; Es - elastic modulus of rebar. In connection with the use of a double-line diagram of steel rebar deformation in the numerical model, the divergence of deflection values at Muit was 5%-13.04%. It is possible to improve the convergence of results by using more complex charts.
c
g
o
s
M
c c
U
•a
1.2 1
Mull
0.8
0.6 0.4 0.2
II 1
-Experiment
- - FEA
Y///////////////A
0 fuit=l/123 0.02 0.04
Relative deflection
0.06
Figure 4. Relationship between relative deflection and relative bending momentfor a beam with
reinforcementpercentage ^=1,1% 1.2
■ Experiment ■FEA
1
Mil ll|
0.8
0.6 0.4 0.2
......
/ / // II
ll ll
II J
fuit=l/123
YZZZZZZZZZZZZZZZi
^=2.1 %f
0.01 0.02 0.03
Relative deflection
0.04
Figure 5. Relationship between relative deflection and relative bending momentfor a beam with
reinforcementpercentage ^=2,1%
1.2 1
Mult
0.8
0.6 0.4
,3 0.2
//
/ //
// // //
if №
f fult =1/123
Experiment - -FEA
V//////////////ZK
^=3.5%/
0.005 0.01 0.015
Relative deflection
0.02
Figure 6. Relationship between relative deflection and relative bending momentfor a beam with
reinforcementpercentage ^=3,5%
The limiting relative strain of a double-line diagram of rebar deformation - £2 has a value of 25T0"3, and the stress, at a given point in the diagram, corresponds to the yield strength of the rebar. In this connection, the numerical values of the breaking moment and the corresponding deflection of the beam are lower than the experimental values. Graphs (fig. 4-6) make it possible to make sure that with an increase in the percentage of reinforcement, the relative deflection corresponding to the breaking moment decreases.
The nature of concrete deformations in samples with a reinforcement percentage of 0.7% and 1.1% at the border of adjacent layers there are
gaps in the nature of the development of relative deformations (fig. 7). A similar nature of deformations corresponds to the development of deformations in composite structures [11-15]. The nature of the development of concrete deformations along the height of the section, obtained by calculating the FEM at Merc, has a linear form due to the conjugation of two layers by rigid nodes. At the stage of loading Muit, the lower layer is subject to cracking, and the nature of deformations in the compressed zone of normal section has a linear form (fig. 8). The nature of the development of deformations at Muit, obtained by the calculation of the FEM, contains a deviation from the linear law.
Figure 7. The nature of deformations in concrete of normal section of a beam with apercentage of
reinforcement ^=0,7% at Mere
S
.¡ä JS
The contact boundary of two layers
A500C 08
ßs=0J%
0,^05 0,004 0,003 0,002
Relative tensile strain
---FEA -
0,001
Relative compression strain -Experiment
Figure 8. The nature of deformations in concrete of normal section of a beam with apercentage of
reinforcement ^=0,7% at Mult
«
5-l|0 5 4-10 5 3-10 5 2-10 5 1 10 5 Relative tensile strain
---FEA
1 10 5 2-10 5 3-10 5 4-10 5 5-1Ç Relative compression strain
-Experiment
Figure 9. The nature of deformations in concrete of normal section of a beam with apercentage of
reinforcement ^=3,5% at Mere
In samples with a reinforcement percentage of 1.6%-3.5%, the gap in the values of relative deformations of concrete was qualitatively different and can be caused by the presence of different-modulus materials of adjacent layers in the boundary of the compressed zone of the normal section of the beam [11]. With a bending moment equal to Muit, the boundary of the compressed zone did not go beyond the contact surface of the two layers, and the diagram had a linear form. The distribution of concrete defor-
mations, obtained in the calculation of the FEM, at Merc had a linear form (fig. 9). At Muit , according to the FEM calculation, the compressed zone included the outermost fibers of the second layer, in connection with which a pattern with a rupture of deformations was obtained, which is caused by the presence of different-modulus materials of adjacent layers in the boundary of the compressed zone of the normal section of the beam (fig. 10).
ho
0,005
0,004 0,003 0,002 Relative tensile strain
---FEA
0,001 0,001 o,op
Relative compression strain — Experiment
Figure 10. The nature of deformations in concrete of normal section of a beam with apercentage of
reinforcement ^=3,5% at Mult
ACKNOWLEDGMENTS
The experimental studies have been carried out using the facilities of the Collective Research Center named after Professor Yu. M. Borisov, Voronezh State Technical University, which is partly supported by the Ministry of Science and Education of the Russian Federation, Project No. 075-15-2021-662.
op a method for calculating T-beams with high-strength concrete in the flange and longitudinal reinforcement A500C, which would allow with the necessary accuracy to determine the relative height of the compressed zone and the bearing capacity of the beams at various percentages of reinforcement, as well as to determine a reliable picture of the nature of deformations in concrete beams by section height.
CONCLUSIONS
As a result of experimental and numerical studies of the bearing capacity and deformation of beams, it has been established that the method for determining the relative height of the compressed zone according to SP 63.13330.2018 «Concrete and reinforced concrete structures» requires clarification in the case of calculating T-beams with a flange of high-strength concrete and longitudinal reinforcement A500C. It was also found that the numerical values of the bearing capacity have acceptable convergence not for all percentages of reinforcement, and the nature of the distribution of deformations in concrete does not correspond to the experimental data. In this connection, it is necessary to devel-
REFERENCES
1. Wang D.H., Ju Y.Z., Zheng W.Z. (2017), Strength of reactive powder concrete beam-column joints reinforced with high-strength (HRB600) bars under seismic loading, Strength of Materials, Springer New York LLC, Vol. 49, No. 1, pp. 139-151.
2. Wang J., Morikawa H., Kawaguchi T. (2013), Influence of strengthening by ultra high strength fiber reinforced concrete panels on shear resisting mechanism and bondslip behavior of low strength RC members, The international conference on sustainable construction materials and technologies, Vol. 2013-August.
3. Wang J., Morikawa H., Kawaguchi T.
(2015), Shear strengthening of RC beams using ultra-high-strength fiber-reinforced concrete panels, Magazine of Concrete Research, Vol. 67, P. 1-12.
4. Chu L., Liu J., Zhao J. (2021), Normal Section Bearing Capacity of Partial Steel Fiber Reinforced High Strength Concrete Shear Wall, Yingyong Jichu yu Gongcheng Kexue Xuebao/Journal of Basic Science and Engineering. Editorial Board of Journal of Basic Science and, Vol. 29, No. 1, pp. 147-160.
5. Elsanadedy H.M. et al. (2021), Hybrid UHPC/NSM CFRP strips vs. traditional systems for flexural upgrading of RC beams - Experimental and FE study Composite Structures. ElsevierLtd, Vol. 261.
6. Andrzej L., Sadowska-Buraczewska B., Tomaszewicz (2005), A. Experimental and numerical analysis of flexural composite beams with partial use of high strength/high performance concrete, Journal of Civil Engineering and Management,Vol. 11. P. 115-120.
7. Potapov Yu.B., Rogatnev Yu.F., Panfilov D.V., Javid M.M. (2015), Experimental studies of the bearing capacity of normal sections of reinforced concrete bending elements with class A600 reinforcement, Scientific Bulletin of the Voronezh State University of Architecture and Civil Engineering, Construction & Architecture, No. 2 (38), pp. 16-24.
8. Potapov Yu.B., Barabash D.E., Rogatnev Yu.F., Panfilov D.V., Javid M.M. (2016), Calculation of deflections of reinforced concrete bending elements with a top layer of high-quality concrete, Vestnik Mscu.. No. 3, P. 26-36.
9. Rogatnev Yu.F., Ivanov Yu.V., Sokolov O.O. (2020), Numerical modeling of the stress-strain state of a tee-section element with high-strength concrete in a compressed zone under short-term load, News of higher educational institutions. Construction, No. 9 (741), P. 36-47.
10. Willam K.J., Warnke E.P. (1975), Constitutive model for the triaxial behavior of concrete, Proceedings, international association for bridge and structural engineering, Vol. 19, P. 1-30.
11. Kolchunov V.I., Panchenko L.A. (1999), Calculation of composite thin-walled structures, Moscow, DIA Publishing House, 281 p.
12. Kolchunov V.I., Skobeleva E.A., Gornos-taev S.I. (2006), Experimental studies of deformation and crack resistance of composite structures, Proceedings of the Orel State Technical University. Series: Construction and Transport, No. 1-2. pp. 12-16.
13. Kolchunov V.L, Skobeleva E.A., Kor-zhavykh A.I. (2009), The calculation of the deformation of reinforced concrete frames with elements of a composite section, Academia. Architecture & Construction, No. 4. P. 74-78.
14. Fedorov V.S., Bashirov Kh.Z., Kolchunov V.I. (2014), Elements of the theory of calculation of reinforced concrete composite structures, Academia. Architecture & Construction, No. 2. P. 116-118.
15. Foraboschi P. (2009), Analytical Solution of two-Layer Beam Taking into Account Nonlinear Interlayer Slip, Journal of Engineering Mechanics-asce - J ENG MECH-ASCE, Vol.135.
СПИСОК ЛИТЕРАТУРЫ
1. Wang D.H., Ju Y.Z., Zheng W.Z. (2017), Strength of reactive powder concrete beam-column joints reinforced with high-strength (HRB600) bars under seismic loading, Strength of Materials, Springer New York LLC, Vol. 49, No. 1, pp. 139-151.
2. Wang J., Morikawa H., Kawaguchi T. (2013), Influence of strengthening by ultra high strength fiber reinforced concrete panels on shear resisting mechanism and bondslip behavior of low strength RC members, The international conference on sustainable construction materials and technologies, Vol. 2013-August.
3. Wang J., Morikawa H., Kawaguchi T.
(2015), Shear strengthening of RC beams using ultra-high-strength fiber-reinforced concrete panels, Magazine of Concrete Research, Vol. 67, P. 1-12.
4. Chu L., Liu J., Zhao J. (2021), Normal Section Bearing Capacity of Partial Steel Fiber Reinforced High Strength Concrete Shear Wall, Yingyong Jichu yu Gongcheng Kexue Xuebao/Journal of Basic Science and Engineering. Editorial Board of Journal of Basic Science and, Vol. 29, No. 1, pp. 147-160.
5. Elsanadedy H.M. et al. (2021), Hybrid UHPC/NSM CFRP strips vs. traditional systems for flexural upgrading of RC beams - Experimental and FE study Composite Structures. ElsevierLtd, Vol. 261.
6. Andrzej L., Sadowska-Buraczewska В., Tomaszewicz (2005), A. Experimental and numerical analysis of flexural composite beams with partial use of high strength/high performance concrete, Journal of Civil Engineering and Management,Vol. 11. P. 115-120.
7. Потапов Ю.Б., Рогатнев Ю.Ф., Панфилов Д.В., Джавид М.М. (2015), Экспериментальные исследования несущей способности нормальных сечений железобетонных изгибаемых элементов с арматурой класса А600, Научный Вестник Воронежского Государственного Архитектурно-Строительного Университета. Строительство и Архитектура№ 2 (38). С. 16-24.
8. Потапов Ю.Б., Барабаш Д.Е., Рогатнев Ю.Ф., Панфилов Д.В., Джавид М.М.
(2016), Расчет прогибов железобетонных изгибаемых элементов с верхним слоем из высококачественного бетона // Вестник Мгсу. № 3. С. 26-36.
9. Рогатнев Ю.Ф., Иванов Ю.В., Соколов О.О. (2020), Численное моделирование напряженно-деформированного состояния элемента таврового сечения с высокопрочным бетоном в сжатой зоне при кратковременной нагрузке, Известия Высших Учебных Заведений. Строительство, № 9 (741). Р. 36-47.
10. Willam K.J., Warnke Е.Р. (1975), Constitutive model for the triaxial behavior of concrete, Proceedings, international association for bridge and structural engineering, Vol. 19, P. 1-30.
11. Колчунов В.И., Панченко Л.А. (1999), Расчет составных тонкостенных конструкций. Москва: Издательство АСВ, 281 с.
12. Колчунов В.И., Скобелева Е.А., Горностаев С.И. .(2006), Экспериментальные исследования деформирования и трещиностойкости составных конструкций, Известия Орловского Государственного Технического Университета. Серия: Строительство И Транспорт, № 1-2. С. 12-16.
13. Колчунов В.И., Скобелева Е.А., Коржа-вых А.П. .(2009), К расчету деформатив-ности железобетонных рам с элементами составного сечения, Academia. Архитектура И Строительство, № 4. С. 74-78.
14. Федоров B.C., Баширов Х.З., Колчунов В.И. .(2014), Элементы теории расчета железобетонных составных конструкций, Academia. Архитектура И Строительство №2. С. 116-118.
15. Foraboschi Р. (2009), Analytical Solution of two-Layer Beam Taking into Account Nonlinear Interlayer Slip, Journal of Engineering Mechanics-asce - J ENG MECH-ASCE, Vol.135.
Rogatnev Yuriy Fedorovich, «Voronezh State Technical University», Voronezh, Russia, Candidate of technical sciences, Associate Professor of the department of Building Constructions, Footings and Foundations named after Prof. Yu.M. Borisov. E-mail: yrogatnev@yandex.ru
Рогатнев Юрий Федорович, ФГБОУ ВО «Воронежский государственный технический университет», г. Воронеж, Россия, кандидат технических наук, доцент кафедры строительных конструкций оснований и фундаментов им. проф. Ю.М. Борисова. E-mail: yrogatnev@yandex.ru
Sokolov Oleg Olegovich, «Voronezh State Technical University», Voronezh, Russia, assistant of the department of Building Constructions, Footings and Foundations named after Prof. Yu.M. Borisov. E-mail: osokolov@vgasu.vrn.ru
Perekalskiy OlegEvgenievich, «Voronezh State Technical University», Voronezh, Russia, Candidate of technical sciences, Associate Professor of the department of Building Constructions, Footings and Foundations named after Prof. Yu.M. Borisov. E-mail: perekalskiy@mail.ru
Jawid Hasani Mohammad Mahdi, «Voronezh State Technical University», Voronezh, Russia, Candidate of technical sciences, Associate Professor of the department of Building Constructions, Footings and Foundations named after Prof. Yu.M. Borisov. E-mail: mah-di.jawid21@yandex.ru
Соколов Олег Олегович, ФГБОУ ВО «Воронежский государственный технический университет», г. Воронеж, Россия, ассистент кафедры строительных конструкций оснований и фундаментов им. проф. Ю.М. Борисова. E-mail: osokolov@vgasu.vrn.ru
Перекалъский Олег Евгеньевич, ФГБОУ ВО «Воронежский государственный технический университет», г. Воронеж, Россия, кандидат технических наук, доцент кафедры строительных конструкций оснований и фундаментов им. проф. Ю.М. Борисова. E-mail: perekalskiy@mail.ru
Джавид Хасани Мохаммад Махди, ФГБОУ ВО «Воронежский государственный технический университет», г. Воронеж, Россия, кандидат технических наук, доцент кафедры строительных конструкций оснований и фундаментов им. проф. Ю.М. Борисова. E-mail: mahdi.jawid21@yandex.ru
