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International Journal for Computational Civil and Structural Engineering, 19(4) 166-181(2023)
DOI:10.22337/2587-9618-2023-19-4-166-181
STATIC BEARING CAPACITY OF STEEL-PLATE COMPOSITE WALLS
Vladimir I. Travush 1, Petr D. Arleninov 2'3, Mikhail A. Desyatkin 4, Andrey N. Ivaschenko 4, Semen S. Kaprielov 2, Denis V. Konin 5, Alexey S. Krylov 5, Sergey B. Krylov 2, Igor A. Chilin 2, Andrey V. Sheinfeld2
1 Gorproject, Moscow, RUSSIA 2 JSC Research Center ofConstructionNIIZHB named after A.A. Gvozdev, Moscow, RUSSIA 3 National Research Moscow State University ofCivil Engineering, Moscow, RUSSIA 4 Inforsproekt, Moscow, RUSSIA 5 JSC Research Center of Construction TSNIISK named after V.A. Koucherenko, Moscow, RUSSIA
Abstract: The features of the behavior of steel-plate composite walls for static loads are considered. Based on the analysis ofmodern technical and regulatory documentation, the rationale for the chosen research topic is given. A review of the literature is performed, and the features of development are noted. A detailed description and features of the experimental structures under study and the materials used are presented. The features of the test are considered, and the test equipment is described. Analytical and numerical calculations of structures for eccentric compression have been performed. The description of the calculation complex and the used models of materials is presented; the description of numerical models, the features of their construction and calculation are given, the results of calculations are presented - stress distributions, deformations, features ofcracking. The general types of experimental eccentric compression wall models are presented, the nature of the loss of bearing capacity of experimental structures is described, and a picture of destruction is presented. The analysis of the experimental data obtained and their comparison with analytical and numerical calculations are performed.
Keywords: concrete, steel, reinforced concrete, composite steel and concrete structure, steel-plate reinforcement, steel-plate composite (SC) walls, adhesion, stud
НЕСУЩАЯ СПОСОБНОСТЬ СТАЛЕЖЕЛЕЗОБЕТОННЫХ СТЕН С ЛИСТОВЫМ АРМИРОВАНИЕМ НА СТАТИЧЕСКИЕ
НАГРУЗКИ
В.И. Травуш П.Д. Арленинов 2'3, М.А. Десяткин 4, А.Н. Иващенко 4, С.С. Каприелов 2, Д.В. Конин 5, А.С. Крылов 5, С.Б. Крылов 2, И.А. Чилин 2, А.В. Шейнфельд 2
1 ЗАО «ГОРПРОЕКТ», г. Москва, РОССИЯ
2 Научно-исследовательский, проектно-конструкторский и технологический институт бетона и железобетона
3 ФГБОУ ВО «Национальный исследовательский Московский государственный строительный университет»
(НИУ МГСУ), г. Москва, РОССИЯ 4 ООО «Инфорспроект», г. Москва, РОССИЯ 5 Центральный научно-исследовательский институт строительных конструкций (ЦНИИСК) имени В А. Кучеренко АО «НИЦ «Строительство», г. Москва, РОССИЯ
Аннотация: Рассмотрены особенности работы сталежелезобетонных стен с листовым армированием при воздействии статических сжимающих нагрузок. Дано обоснование выбранной темы исследования на основе анализа современной технической и нормативной документации. Выполнен обзор литературы, отмечены особенности развития вопроса. Представлено подробное описание и особенности исследуемых экспериментальных конструкций, использованные материалы. Рассмотрены особенности испытания
образцов, описано испытательное оборудование. Выполнены аналитические и численные расчеты конструкций на внецентренное сжатие. Представлено описание расчетного комплекса и использованных моделей материалов; дано описание численных моделей, особенности их построения и расчета, приведены результаты расчетов - характер распределения напряжения, деформации, особенности трещинообразования. Представлены общие виды экспериментальных моделей стен, испытанных на внецентренное сжатие, описан характер потери несущей способности экспериментальных конструкций, приведена картина разрушения. Выполнен анализ полученных экспериментальных данных,их сравнение с аналитическими и численными расчетами.
Ключевые слова: бетон, сталь, железобетон, сталежелезобетонная конструкция, листовое армирование, композитные стены с листовым армированием, сцепление, анкерное устройство
INTRODUCTION
The start of the use of composite steel and concrete structures in high-rise buildings in Russia is recorded in the 50s of the 20th century. The history of composite steel and concrete structures in Russia started with the construction of«Stalin's skyscrapers». The Eurasia skyscraper in Moscow City and the Lakhta Center in St. Petersburg are the latest examples of composite steel and concrete structures in Russia. The use of composite structures in Europe, Asia and the USA has long been known, and also popular in high-rise buildings and bridge construction. Thelisted buildings are examples of «classic» composite steel and concrete structures. At the end of the 20th century, another type of composite steel and concrete structure was developed. These are steel-plate composite (SC) structures. They are used in the construction of nuclear power plants in Japan, China, South Korea, the USA and Russia. Initially, the steel-plates were used only as an external formwork, which is not involved in structural strength calculations.
Significant research on the behavior of SC walls for various loading conditions has been performed in Japan [1, 2], China [3...5], and South Korea [6.11]. The research in Japan and South Korea has been the basis for design standards for steel-plate composite construction in Japan (JEAG (2005), Technical Guidelines for Seismic Design of Nuclear Power Plants, JEA (Japan Electric Association)) and South Korea (KSSC (2010), Specification for Safety-Related Steel Plate Concrete Structures for Nuclear
Facilities, KEPIC-SNG, Board of KEPIC Policy, Structural Committee, Korea Electric Association).
In the United States, extensive research has been conducted over the past decade to evaluate the behavior of steel-plate composite walls and connections and to develop design standards, such as the AISC Specification for Safety-Related Steel Structures for Nuclear Facilities (AISC, 2015). Some scientific research is given below [33].
The out-of-plane shear behavior of steel-plate composite walls was evaluated by Varma et al. [12], Sener and Varma [13], and Sener et al. [14]. The out-of-plane flexure behavior of SC walls was analyzed by Sener et al. [15]. The in-plane behavior and design of SC walls was evaluated by Varma et al. [16], Seo et al. [17], and Kurt et al. [18]. The local buckling behavior of steel face plates in steel-plate composite walls and the composite action between steel plates and concrete infill was evaluated by Varma et al. [19], Zhang [20], Zhang et al. [21], and Bhardwaj and Varma [22]. The behavior of steel-plate composite walls subjected to combined in-plane forces and out-of-plane flexure was presented by Varma et al. [23, 24]. The behavior, design and shear strength of SC wall-towall T-joints and L-joints were evaluated by Seo et al. [25], Seo [26], and Seo and Varma [27]. The design and detailing of faceplates, steel anchors and ties of SC walls to prevent local buckling, interfacial shear failure, and section delamination failure were presented in Bhardwaj et al. [28]. This paper also presented the design of steel anchors and ties to account for the effect of combined
shear forces [33]. The lateral load capacity of SC walls with boundary elements was evaluated by Booth et al. [29]. The lateral load capacity of SC walls without boundary elements was evaluated by Epackachi et al. [30], Kurt et al. [31], and Bhardwaj etal. [32,33].
SC construction has numerous advantages over reinforced concrete construction:
• increased resistance to radiation, explosions and flying debris;
• increased resistance to loads from the plane - bending and shear;
• transferring most of the work to factory conditions;
• reduction of work on the construction site (no formwork, no reinforcing frame and no maintenance of concrete);
• no need to apply waterproofing due to the tightness of the structure;
• modular assembly and, consequently, a reduction in the time of work on the construction site;
• improving the quality of construction work.
In Russia, steel-plate composite structures were used in the construction of nuclear power plants. For the development of the construction industry in Russia, including high-rise construction, with the use of modern technologies, a series of experiments of steel-plate composite walls was planned. The results of this experiment will be
used as the basis for numerical studies of composite steel and concrete constructions in a nonlinear setting contact interaction simulation. The obtained experimental data are the necessary stage of work for further verification of calculation methods.
The purpose of the work is to test models of steel-plate composite walls for experimental and theoretical justification of their use in high-rise building structures.
Tasks of the work:
• analysis of the available literature on the research topic;
• make work programs for experimental research;
• experimental research;
• numerical modeling of structures in specialized research software systems, comparison with test results.
METHODS
Within the research 12 models of steel-plate composite walls with rectangular cross-section 1300 (1100) x 300mm and a length 3000 mm have been tested. Six models have been tested for eccentric compression, and six models have been tested for bending. The models characteristics (cross-section type, construction materials) are stated in Table 1.
Table 1. The Models Characteristics
Group
of model
Numbe
r of models in the group
Concrete compressio n breaking strength class
Diagram ofload application to the models
Cross-section
1.1
B30
Steel plate t4 C34S
Concrete B30
70x70 mm
1.2
B30
01OA5OOC
Steel plate t4 C345
210x210 mm Concrete 630
70x70 mm
2.1
B30
4—I-
Concrete B30
Steel plate t4 C345 H
■m
2.2
B30
4—V
Steel headed stud anchors (was modeled by bolts) were installed on the inside of all the steel plates (Figure 1). The steel plates were connected by tie bars. Models 1.1, 2.1 did not have bar reinforcement of concrete, models 2.1, 2.2 were reinforced with bars. Preparation of the models for the experiment has been carried out in the following sequence: steel plates have been manufactured and frame reinforcement has been tied (Figure 1); resistive-strain sensors have been installed on the pretreated steel surface and protected (Figure 2); concrete has been poured and resistive-strain sensors have been attached to the steel-plates. The sensors location schemes are shown in Figure 3.
Figure 1. Steelplates andframe reinforcement
Figure 2. Resistive-strain sensors. Installation andprotection
a-a
7 8 9 10 11 12
Figure 3a. The sensors location schemesfor models 1.1, 2.1 (the section in the center ofthe height)
» » « » » a * » a »
L
№ I 4 К @ ёЗД
еЗа о о д
ilïiii
А
YTTT777777777777\\//////////)////
Figure 3b. The sensors location schemesfor models 1.1, 2.1 (side view)
Models supports were hinge. A typical view of models tested for bending is shown in Figure 4. A typical view of models tested for eccentric compression is shown in Figure 5.
Figure 4. Typical view ofmodels testedfor bending
The destruction of eccentrically compressed models (models 1.1, 1.2) was on compressed concrete, characterized by limit stress followed by concrete chipping and steel sheet crumpling. The destroyed model is shown in Figure 6. The destruction of the bent models (models 2.1, 2.2) was due to the shear force, characterized by the formation and opening of an inclined crack -from the load transfer zone to the support. The destroyed model is shown in Figure 7. The results of the experiment showed the combined work of steel plates with concrete at all stages of loading up to the destruction of models.
Figure 5. Typical view of models testedfor eccentric compression
Very important characteristic of steel-plate composite walls is rigidity, also long-term rigidity. Elastic and plastic deformations due to creep and shrinkage depend on long-term rigidity. The standard formulas of structural mechanics make it possible to determine the elastic stiffness characteristics of a composite steel and concrete element. Determining the long-term modulus of elasticity remains an incompletely solved problem. Based on the best practices in terms of model compliance, during the transition from actual structural elements to small samples, special steel-reinforced concrete samples were prepared for testing to determine the shrinkage and creep of concrete. An article on these tests is being prepared by the authors and will be published soon.
RESULTS AND DISCUSSION
According to the test results, the types of destruction of the models were obtained and the maximum bearing capacity was determined.
Figure 6. Typical view ofdestruction of models testedfor eccentric compression
-6
o J
+B2.1.1
-*-B2.1.2 -»-B2.1.3
-B2.2.1 -as-B2.2.2
-•-B2.2.3
Defomia ions, mm
Figure 9. Load-deformation diagramsfor models 2.1, 2.2 Figure 7a. Typical view ofdestruction ofmodels
testedfor bending Diagrams for stress in faceplates are shown in the
Figures 10, 11 for models 1.1, 1.2 and 2.1, 2.2 respectively.
Figure 7b. Typical view ofdestruction ofmodels testedfor bending
Diagrams of vertical deformations from the load are obtained. Diagrams for models 1.1, 1.2 are shown in Figure 8, for models 2.1, 2.2 are shown in Figure 9.
n ■q
hJ / / /
7
—
—
—
Stress,M Pa
T1
T2
T3
T4
T5
T6
T7
T8
T9
T10
Til
T12
Figure 10. Stress-load diagramsfor model faceplates (for model 1.2.1for example)
10000 9000 8000 7000 6000 5000 4000 3000 2000 1000 0
0 t—I
-Bl.1.1
-Bl.1.2
Bl.1.3
-Bl.2.1 R1 ? ?
Bl.2.3
Deforma tions, mm
1 200 1 000 800 600
a w
a o J ^ f ■♦—T1
■■—T2 *-T3
T5 ■•—T6
h—T7 — T8
T9 T10 •-T11
Stres :, MPa *- T12
Figure 8. Load-deformation diagramsfor models 1.1, 1.2
Figure 11. Stress-load diagramsfor modes faceplates (for model 2.1.2for example)
Diagrams of stress distribution according to models are obtained. Diagrams for models 2.1, 2.2 (bending tests) are shown in Figure 12.
T
J_
V?
i
rn
kid
t
300
1S8.33
2:14,24
19i,73 191.9 197,92
450 650
Model size, mm
described by actual diagrams of deformation of materials.
The calculation models are shown in Figures 13,14.
Figure 12. Diagrams ofstress distributionfor modelfaceplates (bending tests, models 2.1, 2.2)
For a detailed study of the features of the structures, numerical modeling was performed in the ATENA software package (developed by
The calculations of the models are performed by the finite element method. The software package has an extensive database of various types of finite elements and material models. Numerical models are developed taking into account the recommendations of the software using 1D (bar reinforcement) and volume 3D Solid Elements (concrete and steel plate) finite elements. The dimensions of the finite element grid, the calculation parameters were selected and set based on the solution of test problems, in the necessary places the grid had a smaller size of the FE. The number of load application steps was taken 20...50. The conditions of support and loading of the models are set in accordance with similar parameters in the experiments. The parameters of reinforcement and concrete are
Figure 13. Calculation models 1.1, 1.2 (eccentric compression tests)
Figure 14. Calculation models 1.1, 1.2 (bending tests)
The calculation results are shown in the Figures 15... 18. The width of the opening and the location of cracks in the structure are in good agreement with the experimental results (Figure 15). The analysis of the results of numerical calculations showed that the stresses in steel plates and concrete have limiting values, which corresponds to experimental data (Figure 16, 17).
width
SI rusa
Von Mises Sire?
Figure 17. Calculation results. Stress in faceplates
Von Mises Stres
Figure 18. Calculation results. Stress in bar reinforcement
CONCLUSION
1. In this paper the issues of the development of composite steel and concrete structures have been considered. The review of experimental
and theoretical studies of steel-plate composite structures is carried out.
2. According to the experimental research program, 12 models of steel-plate composite structures were tested for eccentric compression and bending. The analysis and processing of experimental data has been performed.
3. Numerical models have been constructed to study the features of the stress-strain state of steel-plate composite structures. Based on the calculations performed, the values of the bearing capacity of structures were obtained; the nature of cracking and deformation of steel-plate composite structures under eccentric compression and bending was assessed. The results of numerical studies allow for a more detailed assessment of the stress-strain state of structures.
4. The data of experimental, numerical and theoretical studies are analyzed. The data obtained indicate that the numerical and experimental models correspond. This allows us to extend the results of numerical calculations to a large list of models with different sizes and made of different classes of concrete. Based on the tests, it is planned to develop an analytical methodology for calculating steel-plate composite walls, taking into account possible various design solutions.
5. According to the results of this work, it was noted that the type of structures under study is technologically advanced and has great potential. It is necessary to continue research to form a complete picture of the actual behavior of structures for the development of calculation methods.
6. The data in this article are a small part of a large experiment. A large series of experimental work on the study of steel-plate composite structures is planned. Various parameters were studied on a large group of models under various conditions of support and loading. Studies of elastic and plastic deformations due to creep and shrinkage are also carried out. At the moment, most of the experimental studies have been completed,
and data processing is in progress. An article on these tests with detailed results is being prepared by the authors and will be published soon.
ACKNOWLEDGEMENT
The authors of the article thank their colleagues for their help in experimental work:
• Daria Morozova, Ksenia Morozova, Dmitry Gavrilov, Anastasia Zhdanova, Maria Voropaeva (Research Institute of Building Constructions (TSNIISK) Named After V. A. Koucherenko JSC "Research center of Construction") - preparation of experimental models (installation of strain gauges), analysis and processing of experimental results;
• Artur Dottuev, Zaur Abrekov, Nurik Aliyev (Research Institute of Building Constructions (TSNIISK) Named After V. A. Koucherenko JSC "Research center of Construction") - experimental research, preparation of strain measurements, strain gauge processing
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13. Sener K.C. and Varma A.H. Steel-Plate Composite Walls: Experimental Database and Design for Out-of-Plane Shear // Journal of Constructional Steel Research, 2014, Vol. 100,pp. 197-210.
14. Sener K.C., Varma A.H. and Seo J.
Experimental and Numerical Investigation of the Shear Behavior of Steel-Plate Composite (SC) Beams without Shear Reinforcement // Engineering Structures, 2016, Vol. 127, pp. 495-509.
15. Sener K.C., Varma A.H., Booth P.N. and Fujimoto R. Seismic Behavior of a Containment Internal Structure Consisting of Composite SC Walls // Nuclear Engineering and Design, 2015, Vol. 295, pp. 804-816.
16. Varma A.H., Zhang K, Chi H., Booth P.N. and Baker T. In-Plane Shear Behavior of SC Walls: Theory vs. Experiment, Transactions of the 21st International Association for Structural Mechanics in Reactor Technology Conference, SMiRT-21, Div. X, Paper 761, New Delhi, India, IASMART, North Carolina State University, Raleigh, NC, 2011.
17. Seo J., Varma A.H., Sener K. and Ayhan D. Steel-Plate Composite (SC) Walls: InPlane Shear Behavior, Database, and Design // Journal of Constructional Steel Research, 2016, Vol. 119, pp. 202-215.
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20. Zhang K. Axial Compression Behavior and Partial Composite Action of SC Walls in Safety-Related Nuclear Facilities, Ph.D. Dissertation, Purdue University, West Lafayette, IN, 2014.
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Travush V.I., GORPROJECT, Moscow. Doctor of technical Sciences, Professor. Chief designer, Deputy General Director on scientific work. Vice-President of Russian Academy of Architecture and Construction Sciences, 105064, Nizhnyi Susal'nyi lane 5/5A, Moscow, Russia, email: travush@mail.ru.
Arleninov P.D., Department of Reinforced Concrete and Masonry Structures, National Research Moscow State University of Civil Engineering, 129337, Yaroslavskoye shosse, 26, Moscow, Russia; JSC Research Center of Construction NIIZHB named after A.A. Gvozdev, laboratory of reinforced concrete mechanics, 109428, 6, building 5., 2nd Institutskaya str., Moscow, Russia, e-mail: arleninoff@gmail.com.
Desyatkin M.A, Chief Structural Engineer LLC "Inforsproekt", 115280, 19, Leninskaya Sloboda str., Moscow, Russia,e-mail: mdesyatkin@mail.ru,
Ivashchenko A.N, Chief Structural Engineer LLC "Inforsproekt", 115280, 19, Leninskaya Sloboda str., Moscow, Russia,e-mail: a.ivaschenko@inforceproject.ru,
Kaprielov S.S., Doctor ofTechnical Sciences, Academician of the Russian Academy Architecture and Construction of Sciences
Concrete and Reinforced Concrete» named after A. A. Gvozdev, JSC Research Center of Construction, 109428, 6, building 5., 2nd Institutskaya str., Moscow, Russia, e-mail: kaprielov@masterbeton-mb.ru.
Konin D. V., Candidate ofTechnical Sciences, Deputy Director for Scientific Work, Chief manager of Laboratory of High-rise Buildings and Structures of the Department of Metal Structures, Research Institute of Building Constructions (TSNIISK) Named After V. A. Koucherenko JSC Research center of Construction,109428, 6, 2nd Institutskaya str., Moscow, Russia,e-mail: konden@inbox.ru.
Krylov A.S., Candidate of Technical Sciences, Leading Researcher of Laboratory of High-rise Buildings and Structures, Research Institute of Building Constructions (TSNIISK) Named After V. A. Koucherenko JSC Research center of Construction, 109428, 6, 2nd Institutskaya str., Moscow, Russia,e-mail: kryl07@mail.ru.
Krylov S.B, Doctor of Engineering Sciences. JSC Research Center of Construction NIIZHB named after A.A. Gvozdev, Head of Laboratory of Reinforced Concrete Mechanics, 109428, 6, building 5., 2nd Institutskaya str., Moscow, Russia, e-mail: Krylov_s_b@mail.ru.
Травуш Владимир Ильич, ЗАО «ГОРПРОЕКТ», г. Москва, Доктор технических наук, профессор. Главный конструктор, заместитель генерального директора по научной работе. Вице-президент РААСН, 105064, Москва, Нижний Сусальный переулок, д. 5, стр. 5А, e-mail: travush@mail.ru
Арленинов Петр Дмитриевич, кандидат технических наук, ФГБОУ ВО «Национальный исследовательский Московский государственный строительный университет» Минобрнауки России (НИУ МГСУ), 129337, Москва, Ярославское шоссе, д. 26; заместитель
заведующего лаборатории Механики железобетона, -технологический институт бетона и железобетона (НИИЖБ) им. А. А. Гвоздева АО «НИЦ «Строительство», 109428, Москва, 2-я Институтская ул., д.6, корп. 5, e-mail: arleninoff@gmail.com
Десяткин Михаил Александрович, главный конструктор ООО "Инфорспроект", 115280, Москва,ул. Ленинская Слобода, д. 19, e-mail: mdesyatkin@mail.ru
Андрей Николаевич Иващенко, технический директор ООО "Инфорспроект", 115280, Москва,ул. Ленинская Слобода, д. 19,e-mail: a.ivaschenko@inforceproject.ru
Каприелов Семен Суренович, доктор технических наук, академик РААСН, заведующий лабораторией № 16 НИИЖБ им. А. А. Гвоздева АО «НИЦ «Строительство», 109428, Москва, 2-я Институтская ул., д.6, корп. 5, e-mail: kaprielov@masterbeton-mb.ru
Денис Владимирович Конин, кандидат технических наук, заместитель Директора по научной работе, заведующий лабораторией Высотных зданий и сооружений отдела металлических конструкций,
ЦНИИСК им. В.А. Кучеренко АО "НИЦ
-,
e-mail: konden@inbox.ru
Крылов Алексей Сергеевич, кандидат технических наук, ведущий научный сотрудник лаборатории Высотных
зданий и сооружений, ЦНИИСК им. В.А. Кучеренко
-
улица, д.6, e-mail: kryl07@mail.ru
Крылов Сергей Борисович, доктор технических наук,
заведующий лабораторией Механики железобетона, -технологический институт бетона и железобетона (НИИЖБ) им. А. А. Гвоздева АО «НИЦ «Строительство», 109428, Москва, 2-я Институтская ул., д.6, корп. 5, e-mail: Krylov_s_b@mail.ru
Chilin I.A., Engineer, Researcher of Laboratory №16 «Research Institute for Concrete and Reinforced Concrete» named after A. A. Gvozdev, JSC Research Center of Construction, 109428, 6, building 5., 2nd Institutskaya str., Moscow, Russia, e-mail: chilin@masterbeton-mb.ru.
Sheynfeld A.V, Doctor of Technical Sciences, Advisor of the Russian Academy Architecture and Construction of Sciences. Deputy Head of Laboratory №16 «Research Institute for Concrete and Reinforced Concrete» named after A. A. Gvozdev, JSC Research Center of Construction, 109428, 6, building 5., 2nd Institutskaya str., Moscow, Russia, e-mail: sheynfeld@masterbeton-mb.ru.
Чилин Игорь Анатольевич, инженер, научный сотрудник лаборатории № 16 ПИИЖБ им. А. А. Гвоздева АО «НИЦ «Строительство», 109428, Москва, 2-я Институтская ул., д.6, корп. 5, e-mail: chilin@masterbeton-mb.ru
Шейнфелъд Андрей Владимирович, доктор технических наук, советник РААСН, заместитель заведующего лабораторией № 16 НИИЖБ им. А. А. Гвоздева АО «НИЦ «Строительство», 109428, Москва, 2-я
e-mail:
sheynfeld@masterbeton-mb.ru.
