Industrial and Civil Construction 2022: Selected Papers (Lecture Notes in Civil Engineering, 436) [1st ed. 2024] 3031444310, 9783031444319

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Lecture Notes in Civil Engineering

Sergey Vasil’yevich Klyuev Nikolai Ivanovich Vatin Linar Salikhzanovich Sabitov   Editors

Industrial and Civil Construction 2022 Selected Papers

Lecture Notes in Civil Engineering

436

Series Editors Marco di Prisco, Politecnico di Milano, Milano, Italy Sheng-Hong Chen, School of Water Resources and Hydropower Engineering, Wuhan University, Wuhan, China Ioannis Vayas, Institute of Steel Structures, National Technical University of Athens, Athens, Greece Sanjay Kumar Shukla, School of Engineering, Edith Cowan University, Joondalup, WA, Australia Anuj Sharma, Iowa State University, Ames, IA, USA Nagesh Kumar, Department of Civil Engineering, Indian Institute of Science Bangalore, Bengaluru, Karnataka, India Chien Ming Wang, School of Civil Engineering, The University of Queensland, Brisbane, QLD, Australia Zhen-Dong Cui, China University of Mining and Technology, Xuzhou, China

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Sergey Vasil’yevich Klyuev · Nikolai Ivanovich Vatin · Linar Salikhzanovich Sabitov Editors

Industrial and Civil Construction 2022 Selected Papers

Editors Sergey Vasil’yevich Klyuev Belgorod State Technological University Belgorod, Russia Linar Salikhzanovich Sabitov Kazan Federal University Kazan, Russia

Nikolai Ivanovich Vatin Civil Engineering Peter the Great St.Petersburg Polytechnic University Saint Petersburg, Russia

ISSN 2366-2557 ISSN 2366-2565 (electronic) Lecture Notes in Civil Engineering ISBN 978-3-031-44431-9 ISBN 978-3-031-44432-6 (eBook) https://doi.org/10.1007/978-3-031-44432-6 © The Editor(s) (if applicable) and The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 This work is subject to copyright. All rights are solely and exclusively licensed by the Publisher, whether the whole or part of the material is concerned, specifically the rights of translation, reprinting, reuse of illustrations, recitation, broadcasting, reproduction on microfilms or in any other physical way, and transmission or information storage and retrieval, electronic adaptation, computer software, or by similar or dissimilar methodology now known or hereafter developed. The use of general descriptive names, registered names, trademarks, service marks, etc. in this publication does not imply, even in the absence of a specific statement, that such names are exempt from the relevant protective laws and regulations and therefore free for general use. The publisher, the authors, and the editors are safe to assume that the advice and information in this book are believed to be true and accurate at the date of publication. Neither the publisher nor the authors or the editors give a warranty, expressed or implied, with respect to the material contained herein or for any errors or omissions that may have been made. The publisher remains neutral with regard to jurisdictional claims in published maps and institutional affiliations. This Springer imprint is published by the registered company Springer Nature Switzerland AG The registered company address is: Gewerbestrasse 11, 6330 Cham, Switzerland Paper in this product is recyclable.

Preface

THE II INTERNATIONAL SCIENTIFIC CONFERENCE “INDUSTRIAL AND CIVIL CONSTRUCTION 2022” was held from 18 to 19 January 2022, in Belgorod (Russian Federation), on the basis of Belgorod State Technological University named after V.G. Shukhov, Belgorod, Russia, in collaboration with Federal State Budgetary Educational Institution of Higher Education “Grozny State Oil Technical University named after academician M.D. Millionshchikov”. THE II INTERNATIONAL SCIENTIFIC CONFERENCE “INDUSTRIAL AND CIVIL CONSTRUCTION 2022” is aimed at increasing the durability of building objects, through the development of compositions and the use of advanced building materials, the design and calculation of structures using modern methods, as well as the development of their aesthetic appearance. The manuscripts present developments in the field of building materials, including the recycling of municipal solid waste. A wide area of application of building materials for industry, including 3D printing, is presented. The materials of the conference contain advanced achievements in the field of improving methods for strengthening building structures, including through external reinforcement with composites. The articles present the calculation of strength, stiffness, crack resistance of structures, taking into account the peculiarities of their structure and optimizing the composition. The articles contain theoretical and experimental studies and are aimed at increasing the service life of building objects, while forming the architectural expressiveness of industrial and civil facilities. This volume will prove to be a valuable resource for those in academia and industry. As a result, there is a real opportunity among a wide range of scientists, teachers, industry representatives and students in various fields related to material engineering, science, to exchange ideas, share knowledge and establish close cooperation. The successful organization and holding of the conference are evidenced by the wide geography of the participants, as well as the high level of the reports presented. With its high quality, it provides an exceptional value for students, academics and industry researchers. It also provides a premier interdisciplinary platform for researchers, practitioners and educators to present and discuss the most recent innovations, trends and concerns as well as practical challenges encountered and solutions adopted in the fields of building construction, materials sciences and architecture. The conference has an active participation of more than 232 scientists and experts from different Russian regions (up to 36) and 10 foreign countries (Saudi Arabia, China, India, Egypt, Kazakhstan, Uzbekistan, Morocco, Syria, Armenia and Iraq). A major part of theoretical information and experimental data is the results of studies, which were realized within the framework of implementation of state and national programmes in the scientific field as a grant, federal targeted programmes, decrees of the Government of the Russian Federation and other programmes.

vi

Preface

Thanks to the invaluable contribution of a group of highly qualified reviewers, all articles went through high-quality peer-review and several stages of editing. The organizing committee expresses its sincere gratitude to everyone who contributed to the conference. In addition, we would like to express our deep gratitude to the authors, reviewers, participants and the entire organizing team for their support and enthusiasm, which ensured the success of the conference. Klyuev S. V. Vatin N. I. Sabitov L. S.

Organization

Organizing Conference Committee Evtushenko E. I.

Davydenko T. M.

Klyuev S. V.

Lesovik V. S.

Vatin N. I.

Fediuk R. S.

Kashapov N. F.

Sabitov L. S.

Doctor of Engineering Sciences (Advanced Doctor), Professor, Belgorod State Technological University named after V.G. Shukhov, Belgorod, Russia Doctor of Pedagogical Sciences (Advanced Doctor), Professor, Belgorod State Technological University named after V.G. Shukhov, Belgorod, Russia Candidate of Engineering Sciences (PhD), Associate Professor, Belgorod State Technological University named after V.G. Shukhov, Belgorod, Russia Doctor of Engineering Sciences (Advanced Doctor), Professor, Corresponding Member of RAASN, Belgorod State Technological University named after V.G. Shukhov, Belgorod, Russia Doctor of Engineering Sciences (Advanced Doctor), Professor, Peter the Great St. Petersburg Polytechnic University, St. Petersburg, Russia Candidate of Technical Sciences (PhD), Professor, Far Eastern Federal University, Vladivostok, Russia Doctor of Technical Sciences (Advanced Doctor), Professor, Director of the Engineering Institute, Kazan Federal University Doctor of Engineering Sciences (Advanced Doctor), Associate Professor, Kazan Federal University

Scientific Conference Committee Abolfazl Soltani A. Ramachandra Murthy

Iran—PhD, Shahid Rajaee Teacher Training University India—PhD, CSIR Structural Engineering Research Centre

viii

Organization

Doo Yeol Yoo Kovtun M. A. Kozhukhova M. I. Mohammad Ali Asaad Mohammad Ali Mosaberpanah Mugahed Amran Murali Gunasekaran Navid Ranjbar Natt Makul Nenad Stoykovich Salyamova K. D.

Sovann Chin Strokova V. V.

Suhana Koting Fisher H. B. Hakim S. Abdelgader Hossein Mohammadhosseini Qianqian Zhao Chu S. H. Elyan Issa Jamal Issa Eknik Jürgen

Shakarna Mahmoud Husni Ibrahim Zhang Yunsheng Yassine Senhadji

South Korea—PhD, Hanyang University Australia—PhD the USA—PhD, University of Wisconsin-Milwaukee Iraq—PhD, Iraq University College Cyprus—PhD, Cyprus International University Saudi Arabia—PhD, Prince Sattam Bin Abdulaziz University India—PhD, SASTRA Deemed University Denmark—PhD, Danmarks Tekniske Universitet Thailand—PhD, Rajabhat University Serbia—PhD, Nish Higher Technical School of Vocational Education Uzbekistan—Doctor of Engineering Sciences (Advanced Doctor), Professor, Institute of Mechanics and Seismic Stability of Structures of the Academy of Sciences of the Republic of Uzbekistan Cambodia—PhD RF—Doctor of Engineering Sciences (Advanced Doctor), Professor, Belgorod State Technological University named after V.G. Shukhov Malaysia—PhD, University of Malaya Germany—Professor, Bauhaus-University of Weimar Libya—PhD, University of Tripoli Malaysia—PhD, Universiti Teknologi Malaysia China—PhD, Northeast Forestry University Hong Kong—PhD, The University of Hong Kong Jordan—PhD, Amman University Switzerland—PhD, Professor, Executive Director of a Swiss Company, Performance Selling Academy Zurich Area GmbH Palestine—PhD China—PhD, Southeast University Algeria—PhD, University Mustapha Stambouli of Mascara

Organization

ix

We would like to acknowledge all of those who supported THE II INTERNATIONAL SCIENTIFIC CONFERENCE “INDUSTRIAL AND CIVIL CONSTRUCTION 2022”. Each individual and institutional help was very important for the success of this conference. Especially we would like to thank the organizing committee for their valuable advices in the organization and helpful peer-review of the papers. We sincerely hope that THE II INTERNATIONAL SCIENTIFIC CONFERENCE “INDUSTRIAL AND CIVIL CONSTRUCTION 2022” will be a forum for excellent discussions that will put forward new ideas and promote collaborative researches. We are sure that the proceedings will serve as an important research source of references and the knowledge, which will lead to not only scientific and engineering progress but also other new products and processes. All conference participants express deep gratitude to the Science team.

Contents

Engineering Analysis of the Effectiveness of Composite Longitudinal and Transverse Reinforcement to Increase the Strength and Rigidity of Flexible Non-centrally Compressed Reinforced Concrete Poles . . . . . . . . . . . . . . . . . . . . . . D. R. Mailyan, S. V. Georgiev, and V. E. Chubarov

3

Analysis of Phase and Structure Formation Processes During Hydration and Hardening of Composite Binders for 3D-Printing . . . . . . . . . . . . . . . . . . . . . . . E. S. Shorstova and S. V. Trukhanov

14

Computational Method for Assessing the Crack Resistance of Elements of Gas Transmission System Structure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N. V. Pirumyan and M. G. Stakyan

20

Structure Formation of Finishing Compositions Based on Modified Lump Silicate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . V. I. Loganina, Bassam Shareef Deneef Al Saedi, A. V. Klyuev, R. R. Zagidullin, and A. E. Chuikin Research of Foam Concrete Components by Two-Stage Injection Method . . . . . R. E. Lukpanov, D. S. Dyussembinov, A. D. Altynbekova, and Zh. B. Zhantlesova Influence of the Type of Basis Functions in the Bubnov-Galerkin Method in the Deformation Analysis of a Compressed-Curved Rod with Induced Anisotropy . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Sergey Kalashnikov, Elena Gurova, and Evgeny Shvedov

28

36

43

Investigation of the Mechanical Properties of a Composite Material on the Example of an Aluminum Alloy D16 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Albina I. Agibalova, Oleg V. Kudryakov, and Valery N. Varavka

52

Investigation of Vector and Scalar Properties Steel 12X18H10T on Spatial Curvilinear Stress Trajectories . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . V. V. Garanikov, V. I. Gultyaev, A. A. Alekseev, and I. A. Savrasov

60

Improvement of Equipment for Heating Concrete Mixture . . . . . . . . . . . . . . . . . . . Mikhail Batyuk, Bogdan Vodnev, Aleksei Gnyrya, and Sergey Korobkov

67

xii

Contents

Accounting the Influence of the Flanges Width when Calculating the Console Beams of the Ribbed Slab . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . K. A. Zaragannikova and A. V. Trofimov

74

Experimental Analysis of the Compositions of Multicomponent Binders for Fiber Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . E. S. Shorstova and S. V. Trukhanov

84

Stress Distribution and Crack Development in Welds of Metal Structures of Main Gas Pipelines . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N. V. Pirumyan and M. G. Stakyan

93

Effect of the Surface Roughness of the Cement Substrate on the Stressed State of Paint Coatings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 100 V. I. Loganina, M. V. Ariskin, M. A. Svetalkina, A. V. Klyuev, R. R. Zagidullin, and A. M. Gaisin Research on the Effect of Post-alcohol Bard on the Properties of the Cement-Sand Mixture . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107 R. E. Lukpanov, D. S. Dyussembinov, A. D. Altynbekova, and S. B. Yenkebayev A Method of Restoring a Reinforced Concrete Beam with Local Damage During Combat Impacts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 114 H. Meslemani and A. A. Koyankin Dependence of Elastic-Strength Properties of Epoxy Polymers on Moisture Content in the Process of Natural Climatic Aging in Conditions of a Temperate Continental Climate . . . . . . . . . . . . . . . . . . . . . . . . . . 120 D. R. Nizin, T. A. Nizina, V. P. Selyaev, and I. P. Spirin Improving the Efficiency of Predictions Based on the Analysis of Monitoring Data in the Maintenance of Smart Buildings . . . . . . . . . . . . . . . . . . 127 D. A. Parshin and P. B. Kagan Strength and Deformability Models of Cellular Structure Shells at Static and Short-Term Dynamic Loading . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 137 D. G. Utkin Longitudinal Compression of a Rod with Initial Deflection Acquiring Induced Anisotropy . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 145 Sergey Kalashnikov, Elena Gurova, and Nikolay Bandurin KPI Development Based on an Intelligent System . . . . . . . . . . . . . . . . . . . . . . . . . . 153 L. B. Zelentsov, L. D. Mailyan, and Z. A. Meretukov

Contents

xiii

Resistance of Fine Concrete on Concrete Scrap Aggregate . . . . . . . . . . . . . . . . . . . 160 N. M. Tolypina, E. N. Khakhaleva, D. A. Tolypin, N. N. Korshunova, and L. S. Sabitov The method of Selecting the Characteristics of a Belt-Rope Damper with a Torsion Bar or a Single-Acting Hydraulic Cylinder . . . . . . . . . . . . . . . . . . . 167 A. I. Shein, A. V. Chumanov, and O. G. Zemtsova Hydro-Physical Properties of the Coating for the Walls of Aerated Concrete . . . 174 V. I. Loganina, M. V. Frolov, A. V. Klyuev, L. S. Sabitov, and E. A. Solovyeva The Results of the Calculation Substantiation of the Stress-Strain State, Strength and Stability of the Construction of a Gravity Base . . . . . . . . . . . . . . . . . 182 O. D. Rubin, S. O. Britvin, I. V. Baklykov, and A. N. Yurchenko Deformativity of Wooden Beam Structures Strengthened of External Reinforcement of Composite Materials Based on Carbon Fiber . . . . . . . . . . . . . . . 192 S. V. Klyuev and D. M. Lobov On the Issue of Creep of Hollow Cylinders under Normal Pressure . . . . . . . . . . . 201 Arthur Avakov, Dmitriy Vysokovsky, Elizaveta Rusakova, Elena Shorstova, and Serdar Yazyev Improvement of Calculation for Determining the Deflections of Flexible Non-centrally Compressed Reinforced Concrete Poles Strengthened with Composite Materials in the Transverse Direction . . . . . . . . . . . . . . . . . . . . . . 211 D. R. Mailyan, S. V. Georgiev, and V. E. Chubarov Studies of the Influence of the Planetary Mixer Design and Technological Parameters on the Quality of Mixtures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 220 E. A. Shkarpetkin and A. M. Procenko Architecture Fractals and of Fractal Architecture . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 229 Irina Mayatskaya, Batyr Yazyev, Gelani Murtazaliev, Aleksandr Ishchenko, Alexander Klyuev, and Ramil Zagidullin Architecture of Closed Creative Spaces: Typology and Functional Structure . . . . 240 M. I. Tukmakova, S. V. Novikov, E. I. Bashirova, A. R. Bibikina, and D. D. Efimov

xiv

Contents

The Evolution of Decorative Art: From Street Performance to Cinematic Virtual Worlds . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 252 A. M. Sayfutdinova and D. R. Galiaskarova Proposals on Conceptual Model Development of Armenian Ethnographic Parks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 260 A. Yu. Safaryan Technological Materials and Innovations of the Future for the Modernization of Civil Engineering in Russia . . . . . . . . . . . . . . . . . . . . . . . 269 V. A. Yakovlev and D. V. Zakharova The Concept of Urban Quarter Improvement on the Territory of the Historical Settlement of Elabuga in the Russian Federation . . . . . . . . . . . . . 277 Yu. P. Balabanova, I. P. Balabanov, A. R. Gaiduk, and M. I. Lushpaeva Features of the Development of Architectural Bionics in the Modern World . . . . 285 Irina Mayatskaya, Batyr Yazyev, Vladimir Kuznetsov, Nikolai Tetenkov, Sergey Klyuev, and Karina Nabiullina Schröder House Gerrit Thomas Rietveld as the Development and Transformation of the Architectural Color Composition of the Ancient Temple in the 20s of the XX Century . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 294 A. R. Bibikina and R. F. Mirkhasanov World Experience with Augmented Reality Technology in the Field of Cultural Heritage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 302 S. V. Novikov, A. R. Sadykov, and U. H. Khusnitdinov Addressing Yakutsk’s Pressing Architectural Challenges with Smart City Technologies: Innovative Design Solutions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 313 A. I. Borisov Historical Evolution of Market Architecture as the Main Factor in the Formation of Food Malls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 322 A. M. Sayfutdinova and D. R. Garaeva On Architectural, Planning and Constructive Solutions of Ethnographic Parks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 330 A. Yu. Safaryan Formation of a Biodirectional Architecture Based on Design Principles . . . . . . . 337 A. A Zhandarova and E. V. Denisenko

Contents

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Use of Modern Composite Materials in Construction and Repair of Structures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 346 Irina Mayatskaya, Batyr Yazyev, Vladimir Kuznetsov, Elizaveta Rusakova, Sergey Klyuev, and Linar Sabitov Ventilation Problems in the First Exhibition Spaces with Metal and Glass Roofs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 356 Ju. G. Emanova, M. K. Yao, L. M. Yao, and K. Kh. Karamova Conditional Pictorial (Creative) Language of Engineering and Architectural thought in the Construction Site of the 20s of the XX Century . . . . . . . . . . . . . . . . 365 R. R. Zagidullin, R. F. Mirkhasanov, and A. R. Gayduk The Formation Concept of the Rehabilitation Park Territory in the City of Kazan . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 376 M. I. Lushpaeva, Yu. P. Balabanova, A. M. Sayfutdinova, and A. R. Gaiduk Preservation of the Historical Environment of a Modern City: Multipolarity and Dialogue of Cultures in Syria through the Restoration and Adaptation of Cultural Heritage Monuments . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 384 Sh. H. Eshtai and V. V. Melnik Integrated Design of the Architectural Environment by Combining Architectural, Design and Technical Solutions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 396 S. B. Pomorov, R. S. Zhukovsky, A. V. Gorskikh, V. V. Nemykin, and A. D. Zhdanova Dialogue of Cultures and Twin Cities as Concepts for the Development of the Cultural and Historical Environment of Yakutsk . . . . . . . . . . . . . . . . . . . . . . 406 V. A. Yakovlev and A. E. Petrova Application of Fractal Methods in the Design of Modern Structures . . . . . . . . . . . 414 Irina Mayatskaya, Svetlana Yazyeva, Magomed Gatiev, Vladimir Kuznetsov, Sergey Klyuev, and Linar Sabitov Author Index . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 423

Engineering

Analysis of the Effectiveness of Composite Longitudinal and Transverse Reinforcement to Increase the Strength and Rigidity of Flexible Non-centrally Compressed Reinforced Concrete Poles D. R. Mailyan(B)

, S. V. Georgiev , and V. E. Chubarov

Don State Technical Universyty, Gagarina Square, 1, 344010 Rostov-on-Don, Russia [email protected]

Abstract. The paper presents the results of studies to determine the effectiveness of composite longitudinal and transverse reinforcement in increasing the rigidity and strength of flexible non-centrally compressed reinforced concrete poles. Experimental data of strength, deflections and relative deformations of composite materials obtained by testing four reinforced concrete poles are presented. The effectiveness of composite reinforcement at ultimate strength and ultimate deflections has been evaluated. The relative deformations in composite materials were determined and the inclusion of the reinforcement system in the work of strengthened concrete reinforced specimens was evaluated. Based on the results obtained, the analysis was carried out and proposals for the design of reinforcement of flexible non-centrally compressed reinforced concrete poles operating with large eccentricities of the load application were developed. Keywords: Concrete · Reinforced Concrete · Steel · Carbon Fiber · Composite Reinforcement · Strengthening · Deformations · Stress

1 Introduction In modern construction, along with the construction of new buildings and facilities tasks often enough arise to restore the existing ones [1–3]. The latter is especially relevant in cramped urban areas, where demolition and construction of a new building is associated with significant indirect and direct costs [4–6]. Often there are questions of partial strengthening of structures associated with local damage or violations of production technologies during construction [7, 8]. The most popular material for the manufacture of load-bearing structures of buildings and facilities is concrete and reinforced concrete [9–11], which, in addition to its high strength properties, resists the effects of external factors well [12, 13]. The development of methods of strengthening reinforced concrete structures is based on the principles of technical and economic efficiency. The cheapest and most reliable method is the use © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 3–13, 2024. https://doi.org/10.1007/978-3-031-44432-6_1

4

D. R. Mailyan et al.

of reinforced concrete [14, 15], however, this method of strengthening is quite laborintensive, and in some cases it is not economically feasible, due to the complexity of the work and the additional associated costs. The use of metal [16, 17] in strengthening reinforced concrete structures increases significantly the cost of the reinforcement system, requires additional costs for maintenance and corrosion protection system; in addition, this type of reinforcement is limited by the marginal coefficients of reinforcement. Along with the traditional methods of reinforcement described above, composite external reinforcement has recently been gaining popularity [18–20]. Strengthening materials, based on the use of carbon fabric, can reduce significantly the time of works, make it possible not to stop the production processes in the building and does not require special equipment and highly qualified specialists to carry out work on the strengthening [21]. In the field of compressed element design, low-flexibility structures operating with small eccentricities of load application are the most popular. Such structures are effectively strengthened with composite materials arranged in a transverse direction [22, 23]. In 2014 the issued code of rules on strengthening with composite materials of reinforced concrete structures allowed to perform strengthening at the legislative level. However, the high efficiency of composite transverse strengthening in accordance with this document applies only to structures of low flexibility and working with the eccentricity of the load application not exceeding 0.1 h. Such restrictions reduce significantly the amount of potential structures for which composite strengthening could be used. Such structures include supports of trestles and overpasses, columns of industrial buildings with bridge cranes, supports of frameworks and conveyor systems, etc. [24]. In order to determine the degree of effectiveness of composite reinforcement of structures that go beyond the restrictions of the code, a number of reinforced concrete supports were manufactured, strengthened and tested, the flexibility of which goes beyond the limits of the restrictions of the code as flexibility λi = 66 > 50, and the eccentricity of load application equal to 0.16 h > 0.1 h. During the experiment, the greatest attention was paid to determining the ultimate strength reinforcement coefficients and the load level at the ultimate deflections, as well as to determining the values of relative deformations of the composite materials during the test. The latter made it possible to determine the level of stress in the composite materials, in order to determine the most effective schemes of external composite reinforcement. In addition to transverse strengthening, the effect of longitudinal reinforcement consisting of two carbon lamellae was investigated in the experiment. In addition, new amplification schemes, not described in the norms, were studied in order to find not previously described amplification systems. The aim of this research is to determine the most effective schemes of strengthening of flexible non-centrally compressed reinforced concrete poles operating with a large eccentricity of load application and to develop proposals for rational reinforcement of structures by composite reinforcement system. The following tasks were accomplished in order to achieve the aims set: • A number of reinforced concrete poles were manufactured, strengthened and tested;

Analysis of the Effectiveness of Composite Longitudinal

5

• The ultimate strengths and values of relative deformations of composite materials at all stages of loading were determined during the test; • Graphs of the ratio of relative deformations to strength (σ-ε) were made, according to the obtained data of relative deformations of composite materials; • The results of the experiment are analyzed and recommendations for the application of the amplification system are offered.

2 Methods and Materials The results of tests of 6 test specimens were taken as research materials. One reference specimen and five specimens strengthened with different variants of composite reinforcement were tested at an eccentricity of load application equal to 4.0 cm (0.32 h). Experimental specimens had dimensions of 12.5 × 25 × 240 cm. The internal reinforcement consisted of 4 rods of diameter 12, transverse one - diameter 6 B500 with step S1 = 180 mm. The protective layer of concrete was 2.5 cm. In the ends, six metal meshes were installed on the near supporting sections to prevent crumpling. The meshes were installed according to the results of local compression calculations. The designed concrete class of the structures was taken B30–35. Experimental values of concrete strength obtained from the test results of 6 cubes, with a rib of 15 by 15 cm, are shown in Table 1. The designed class of concrete structures was taken B30–35. All specimens were tested with stepwise increasing load and 5–10 min ageing time at each stage of loading. Photos of the reinforced prototypes after the tests are shown in Fig. 1, and the description of the composite reinforcement system in (Table 1). The fracture pattern of the test specimens is shown in Fig. 1. Table 1 shows the main characteristics of the test specimens and test results. Figures 2, 3, 4 and 5 show diagrams of installation of strain gauges on composite materials in the most loaded zones (on the left in the figure) and graphs of change of relative deformations in relation to the level of load (on the right in the figure).

3 Results and Discussion For each specimen, a description of the results of changes in the relative strains in the composite materials and the behavior of the pole as a whole is presented. CFS-X3 - The pole strengthened with composite materials in transverse direction with clamps spaced at 190 mm, 50 mm wide. There are two 100 mm wide clamps in the near supporting section and a 240 mm wide clamp in the center. The two clamps located in the stretched face showed a relative strain within 0.08 × 103 . As expected in the compressed zone, the installed strain gauges showed the largest relative strains in the middle of the poles. The relative strain values in strain gauges T13 and T14 were 0.38 × 103 . In the remaining strain gauges, the relative strains decreased from 0.25 × 103 to 0.08 × 103 as the clamps approached the ends of the structure. CFS-X3 Lp – the reinforced concrete pole is strengthened with transverse composite clamps and a half-cover, located in the center along the length of the pole. Two lamellas

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D. R. Mailyan et al.

CF

CFS-

3

CFS-

5

CFS-

4Lp

Fig. 1. Fracture pattern of test specimens (CF; CFS-X3; CFS-X5; CFS-X4Lp).

were installed in the stretched face, with the transverse reinforcement glued over the lamellas. Strain gauges were installed on the half-cover in the tensile and compressed zones and on the lamellas at the bottom of the column between the clamps. Strain gauge T8, located in the tensile zone of transverse reinforcement showed zero deformations, sensors on the half-cover (T10, T11, T13), on the side of the compressed zone of concrete showed relative deformations in the range from 0.6 * 10–3 to 0.9 * 10–3 . The maximum tensile strains in the longitudinally located lamellae showed strain gauges T4 and T5, located closer to the center of the structure. Ultimate relative strains reached the value of 2.9 * 10–3 . As the strain gauges located in the lamellae moved away from the center, the relative strains decreased to 1.8 * 10–3 . Strain gauges of number T6, T7, T9, T16 during the experiment stopped working due to technical reasons.

Analysis of the Effectiveness of Composite Longitudinal

7

Table 1. Test results of specimens. №

Pole code

Concrete class B

Strength κH Ns ; Ns,f

Deflection strength 6mm κH Ns ; Ns,f

Deflections f exp mm

Gain coefficient with direct comparison, kf 1

Reinforcement factor at reduced concrete strength (Rsb /Rcb ), kf 2

Reinforcement factor for reduced concrete strength at ultimate deflection, 6 mm kf 3

1

2

3

4

4

5

6

7

8

1

CF

35.2

242.5

95

33.9

1.0

–

–

2

CFS-X3

35.2

290.0

150

31.4

1.2

1.2

1.58

3

CFS-X5

30.1

270.0

110

40.5

1.11

1.3

1.35

4

CFS-X4 Lp

39.8

504.5

215

32.4

2.08

1.84

2.0

550 525 500 475 450 425 400 375 350 325 300 275 250 225 200 175 150 125 100 75 50 25 0

1.1

N,кN

1 0.9

N/Nu lt

0.8 0.7 0.6 0.5 0.4 0.3

CF

0.2

f, mm 0 3 6 9 1215182124273033363942

0.1 0

CF ̶ ̶ ̶ ̶ CFSX2 - - - - CFSX5 ̶ · CFSX3LP

f, mm -1 2 5 8 1114172023262932353841

Fig. 2. Graphs of changes in deflections of test specimens with changes in load level (left) and relative load level N/Nult (right).

CFS-X5 - reinforced concrete pole strengthened with a cover. The strain gauges were glued on the tensile and compressed faces of the column, along the fibers of the transverse reinforcement. The relative strains of the composite materials on the tensile face ranged from 0 to 0.2 * 10–3 , on the compressed face from 0.35 * 10–3 to 1.0 * 10–3 . Sensors T13 and T14 recorded ultimate tensile strains, this is due to the fact that they were located in the zone of the greatest bending of the structure. Analysis of experimental results and determination of the most effective amplification options was performed according to 3 characteristics: – the ultimate strength reinforcement factor, by direct comparison of the results and by the given concrete strength;

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Fig. 3. Determination of relative deformations in composite materials of the pole with code CFSX3.

– on the load level at the deflection limit for industrial buildings (e0 = 6 mm); – on the stresses in the composite transverse and longitudinal reinforcement obtained from the results of strain gauges readings. The results of the experiment allowed us to conclude the following: in a direct comparison of the strength of the strengthened specimens compared with the strength of the reference, we obtained for the transverse reinforcement an increase in strength not exceeding 20%, with the composite cover showing a lower efficiency than the discontinuous transverse reinforcement. With the concrete strength of the reinforced specimens given to the reference one, the reinforcement efficiency increased up to 20–30%. However, despite the increased strength of the reinforced specimens, the increase in rigidity was insignificant, as evidenced by the deflection curves Fig. 2. A significant increase in strength and rigidity was observed for the specimen strengthened with half-cover and longitudinally arranged laminates. The reinforcement coefficients in direct comparison and the concrete reduced strength showed values of 2.08 * 10–3 and 1.84 * 10–3 , respectively. Efficiency of reinforcement at the maximum allowable deflection equal to 6 mm for reinforced concrete columns of one-story industrial buildings with bridge cranes for specimens strengthened with transverse reinforcement has increased to the values 1.58

Analysis of the Effectiveness of Composite Longitudinal

9

Fig. 4. Determination of relative deformations in composite materials of the pole of code CFSX3 Lp.

* 10–3 and 1.35 * 10–3 (col.8, Table 1). For the pole strengthened in the longitudinal direction, the reinforcement efficiency remained the same. From the above results, it can be argued that composite reinforcement, which is considered ineffective for increasing the strength of reinforced concrete specimens, when it is properly used in the field of industrial construction, increases significantly the load-bearing capacity in non-central compression. The greatest efficiency for these characteristics of the test specimens was shown by the joint work of longitudinal and transverse composite reinforcement. The average increase in strength is two times. Analysis of graphs of changes in relative deformations, allowed us to conclude the following: The strain gauges located on the faces of the CFS-X2 pole structure showed very small deformations, which indicates either over reinforcement, with external composite materials, of the specimens, or destruction of the pole in the places of reinforcement. In any case, it is not possible to draw a definite conclusion; hence, additional research

10

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Fig. 5. Determination of relative deformations in composite materials of the pole of code CFS-X5 .

is required to determine the reason for such a low inclusion of external composite reinforcement. These studies should be based on varying the number of layers of composite reinforcement and varying the pitch of the composite clamps. A centrally compressed clamp does not differ in its deformability from adjacent clamps. The reinforced concrete pole collapses beyond the action of the clamp, so we can conclude that the central clamp is ineffective. The strain gauges located in the composite cover of the CFS-X5 pole showed deformations significantly greater than in the previous sample. At the initial load levels, the difference of deformations of composite materials, stretched and compressed faces was insignificant. The picture changes at load levels exceeding 70% of the destructive load. Relative strains in the fracture zone reached values of 0.85 * 10–3 to 1 * 10–3 . It can be concluded from the strain gauge readings that the composite materials come into operation; however, small deformations show a clear external over reinforcement. In the specimen strengthened in the longitudinal and transverse directions with composites, the relative deformations developed in the same way as in the cover in the wide composite clamp. The relative strain did not exceed the value of 1 * 10–3 . From this we can conclude that the composite transverse reinforcement is made with overconsumption of materials.

Analysis of the Effectiveness of Composite Longitudinal

11

The strain gauges located in the lamellae showed approximately the same symmetrical deformations in 2 lamellae, with the limiting strains reaching values of 2.6 * 10–3 to 2.9 * 10–3 . The maximum strain values were in the areas of the lamellae located closer to the center of the structure, which indicates uneven stretching of the composite lamellae along the length of the column.

4 Conclusions From the results of the experiment and the analysis we can draw the following conclusions: • reinforcement of flexible non-centrally compressed reinforced concrete specimens is not recommended to perform with the help of transverse composite reinforcement, despite the fact that the increase in strength of specimens at the maximum allowable deflections for industrial structures reaches 35–58%. This is due to the fact that there are more efficient methods of reinforcement based on the use of composite materials arranged in a longitudinal direction; • when using the combined method of reinforcement, transverse composite reinforcement should be considered in the calculations, but the number of tissue layers or the total area of the composite material should be reduced; • composite longitudinal reinforcement gives a significant increase in strength and rigidity of the specimens. The reinforcement system allows working together with structural concrete up to the destruction of test specimens; • the design of the longitudinal reinforcement shows uneven stretching of the carbon fiber lamellas along the length of the structure, which means that the composite longitudinal force is used unequally across the cross-sectional area. This can be achieved by using carbon fiber with different number of layers instead of lamellas.

References 1. Korsakov NV (2021) Analysis of damages and types of reinforcement of compressed reinforced concrete structures. Competition of research works of students of Volgograd State Technical University. Abstracts of reports Volgograd, pp 468–469 2. Grozdov VT (2005) Strengthening of building structures during the restoration of buildings and structures. SPb, p 114 3. Onufriev NM (1965) Reinforcement of reinforced concrete structures of industrial buildings and structures. Stroyizdat, Moscow, p 342 4. Semenyuk-Sitnikov VV (2005) Quantitative assessment of the impact of a deep excavation device on nearby buildings in cramped urban conditions dissertation for the degree of Candidate of Engineering Sciences Moscow 5. Mareeva OV, Klovsky AV (2017) Evaluation of the effectiveness of methods for strengthening reinforced concrete columns during reconstruction Nature management, vol 2, pp 33–41 6. Teryanik VV, Biryukov AYu (2009) Results of experimental studies of strength and deformability of compressed reinforced elements of reconstructed buildings. Bull SUSU Ser: Constr Archit 35(168)

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7. Ivanov YuV (2012) Reconstruction of buildings and structures: strengthening, restoration, repair A.S.V. 312 8. Zalesov AS (2007) Development of methods for calculating reinforced concrete structures in Russia. In: 80th anniversary of the A.A. Gvozdev Research Institute, collection of scientific articles, pp 5–10 9. Tamrazyan AG (2014) Concrete and reinforced concrete: problems and prospects. Industr Civ Constr 7:51–54 10. Klochkova ZYu, Suslova AE (2021) The use of reinforced concrete and its advantages, compared with other building materials. In: Comprehensive study and development of the subsoil of the European North of Russia. Materials of the All-Russian scientific and technical conference, Ukhta, pp 110–112 11. Al Karadzhi A (2013) Basic physical and mechanical properties of reinforced concrete. Bull Belgorod State Technol Univ Named After V.G. Shukhov 5:39–42 12. Garibov RB (2008) Resistance of reinforced concrete bearing structures under aggressive environmental influences. Dissertation for the degree of Doctor of Engineering Sciences Penza State University of Architecture and Construction. Saratov 13. Dolomanyuk RYu (2020) Assessment of the state of reinforced concrete structures for the regressive dependence of corrosion damage of steel reinforcement on the thickness of the protective layer of concrete in an open atmosphere. In: Education. Transport. Innovation. Construction. Collection of materials of the III national scientific and practical conference, pp 524–528 14. Kurbanov ZA, Grushevsky KE (2018) Reinforcement of a precast reinforced concrete column by the method of reinforced concrete cage. In: Innovative development: the potential of science and modern education. Collection of articles of the international scientific and practical conference: in 3 parts. pp 169–171 15. Khayutin YuG, Chernyavsky VL, Akselrod EZ (2004) Repair and reinforcement of reinforced concrete structures in buildings made of monolithic reinforced concrete. Design and construction of monolithic multi-storey residential and public buildings, bridges and tunnels. Collection of reports 16. Danilov SV, Fomicheva LM (2017) Reinforcement of reinforced concrete columns with steel clips. Materials, equipment and resource-saving technologies. In: Materials of the international scientific and technical conference. SE HPE “Belarusian-Russian University”, pp 240–241 17. Teryanik VV (2007) Strength and stability of non-centrally compressed elements strengthened with reinforced concrete and metal clips. Abstract of the dissertation for the degree of Doctor of Engineering Sciences. South Ural State University. Chelyabinsk 24 18. Polskoy P, Georgiev S, Muradyan V, Shilov A (2018) The deformability of short pillars in various loading options and external composite reinforcement. In: Web of conferences, p 02026 19. Polskoy PP, Mailyan DR, Georgiev SV (2015) On the influence of rack flexibility on the efficiency of composite reinforcement. Eng Bull Don 4 (2015). ivdon.ru/ru/magazine/arc hive/n4y2015/3374 20. Polskoy PP, Mailyan DR, Georgiev SV (2014) Strength and deformability of short reinforced racks at small eccentricities. Eng Bull Don 4-1. ivdon.ru/ru/magazine/archive/N4y2014/2734 21. Georgiev SV, Meretukov ZA, Solovyova AI (2021) Comparison of methods of reinforcement by external reinforcement of composite materials. Eng Bull Don 10. ivdon.ru/ru/magazine/ archive/n10y2021/7221 22. Georgiev S, Mailyan D, Blyagoz A (2021) Proposals for determining the relative deformations design value of εb3 concrete in volumetric deformation conditions. scientific.net/MSF.1043. 155-162

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23. Mander JB, Priestly PR (1988) Theoretical stress-strain model for confined concrete. ASCE J Struct Eng 114(8):1804–1826 24. Evstifeev VG (2016) Design of reinforced concrete structures of a single-storey industrial building with overhead cranes Saint Petersburg, vol 1

Analysis of Phase and Structure Formation Processes During Hydration and Hardening of Composite Binders for 3D-Printing E. S. Shorstova1(B)

and S. V. Trukhanov2

1 Belgorod State Technological University Named After V.G. Shukhov, Belgorod, Russia

[email protected] 2 Moscow State University of Civil Engineering (National Research University), Moscow,

Russia

Abstract. Structure formation in cement systems is associated with a complex set of chemical, physical and chemical and physical-mechanical processes, the interaction of various dispersed phases among themselves and their joint interaction with the mixing water. The hardening period is characterized by a high rate of increase in strength of the structure in the beginning and attenuation in the later periods of structure formation. The structure of cement stone is coagulationcrystallization with predominance of crystallization structure. In the process of hardening, the strength ratio of the crystallization and coagulation structures continuously increases. Keywords: Microstructure · Fibreconcrete · Mineral Additives · Modifiers · Pozzolan Activity · Sealer Additive · 3D Printing

1 Introduction The technological features of the 3D-printing process make it necessary to meet the requirements for the molding sand in terms of workability, plasticity and setting time. This is a necessity for forming and maintaining the load-bearing capacity of the layerby-layer erected structure. Complex achievement of the set tasks is possible by developing compositions of multicomponent binders with control of structure formation processes on micro- and macrolevels [1–5]. The synergetic effect is achieved due to the choice of mineral raw materials of natural and anthropogenic origin, taking into account the chemical, mineral, granulometric composition, the choice of the complex of organic additives and methodological approaches to their application [6–9]. Development of scientifically grounded approach of connection of various structures in concrete matrix will allow to define optimum formulations of fiber concrete on the basis of composite binder improving formation of required technological characteristics of raw mixtures with possibility of control of physical-mechanical properties of building composite [10–13].

© The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 14–19, 2024. https://doi.org/10.1007/978-3-031-44432-6_2

Analysis of Phase and Structure Formation Processes

15

2 Methods and Materials Used raw materials - Portland cement (CEM I 42,5 H JSC “Sebryakovcement”), silica sand (Bezlyudovsky quarry, Belgorod region, particle size ≤0.63 mm ≤0.315 mm ≤0.16 mm), crushed quartzit sandstone (Lebedinsky GOK Belgorod region), fly ash (Apatitskaya TPP), super-plasticizer additive (Polyplast PFM-NLK). The method of obtaining composite binders includes several stages: 1. Preparation of raw materials: grinding of composite binders (in a vibrating mill BM-20 to a specific surface of 500 m2 /kg). Activity of fly ash and quartzit sandstone crushing screenings in relation to cement as a result of hydration was determined using Zaporozhets method (the choice of the ratio of components is based on the established activity of the components). The additive “Polyplast PFM-NLC” at a concentration of 0.7%, achieves a maximum spray cone - 179 mm. Designation and deciphering of composite binders formulations are presented in Table 1. Table 1. Component composition of composite binders. Binder type

The composition of the binder, % by weight PC

Fly ash

KVP dropout

Additive Polyplast PFM-NLC

CB–70

70

20

10

–

CB1–70

70

20

10

0.7

2. Mixing of the components, formation of the filler mixture and formation of samples-cubes (3 × 3 × 3 cm). The composition of the composite and the percentage ratio of components in the compositions of the filler mixtures are presented in Table 1. After curing, physical-mechanical tests of the samples-cubes are conducted on a hydraulic press PGM-50MG4 during 28 days. 3. X-ray phase analysis was carried out on an X-ray powder diffractometer ARLX´TRA. X-ray analysis was performed at 2θ = 0–75°. ICDD (International Centre for Diffraction Data) databases were used as standards for transcripts. The character of surface, shape, microstructure of raw materials and synthesized materials were studied using a scanning electron microscope TESCAN MIRA 3 LMU.

3 Results and Discussion Analysis of the microstructure made it possible to establish the influence of active mineral constituents of the composite binder on the structure of the cement stone (Fig. 1). In contrast to CB1, CB1 has a denser structure due to the presence of superplasticizer in its composition, which has a diluting effect, allowing to reduce the amount of mixing water, contributing to the formation of fine crystalline and fine capillary structure at the initial stages of hardening. Reducing the amount of mixing water leads to an increase in the density of the mortar with a reduction in the number of pores. The synergistic effect

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of the influence of additives and water on the mobility of cement systems is due to the optimal distribution of solids in the system, as a result of which, by reducing the voids between them, water and plasticizer, playing the role of “lubricant”, creates favorable conditions for the slip of particles, minimizing internal friction and increasing mobility at the same water-cement ratio. In addition, in the presence of highly dispersed mineral additives increases the effectiveness of superplasticizers, the adsorption effect of which is realized at the boundaries of the phases. The structure of both CB1 and CB is rather homogeneous, with a clearly visible adhesion of crystalline new formations with filler particles. An additional amount of hydrate crystalline phases at the edge of the contact zone activates the process of structure formation by filling the voids in the crystal matrix of the cement. However, the number of such pores in CB is higher compared to CB1.

a)

b)

c)

d)

e)

f)

Fig. 1. Microstructure of composite binder components: a, b - morphology of new growth of cement stone Cem I 42,5H; c, d - morphology of new growth of cement stone CB-70; e, f morphology of new growth of cement stone CB 1–70.

Analysis of Phase and Structure Formation Processes

17

At the same time, particles with high dispersion of ash and FWP sift act as a filler at the micro level, together with larger particles of the mineral component there is a more significant filling of the intergranular space with a reduction in the total number of micro-cracks. As known [1], quartzitic sandstone contains a phase of quartz of green-slate degree of metamorphism, characterized by a defective structure, which increases its activity, while fly ash contains more than 66% of the active form of silica in the form of X-ray amorphous component (glass phase). Used fillers in finely milled form have hydraulic (pozzolanic) properties due to silica in amorphous high-dispersed state, actively interacting with soluble Ca(OH)2, released as a result of hydration of clinker minerals to form almost insoluble low-base calcium hydrosilicates, significantly increasing water resistance and chemical resistance of the hardening stone it is also known from literature sources [2] that amorphous silica phases of Apatitskaya TPP fly ash, as well as of KWP cuttings can act as a chemically active surface as a substrate for crystallization of new formations. Determination of the indicators of the phase composition of binders (XRD) confirmed the above conclusions. Pozzolanic effect of silica of quartzite sandstone and fly ash is marked by the results of XRD, so with a significant decrease in the intensity of diffraction reflections of portlandite is its binding in hydrosilicate compounds C-S-H, C-A-S-H with an increase in their number. Decrease of the main diffraction maxima of portlandite Ca(OH)2 in the developed binder in contrast to the cement stone is clearly traced in the region of reflection angles 2 = 24° (Fig. 2, a, b). A wide gallo and blurred reflexes in the region of 2 36–40° reflection angles indicate a weak degree of crystallization of hydrosilicate new formations with less structural ordering, which corresponds to the content of the X-ray amorphous hydrosilicate phase (Fig. 2, a).

Fig. 2. X-ray phase analysis of binders (age 28 days, on quartz sand): a - CB1–70; b – PC.

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E. S. Shorstova and S. V. Trukhanov

Among the new formations in the CaO-SiO2-H2O system, crystalline phases of calcium hydrosilicates of the CSH type, which crystallize from the total hydrosilicate mass in the region of 2 36–40° reflection angles (Fig. 2, a) should also be distinguished. The presence of low-base hydrosilicates of type CSH (I) explains the increased strength of the developed binder. RFA results are confirmed by differential thermal analysis, where the main mass loss of 5% at 105 °C, is associated with the removal of weakly bound adsorption water from the amorphous phases of hydrosilicate neoplasms. Gradual mass loss in the 700–750 °C region is due to dissociation of calcium carbonate as well as decomposition of crystalline hydrosilicate structures (Fig. 3).

Fig. 3. Derivatogram of the sample of composite binder CB1–70.

The activation of the processes of hydration of the binder of the developed composition is also evidenced by the decrease in diffraction reflections of the main clinker minerals of Portland cement, which are represented by highly basic calcium orthosilicates. – alite Ca3 [SiO4 ]O, belite Ca2 [SiO4 ].

4 Conclusion Thus, during hydration in an alkaline environment of the binder active silica-containing components of man-made raw materials (quartz of green-slate degree of metamorphism in quartzitosandstone and X-ray amorphous component in the form of glass phase in fly ash) are involved in the processes of chemical interaction, contributing to an increase in the dissolution rate of cement binder, which is confirmed by a decrease in the diffraction reflections of the main clinker minerals, as well as the presence of a more homogeneous and dense microstructure of the hardened binders. Acknowledgements. The work is realized in the framework of the Program of flagship university development on the base of the Belgorod State Technological University named after V.G. Shukhov, using equipment of High Technology Center at BSTU named after V.G. Shukhov.

Analysis of Phase and Structure Formation Processes

19

References 1. Klyuev SV, Klyuev AV, Shorstova ES (2019) The micro silicon additive effects on the finegrassed concrete properties for 3-D additive technologies. Mater Sci Forum 974:131–135 2. Klyuev SV, Klyuev AV, Shorstova ES (2019) Fiber concrete for 3-D additive technologies. Mater Sci Forum 974:367–372 3. Klyuev SV, Khezhev TA, Pukharenko YV, Klyuev AV (2018) To the question of fiber reinforcement of concrete. Mater Sci Forum 945:25–29 4. Klyuev SV, Klyuev AV, Vatin NI (2018) Fine-grained concrete with combined reinforcement by different types of fibers. In: MATEC web of conferences, vol 245, p 03006 5. Klyuev SV, Klyuev AV, Khezhev TA, Pucharenko YV (2018) High-strength fine-grained fiber concrete with combined reinforcement by fiber. J Eng Appl Sci 13(8 SI):6407–6412 6. Nizina TA, Nizin DR, Selyaev VP, Spirin IP, Stankevich AS (2023) Big data in predicting the climatic resistance of building materials. I. Air temperature and humidity. Constr Mater Prod 6(3):18–30. https://doi.org/10.58224/2618-7183-2023-6-3-18-30 7. Abbas AHA (2023) Magnetic iron oxide nanoparticles: synthesis, surface modification, and functionalization by luminescent materials. Constr Mater Prod 6(2):58–80. https://doi.org/ 10.58224/2618-7183-2023-6-2-58-80 8. Khezhev TA, Pukharenko Y, Khezhev K, Klyuev SV (2018) Fiber gypsum concrete composites with using volcanic tuff sawing waste. ARPN J Eng Appl Sci 13(8):2935–2946 9. Mikhaskin VV (2023) Influence of dynamic loads on fatigue strength of steel beams reinforced with carbon fiber. Constr Mater Prod 6(2):35–46. https://doi.org/10.58224/2618-7183-20236-2-35-46 10. Gerasimova EB, Melnikova LA, Loseva AV (2023) Ecological safety of construction in singleindustry town. Constr Mater Prod 6(3):59–78. https://doi.org/10.58224/2618-7183-2023-63-59-78 11. Lesovik RV, Klyuyev SV, Klyuyev AV, Tolbatov AA, Durachenko AV (2015) The development of textile fine-grained fiber concrete using technogenic raw materials. Res J Appl Sci 10(10):696–701 12. Lesovik RV, Klyuyev SV, Klyuyev AV, Netrebenko AV, Yerofeyev VT, Durachenko AV (2015) Fine-Grain concrete reinforced by polypropylene fiber. Res J Appl Sci 10(10):624–628 13. Volodchenko AA (2023) Efficient silicate composites of dense structure using hollow microspheres and unconventional aluminosilicate raw materials. Constr Mater Prod 6(2):19–34. https://doi.org/10.58224/2618-7183-2023-6-2-19-34

Computational Method for Assessing the Crack Resistance of Elements of Gas Transmission System Structure N. V. Pirumyan(B)

and M. G. Stakyan

National University of Architecture and Construction of Armenia, Yerevan, Republic of Armenia [email protected]

Abstract. The kinetics of the occurrence and development of structural elements corrosion fatigue damages of Gas transmission system (GTS), operating under the complex influence of external factors with their various numbers and combinations, is considered. Taking into account the location of the GTS in an open area and the cyclical nature of the action of external factors, the dominant type of total loading of pipelines is one-sided variable bending, which causes corrosion and fatigue damage along the perimeter of the transverse annular section of pipes. At the same time, a significant service life and round the clock operation of pipelines, in addition to ensuring their fatigue strength, also requires calculations of the crack resistance of pipes. The calculated schemes of crack resistance are studied and the equation of the stress intensity coefficient Kfc is chosen. It is shown that this function gives reliable results with static and low-cycle loading of pipelines, but during multi-cycle loading, taking into account the kinetics of fatigue crack development, which leads to a change in the parameters, as well shapes and location of the break area, the application of this equation becomes conditional, requiring its correction taking into account variations in maximum stresses σp max , the depth of crack propagation afc , as well as geometric parameters, forms and location of fatigue break area. A new function has been obtained that makes it possible to clarify the Kfc values and determine the equivalent durability Ne of the structure, taking into account the presence of a fatigue crack afc and give quantitative assessment of the process of fatigue failure of the elements of the GTS structure. Keywords: Gas Transmission System (Gts) · Main Gas Pipeline · Pipeline Weld Stress Intensity Coefficient · Fractographic Analysis · Seam Crack Resistance · Annular Crack

1 Introduction One of the urgent problems of the development and operation of contemporary gas transmission systems (GTS) is to increase the durability of structural elements according to strength criteria while reducing their metal consumption [1–3]. The continuous increase of gas supply volumes, productivity and other parameters of the GTS, as well as the increase in the tension of the elements, lead to the fact that this problem can be solved © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 20–27, 2024. https://doi.org/10.1007/978-3-031-44432-6_3

Computational Method for Assessing the Crack Resistance

21

only by using the achievements of the strength and crack resistance studies in the design developments of the GTS. For elements and structures of GTS under extreme loading conditions, traditionally used in engineering practice to determine nominal and local stresses strength calculations are insufficient. Therefore, the reserves of strength and durability within the framework of verification calculations are established on the basis of deformation criteria of destruction, i.e. by limit loads, local elastic-plastic deformations, coefficients of stress intensity (CSI) and deformations (CDI), by the size of defects such as cracks. The advantage of strain strength calculations is that the deformation criteria of viscous, quasi-brittle and brittle fractures include a set of basic characteristics of the mechanical properties of materials. This makes it possible to conduct a quantitative analysis of the effectiveness of the use of structural materials with various static properties for structures operating in a wide range of loads, temperatures and deformation rates [4–6]. The analysis of the redistribution of stresses and deformations in the crack zones allows ones to quantitatively describe the field of elastic-plastic deformations and replace CSI with CDI in the calculations. Deformation parameters of nonlinear fracture mechanics make it possible to perform strength calculations at the design stage. At the same time, the characteristics of mechanical properties are used, which take into account the influence of the main structural, technological and operational factors, as well as crack-type defects [4, 5]. In the presence of a big concentration of stresses and defects, fatigue cracks may occur at the early stages of operation, therefore, the problem of assessing the durability of elements under operating conditions at the crack development stage, i.e. from the moment of the appearance of the first macroscopic crack with a length of 0.2…0.5 mm to the final destruction is of great importance.

2 Methods and Materials The typical cases of failures of GTS structures and provides a fractographic analysis of fatigue failures at different levels of overstresses are considers. Microstructural analysis of the surface layer indicates a change in the shapes and quantitative ratio of microstructural components (Fig. 1). Due to microplastic deformations caused by maximum stresses at the top of microcracks, as well as the contact closure of their edges, as the annular front of cracks moves towards the center of the fracture, the surface layers are strengthened in the zone of viscous fracture, the depth and degree of which depend on the indicators of cyclic loading, σi , Ni and the geometric parameters of the concentrators.

3 Results and Discussion Of great interest are the study and systematization of the structural features of the fractures inherent in the main types of cyclic loading in various cases of stress state [6]. The introduction of SIC values Kfc allows to quantify and qualitatively estimate the patterns of crack growth under cyclic loading, since the growth of fatigue cracks occurs against the background of elastic-plastic deformations when the criteria of fracture mechanics are valid. For cylindrical shaped elements, the fracture toughness is determined according to the Paris dependence, which is common in fracture mechanics √ (1) Kfc = Aσ 6p π afc ,

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N. V. Pirumyan and M. G. Stakyan

Fig. 1. Microstructure of the fracture surface layers: at a mm depth (a), initial state (mm) (b).

where σ bp is the amplitude of the acting stresses for the “gross” section; afc - the critical depth of the annular crack determined by fractographic analysis; A ≈ 1.12 -coefficient depending on the shape of the crack.   When testing for low-cycle or limited fatigue N = 103 · · · 105 cycles , characterized by lower values of af and a practically unchanged moment of resistance of the dangerous section of the element, the use of dependence (1) is methodically justified. Using the data, it can be assumed that with unilateral cyclic bending, the development of a fatigue crack at high overstresses leads to a concentric narrowing of the “live” section and the formation of an almost symmetrical break zone, and at low overstresses – to an asymmetric narrowing and the formation of an elliptical break zone (Fig. 2).

Fig. 2. Design scheme of annular crack development.

The stress-strain state of the weld zone under the influence of these factors under conditions of multi-cycle and prolonged fatigue leads to a violation of the initial arrangement of pipes, causing a shift of the centers of gravity of the initial and deformed cross sections, the appearance of eccentricity, changes in geometric shapes and parameters of the annular section of pipes from cylindrical to elliptical. This is also due to the predominant occurrence and development of fatigue cracks in the lower segment of the

Computational Method for Assessing the Crack Resistance

23

pipe cross-section (Fig. 2), leading to fatigue failure of welds at certain values of maximum cyclic stresses σP max , the limit values of which, according to the fatigue equation σPmmax Nmax = C, it is possible to determine the cyclic durability Nmax , therefore, to clarify the service life of the structural element. The fatigue fracture of a thin-walled annular tube has the form shown in Fig. 2 (the shaded part corresponds to the destroyed section segment), and the maximum tensile stress in an open thin-walled ring is determined as  (2) σP max = Myp max Iz , where M is the total bending moment; yp max = R + e, and the residual moment of inertia is Iz . The elliptical location of the crack relative to the circular section, characterized by the A1 (z1 ; y1 ), A2 (z2 ; y2 ) and B1 (z3 ; y1 ), B2 (z4 ; y2 ) points (Fig. 2), can be determined by jointly solving the equation of the system  2 z + (y − e)2 = R2 , (3)   2 (z / a)2 + y b = 1, where e- is the eccentricity, and the values of the semi-axes a, b of the break ellipse can be expressed based on the similarity condition of a concentrically tapering elliptical crack. According to the results of the fractographic analysis, the values of the coefficient A in (1) were adjusted by the computational analysis method. Experimental studies devoted to the research of the occurrence and growth of cracks under various loading conditions [6, 7] allowed the entire process to be divided into stages: Incubation – due to an increase in the density of dislocations unfavorable oriented to the load, microplastic deformations accumulate, which leads to intracrystalline hardening and increased stress in micro volumes. Violation of the integrity of the material – the process of accumulation of dislocations and the formation of vacancies increases, the first micro-cracks and submicrocracks appear, redistributing residual stresses. The process of softening the material is begining. Stable growth of microcracks – there is an intensive accumulation of vacancies in submicrocracks and the first microcracks appear. The final destruction - proceeds very quickly, macro cracks appear, which lead to the fragile destruction of the remaining “living” section. The surface layers of fractures due to the contact closure of the shores of microand macro-cracks in the process of periodic loading are exposed to strength elasticplastic hardening, the degree of which depends on the level of cyclic overstresses σP , the duration of loading cycles N , as well as the location of the studied area in the zones of viscous and brittle destruction. At the micro level, similar phenomena also occur at the top of the microcrack from the influence of microplastic deformations. The development of experimental methods for assessing cyclic crack resistance and identifying patterns of fatigue crack development allow ones to develop criteria for the selection of materials and structural and technological options that provide the greatest reliability and durability with the lowest metal consumption [5].

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N. V. Pirumyan and M. G. Stakyan

In the case of stretching a plane with a through crack 2 lengths the SIC is determined by the formula [1] √ K = σ π . (4) In general, the SIC depends not only on the stresses σ applied to the body and on the crack length, but is also a function of the geometry of the body and its loading scheme [4]: √    K = σ π Y  B , (5)    where Y  B - is the correction for the geometry and loading scheme, B- is the characteristic size of the cross–section of the body. In the mechanics of fatigue failure, the fracture parameters characterizing the stressstrain state at the crack tip of an elastic body and controlling the patterns of  its growth are the SIC and the asymmetry coefficient of the loading cycle R = Kmin Kmax . The fracture mechanics parameter K takes into account the value and method of application of the load, the shape and dimensions of the sample and the crack. To analyze the patterns of fatigue failure at  the stage of crack growth, it is quite sufficient to use the dependence of its velocity d  dN on the scope K = (1 − R)Kmax (or maximum value Kmax ) of SIC    d = V = f Kmax , Kmin Kmax , C, m , dN

(6)

where  - is the length of the propagating fatigue crack, N - is the number of loading cycles, C and m - are some constants. Graphically, Eq. (6) is represented by a kinetic diagram of fatigue failure (KDFF). A typical basic KDFF (Fig. 3), based in logarithmic coordinates, is limited by the threshold CIS (Kth or Kth ), below which the crack does not grow, and the critical Kfc of the cycle CSI, at which the sample break occurs. In practice, the conditional value of the threshold CSI Kth is determined, corresponding to the basic growth rate of the fatigue crack Vth , equal to 10−10 m/cycle. Conventionally, the KDFF can be represented as: the middle Sect. 2, approximated by a straight line, and the extreme curved sections of low (usually less than 10−8 m/cycle – Sect. 1) and high (usually more than 10−6 m/cycle - Sect. 3) fatigue crack growth rates [4]. The growth rate of fatigue cracks depends on many factors. Among them, the following factors can be mentioned: mechanical (amplitude of stresses, asymmetry of the loading cycle, frequency), metallurgical (microstructure, presence of inclusions, nature of alloying), physical and chemical (temperature, medium, irradiation) and geometric dimensions of the body. Based on them, the characteristics of cyclic crack resistance are established, on their basis, the material of structures is selected and the technology of manufacturing materials is optimized, operating conditions, safe resource and survivability of structures with cracks are evaluated; analyze the causes of their destruction. The analytical dependence (6) can be represented in the form of various variants of elementary and special functions that will describe the KDFF well in the Kth ≤ K1 max ≤

Computational Method for Assessing the Crack Resistance

25

Fig. 3. Kinetic diagram of fatigue failure.

Kfc range. The middle section of the KDFF can be approximated by the equation V =V

∗



Kmax K∗

 =V

∗



K K ∗

m ,

(7)

where K ∗ (K ∗ ), m - are the approximation parameters, V = 10−7 m/cycle. Formula (7) is usually represented as m V = CKmax = C  K m ,

(8)

where the characteristics K ∗ (K ∗ ) are determined by the coefficient C, C  according to the formulas   1/ m   1 m  . K ∗ = V ∗ C / , K ∗ = V ∗ C To account for the influence of the characteristics of cyclic crack resistance Kth and Kfc on the patterns of fatigue crack propagation in all three sections of the KDFF, the Prandtl’s equation can be used   K − Kth m d =C . (9) dN Kfc − Kmax Calculation of cyclic durability of structures in the presence of propagating fatigue cracks, i.e. the number of cycles N before failure, is calculated by integrating the equation of crack growth along the crack length [4]:

c N= 0

d   , f Kmax , Kmin Kmax , C, m

(10)

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N. V. Pirumyan and M. G. Stakyan

where 0 and c - are, respectively, the initial and critical crack lengths. In particular, for an average amplitude section, the integration of Eq. (8) gives the following expression for durability:  1 1 2 − (m−2) 2 , (11) N= / (m − 2)C  M m/ 2 σ m (m−2)/ 2 c 0

where M is the correction function for the geometry of the body√and the shape of the crack in the generalized ratio for the SIC span of the K = σ M  form, σ - the span of the applied stress in one cycle. When assessing the durability and propagation curve of a fatigue crack (N ), the following calculation sequence is appropriate: • by methods of flaw detection, to establish the orientation and dimensions of the crack-like defect 0 , to choose a design scheme for which to choose an acceptable SIC formula;  • to establish operational loading modes σmax , σ = σmax − σmin , σmin σmax , according to which for the accepted design scheme is possible to calculate the parameters of the Kmax , K = Kmax − Kmin , R = Kmin Kmax loading cycle; • for a given structural material, cycle asymmetry and loading frequency,  experimentally determine (or use the reference literature) the Kth (Kth ), Kfc Kfc , C, m parameters of the KDFF and the equation of fatigue crack growth; • for the accepted design scheme and the operational mode of loading according to the threshold SIC Kth (Kth ) and cyclic crack resistance Kfc , set the dimensions of the non-spreading th and critical c cracks, respectively; • substituting the established expression for the SIC at a given operational loading mode into the equation of the crack growth rate and integrating it, determine the dependence of the size of the propagating fatigue crack  on the number of loading N; • calculate the cyclic durability according to the formula (10).

4 Conclusions The proposed design schemes allow, taking into account the actual loading conditions, the type of stress-strain state, the kinetics of crack development and probabilistic representations of the fatigue failure process, to calculate and predict the residual life of parts with operational cracks. Combining calculations with fractographic analysis will solve the inverse problem - to recreate the prehistory of periodic loading, which is very important when examining cases of breakdowns of critical parts and machine components. The results of the work can be used in the following areas: a) the introduction of mandatory monitoring of the technical condition of heavily loaded structural elements in the maintenance processes, and, if necessary, routine repairs or replacement of the damaged part; b) in the event of a failure, technical diagnostics of the causes of destruction and quantitative assessment of the acting factors using the database of these regression equations. The second direction is of practical interest for workers in the production sector and also for specialists of emergency structures.

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Acknowledgements. This work is realized in the framework of the “Preservation and development of the research laboratory of natural-mathematical modeling of construction tasks” and “Preservation and development of the research laboratory of construction and urban economy” programmes financed by Science Committee of Republic of Armenia.

References 1. Volgina N, Shulgin A, Khlamkova S, Sharipzyanova G, Vorobyov Ya (2020) Analysis of the causes of destruction of gas pipelines. In: MATEC web conference, vol 329, pp 1-5. https:// doi.org/10.1051/matecconf/202032903010 2. Pirumyan N, Stakyan M, Khazaryan H (2022) Mathematical modeling of the process of reduction of the material consumption of gas transmission system elements. Key Eng Mater 906:115–124. https://doi.org/10.4028/www.scientific.net/kem.906.115 3. Pirumyan N, Stakyan M, Yazyev B (2023) Reliability enhancement of the operation of main pipelines in order to ensure the sustainable development of the gas transmission system. In: Guda A (ed) NN 2022, vol 509. LNNS. Springer, Cham, pp 1283–1291. https://doi.org/10. 1007/978-3-031-11058-0_130 4. Matvienko Yu (2006) Models and criterion of fracture mechanics. Fizmatlit, Moscow 5. Selivanov V (2006) Mechanics of deformed shock destruction. Publishing House of Bauman Moscow State Technical University, Moscow 6. Pirumyan N, Stakyan M (2020) Measures to increase the building steel structures’ bearing capacity. In: IOP conference series: materials science and engineering, vol 913, pp 1–7, 022006. https://doi.org/10.1088/1757-899X/913/2/022006 7. Ibatullin I (2008) Kinetics of fatigue damage and destruction of surface layers. Samara

Structure Formation of Finishing Compositions Based on Modified Lump Silicate V. I. Loganina1(B) , Bassam Shareef Deneef Al Saedi2 , A. V. Klyuev3 R. R. Zagidullin4 , and A. E. Chuikin5

,

1 Penza State University of Architecture and Construction, Penza, Russia

[email protected]

2 Ministry of Oil, South Refineries Company, Basra, Iraq 3 Belgorod State Technological University Named After V.G. Shukhov, Belgorod, Russia 4 Kazan (Volga Region) Federal University, Kazan, Russia 5 Ufa State Petroleum Technological University, Ufa, Russia

Abstract. Information on the structure formation of a finishing composition based on the mechanochemical activation astringent, obtained by joint grinding of sodium silicate lumps and calcium chloride is presented. The silicate lump after mechanochemical activation had a specific surface area of 3000 cm2 /g. As one of the components, dehydrated clay with an average density of 1439 kg/m3 and a specific surface area of 2783 kg/m3 was used. Shows, the formation in putties with the use of dehydrated hydrosilicate clay and calcium hydroaluminosilicates. The regularities of changes in the plastic strength for the finishing composition depending on the content of dehydrated clay have been established. Mathematical models of plastic strength are presented. Studies indicate the effectiveness of the use for the astringent based on joint grinding of lump silicate and calcium chloride. The composition of the putty has been developed in the form of a dry mixture containing mechanochemical activation silicate lump (MXASL), dehydrated clay and an additive - sodium salt of carboxymethyl cellulose. The technological and rheological properties of the putty composition have been established. Keywords: Lump Silicate · Modified Astringent · Putty · Structure Formation · Rheology

1 Introduction Silicate paints are widely used to decorate the walls of buildings [1, 2]. Such paints are environmentally friendly. Coatings based on such paints are characterized by high strength and durability [3, 4]. The production of silicate finishing compositions is divided into two separate processes: the process of obtaining a dry pigment mixture and the process of obtaining liquid glass by dissolving lump silicate in autoclaves. To improve the properties of coatings based on silicate paints, modifying additives of organic or inorganic nature are introduced into the formulation [5–7]. Modifying additives can be added to the composition of the binder (by dissolving lump silicate) © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 28–35, 2024. https://doi.org/10.1007/978-3-031-44432-6_4

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or when pre-paring the finishing composition. The result of modification is a change in the physico-chemical nature of the binder, the products of its curing, as well as the properties of the coating [8]. Along with chemical modification, mechanical modification is also possible, in which the modifier additive weakly interacts with the binder, but due to the specificity of its properties, it affects the properties of the coating as a whole. Such coatings include coatings based on dispersion silicate paints [9]. Great possibilities for regulating the technological, physical, mechanical and operational properties of coatings based on alkali metal silicates are incorporated in the mechanochemical activation of lump silicate, which is a binder in finishing compositions. Our studies have shown the effectiveness of mechanochemical activation of lump silicate and the prospects for its use in finishing compositions [10–13]. The aim of the work was to study the process of structure formation of the finishing composition, as well as the development of a putty formulation based on mechanochemically activated lump silicate (MHASL).

2 Materials and Methods When developing the formulation, the putty was used as the astringent mechanochemical activation silicate lump, obtained by joint grinding of silicate lump and calcium chloride. We used a sodium silicate lump with a silicate modulus 2.65 (GOST 13079-93 [R 5041892]) with an average density of 1034 kg/m3 , technical calcium chloride (GOST 450-77*), dehydrated clay from the Lyagushovskoye and Issinskoye deposits of the Penza region with an average density of 1439 kg/m3 with a specific surface of 2783 kg/m3 , additive - sodium salt of carboxymethyl cellulose (Na-KMC) (OCT 6-05-386-80), ground chalk grade MM-2 (GOST 17498-72, OCT 21-10-83), diatomite with a specific surface area of 2869 kg/m3 , additive - technical grade polyacrylamide gel “Ammonia” (TU b-01-104992), grade I (PAA). Mechanochemical activation lump silicate had a specific surface area of 3000 cm2 /g. The plastic strength or ultimate shear stress was determined using a KP-3 conical plastometer.

3 Results and Discussions When studying the structure formation of the finishing composition (putty), calculations of possible reactions in the putty compositions were carried out. The heats of formation H and the Gibbs energy of formation of reaction products at a standard temperature are determined [14–20]. The calculation results indicate the probability of all reactions in the forward direction (negative values of H). The large numerical values of G found for the reactions of formation of CS, CSH, γ-C2 S, and CASH make it possible to speak with sufficient probability of the possibility for these reactions occurring not only at standard temperature (25 °C), but also at other temperatures. On the sample radiograph, obtained by adding water (mechanochemical activation lump silicate) and hydrated clay and hardened for two months at room temperature and atmospheric pressure (Fig. 1), the presence of (CaOAl2 O3 -SiO2 2H2 O), one-calcium hydrosilicate (CaO SiO2 H2 O) and dicalcium hydrosilicate (2CaO SiO2 - H2 O).

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On the radiograph, the values of interplanar distances, characteristic hydroaluminosilicate of calcium are equal to d = 3.682 A 3.842 A, mono-calcium hydrosilicate d = 1.523 A; 2.231 A; 3.027 A; 4.240A, dicalcium hydrosilicate d = 1.814 A, 2.810 A. The qualitative radiograph structural analysis of samples based on (mechanochemical activation lump silicate) and diatomite after hardening for 2 months showed the presence of mono-calcium and dicalcium hydrosilicates (Fig. 1). On the radiograph diffraction pattern of this composition, the values of interplanar spacings characteristic for one-calcium hydrosilicate are d = 1.604 A; 1.817 A; 2.493 A, 3.069A, 3.589A, dicalcium hydrosilicate - d = 1.875 A, 2.817 A. The fixed peaks CSH and C2 SH in the samples with diatomite based on (mechanochemical activation lump silicate) have a weak intensity. The content of CSH and C2 SH in diatomite putties is obviously much lower than in dehydrated clay putties, which correlates with the values of cohesive strength values.

Fig. 1. The radiograph (X-ray) putty based on MXASL (mechanochemical activation lump silicate) and dehydrated clay.

In addition, to study the processes of structure formation and hardening for finishing compositions based on (mechanochemical activation lump silicate), the kinetics of changes in the electrical resistance of the compositions at an early stage of hardening was investigated (Fig. 2). Analysis of the curves for the electrical resistivity of the compositions indicates that with an increase in the amount of fillers (dehydrated clay), the electrical resistance of the compositions also increases, all other conditions being the same. For example, composition 1 (Fig. 2, curve 1) with an amount of fillers equal to 0.69 (by volume), after five hours for hardening had an electrical resistance value of 93 k, and composition 3 (Fig. 2, curve 3) with an amount of fillers equal to 0.14 (by volume), after the same curing time, the electrical resistance value was 21 k. This is obviously, due to the fact that an increase in the amount of fillers naturally leads to the aggregation for fine particles and to their faster structuring.

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31

In addition, the analysis of the curves in Fig. 2 also indicates that with the course of hardening for the compositions, their electrical resistance also increases. So, for example, for composition 1 (Fig. 2, curve 1) at the initial moment (after preparation) the electrical resistance was 37 k. After 2 h of hardening, the electrical resistance of the composition increased to 72 k - almost twice, and after 4 h it was 81 k. This is obviously due to the fact that complex processes of structure formation take place in the composition. as a result of which new chemical compounds are formed (hydrosilicates and hydroaluminosilicates of calcium, a sol of silicic acid, which condenses into polymeric compounds of silicic acid, forming a gel, and which then chemically reacts very slowly with carbon dioxide in the air - carbonization of polysilicic acids occurs), the concentration of Cl− , Na+ , H+ , OH− , Ca2+ , Si4+ , Al3+ ions in the liquid phase changes, the amount of free water decreases (part of it evaporates during natural drying, the other is part of the neoplasms).

Fig. 2. The kinetics of changes in the electrical resistance of the compositions at an early stage of hardening: 1 - MXASL: clay: water = 1: 0.69: 1.15 (by volume - composition 1); 2 - MXASL: clay: water = 1: 0.41: 1.15 (by volume - composition 2); 3 - MXASL: clay: water = 1: 0.14: 1.15 (by volume - composition 3).

Putty compositions based on MXASL and dehydrated clay at the initial moment of hardening have a coagulation structure due to the formation of a silicic acid gel and hydration products - mono-calcium and dicalcium hydrosilicates, as well as calcium hydroaluminosilicate. With further hardening of the putties, thin layers of liquid dispersion particles, forming a random spatial network, decrease in the course of natural drying. As a result, the structure of the investigated putties from coagulation passes into condensation, which is accompanied by the most possible phaseless transformation of hydrolysis and hydration products. Subsequently, during the hardening of the putties, over time, the smallest crystals of hydrated neoplasms are released from the solution, which are less soluble than the original components of the mixture. They form a crystalline intergrowth and thereby cause the appearance of a crystallization structure. The presence of an electrolyte, calcium chloride, introduced during grinding into a sodium silicate lump, intensifies the hardening of the putty.

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The effect of the volumetric content of filler, water and additives on the rheological properties of the finishing composition was investigated. Figure 4 shows the values of the plastic strength of the putty depending on the volumetric content of the filler. Analysis of the experimental data indicates that there is a regular increase in plastic strength with an increase in the volumetric content of the filler in the compositions with the same water-binding ratio. So, for compositions based on MXASL with a water-binding ratio of 1.15 and with an increasing filler content from 0.14 to 0.69, the plastic strength of the compositions increases and is, respectively, 140.0 and 162.5 Pa. Analysis of the data shown in Fig. 3 indicates that two characteristic parametric points can be distinguished on the curve characterizing the dependence of the plastic strength on the volumetric content of the filler. At low filler concentrations of 0.1 by volume, the rheological properties of the system are described by the Einstein equation: τ = τo (1 + αϕ), Pa,

(1)

where τ0 is the plastic strength in the absence of filler; α is coefficient taking into accounts the shape of the filler particles; ϕ is the volume fraction of the filler.

Fig. 3. Influence of the amount for filler on the change in plastic strength (MXASL: water = 1: 1.15).

With an increase in the degree of filling for dispersed systems, aggregation processes occur more intensively, and when the filler content reaches an average of 0.41 (by volume), the processes of structure formation begin to proceed more intensively. From the point of view for synergetic, the putty mass is a typical dissipative system, prone to self-organization. As a result of the approach for the filler particles during mixing, spontaneous formation of cluster formations of particles occur. With an increase in the degree of filling, the sizes of the clusters increase, and the formation of the film phase for the matrix occurs. At a definite degree of filling, a sharp increase in plastic strength is observed, which can be explained by a deficiency of an astringent and an increase in contact interactions between filler particles.

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33

On Fig. 4 shows the dependences of the change in plastic strength over time. With the passage of time, an increase in the plastic strength is observed, and an increase in the filler content leads to a sharper change in the plastic strength. Based on the modified binder, a putty formulation was developed for finishing concrete and plaster surfaces. Dehydrated clay was used as filler; sodium salt of carboxymethyl cellulose was used as a water-retaining additive. Table 1 shows the main technological and operational properties of the developed putty.

Fig. 4. Change in plastic strength over time: 1-composition of the MXAS: clay = 1: 0.14: 0.37; 2-composition of the MXASL: clay = 1: 0.41: 0.37; 3-composition of MXASL: clay = 1: 0.69: 0.37. Table 1. Technological and operational properties of the putty. Indicator name

Indicator value

Adhesion strength at a curing temperature of 20 °C, [MPa]

0.4.. .0.6

Cohesive strength, [MPa]

0.29…0.33

Viability, [h]: - when stored in open containers - when stored in closed containers

8 10

Drying time at 20 °C, [min]: - up to degree “1” - up to degree “5”

25 80

Grindability

good

Consumption of putty in a one-coat application with a thickness of 1 mm, [kg/m2 ]

0.55

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V. I. Loganina et al.

4 Conclusions The composition of the putty based on mechanochemical activation lump silicate (MXASL) obtained by joint grinding of sodium silicate lump and calcium chloride has been developed. As a result of thermodynamic calculations and high-quality the radiograph (X-ray) structural analysis, the formation in putties with the use of dehydrated clay of hydrosilicates and hydroaluminosilicates of calcium was established. The regularities of changes in the plastic strength of the finishing composition on the basis of mechanochemical activation lump silicate (MXASL), depending on the content of the filler - dehydrated clay, have been established.

References 1. Adekunle S, Ahmad S, Maslehuddin M, Al-Gahtani HJ (2015) Properties of SCC prepared using natural pozzolana and industrial wastes as mineral fillers. Cem Concr Compos 62:125– 133. https://doi.org/10.1016/j.cemconcomp.2015.06.001 2. Loganina VI, Kislisyna SN, Mazhitov YB (2018) Development of sol-silicate composition for decoration of building walls. Case Stud Constr Mater 9:1–4. https://doi.org/10.1016/j. cscm.e00173 3. Kim J-E et al (2016) Mechanical properties of energy efficient concretes made with binary, ternary, and quaternary cementitious blends of fly ash, blast furnace slag, and silica fume. Int J Concr Struct Mater 10:97–108. https://doi.org/10.1007/s40069-016-0162-7 4. Dinakar P, Sahoo PK, Sriram G (2013) Effect of metakaolin content on the properties of high strength concrete. Int J Concr Struct Mater 7(3):215–223. https://doi.org/10.1007/s40069013-0045-0 5. Rassokhin AS, Ponomarev AN, Figovsky OL (2018) Silica fumes of different types for highperformance fine-grained concrete. Mag Civ Eng 78(2):151–160. https://doi.org/10.18720/ MCE.78.12 6. Li S, Ding J, Shawgi N (2016) Qi S (2016) Effect of organic montmorillonite on the performance of modified waterborne potassium silicate zinc-rich anti-corrosion coating. Res Chem Intermed 42(4):3507–3521. https://doi.org/10.1007/s11164-015-2228-6 7. Loganina VI, Mazhitov YB (2020) Estimation of rheological properties of ash silicate paints. Mater Sci Forum: Trans Tech Publ 992:569–573. https://doi.org/10.4028/www.scientific.net/ MSF.992.569 8. Yip CK, Lukey GC, Provis JL, van Deventer JSJ (2008) Effect of calcium silicate sources on geopolymerisation. Cem Concr Res 38:4554–4564. https://doi.org/10.1016/j.ces.2008.06.008 9. Deshmukh G, Birwal P, Datir R, Patel S (2017) Thermal: insulation materials: a tool for energy conservation. J Food: Process Technol 8(4):1–4. https://doi.org/10.4172/2157-7110. 1000670 10. Klyuev SV, Klyuev AV, Khezhev TA, Pucharenko YV (2018) High-strength fine-grained fiber concrete with combined reinforcement by fiber. J Eng Appl Sci 13(8 SI):6407–6412 11. Lesovik RV, Klyuyev SV, Klyuyev AV, Netrebenko AV, Kalashnikov NV (2014) Fiber concrete on composite knitting and industrials and KMA for bent designs. World Appl Sci J 30(8):964– 969 12. Klyuev SV, Klyuev AV, Khezhev TA, Pucharenko Y (2018) Technogenic sands as effective filler for fine-grained fibre concrete. J Phys: Conf Ser 1118:012020 13. Klyuev SV, Bratanovskiy SN, Trukhanov SV, Manukyan HA (2019) Strengthening of concrete structures with composite based on carbon fiber. J Comput Theor Nanosci 16(7):2810–2814

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14. Mizuriaev S, Zhigulina A, Mamonov A, Ganechkina K (2016) Fire resistant thermal insulation material with regulated moulding viscosity and mixed bonding agent. Procedia Eng 153:604– 608. https://doi.org/10.1016/j.proeng.2016.08.202 15. Kiski SS, Ponomarev AN, Ageev IV, Cun C (2014) Modification of the fine-aggregate concrete by high disperse silica fume and carbon nanoparticles containing modifiers. Adv Mater Res 941–944:430–435. https://doi.org/10.4028/www.scientific.net/AMR.941-944.430 16. Tong J, Liu CH, Jing LQ (2018) The molar surface Gibbs energy and its application: the aqueous solution of ionic liquids. J Chem Thermodyn 127:1–7. https://doi.org/10.1016/j.jct. 2018.07.012 17. Ishwarya G, Singh B, Deshwal S, Bhattacharyya SK (2019) Effect of sodium carbonate/sodium silicate activator on the rheology, geopolymerization and strength of fly ash/slag geopolymer pastes. Cem Concr Compos 97:226–238. https://doi.org/10.1016/j.cemconcomp. 2018.12.007 18. Figovsky OL, Beilin D (2009) Improvement of strength and chemical resistance of silicate polymer concrete. Int J Concr Struct Mater 3(2):97–101. https://doi.org/10.4334/IJCSM. 2009.3.2.097 19. Ramanathan P, Baskar I, Muthupriya P, Venkatasubramani R (2013) Performance of selfcompacting concrete containing different mineral admixtures. J Civ Eng 17(2):465–472. https://doi.org/10.1007/s12205-013-1882-8 20. Ivanchik N, Kondrat’ev V, Chesnokova A (2016) Use of the nanosilica recovered from the finely dispersed by product of the electrothermal silicon production for concrete modification. Procedia Eng 150:1567–1573. https://doi.org/10.1016/j.proeng.2016.07.119

Research of Foam Concrete Components by Two-Stage Injection Method R. E. Lukpanov1(B)

, D. S. Dyussembinov1 , A. D. Altynbekova1,2 and Zh. B. Zhantlesova1,2

,

1 LLP «Solid Research Group», Astana, Kazakhstan

[email protected] 2 L.N. Gumilyov Eurasian National University, Astana, Kazakhstan

Abstract. The article presents part of the results of the study of the components of foam concrete made by the method of two-stage introduction of foam, in particular the effect of post-alcohol bard (one of the components of the modified additive of foam concrete production) on the strength of cement. The work shows the method of determining the compressive and bending strength, the selection of the components composition, the analysis and evaluation of the strength characteristics of the compared samples. The research makes it possible to determine the effect of plasticizing additive on the properties of foam concrete during their production. The purpose of introducing plasticizing additives into foam concrete is to reduce its water hardening ratio and the expected increase in strength. To estimate the strength changes the samples were made and tested in compression and bending at the age of 3, 7, 14, 21 and 28 days of normal humidity hardening. From the results of research, the additive, accelerates hardening and it was found that the additive contributes to an increase in strength, both at early age (3, 7 days) and at the design age (28 days). The results of the experiment showed that from the standpoint of improving the qualitative characteristics of the samples the use of plasticizing additives is appropriate. The additive showed optimum positive effect, so the use of this percentage of additive is the most effective to increase the compressive and flexural strength of concrete. Such high values on the strength of the specimens allow us to count on their high reliability. Keywords: Foam Concrete · Modified Additive · Post-alcohol bard · Plasticizer · Strength

1 Introduction The sphere of building materials production is significant for the economy and occupies one of the high place in the total volume of production. It represents the basis for providing the construction complex with raw materials [1]. The production of construction composites began to actively take into account the environmental aspects not only in the production of new construction materials, but also to look for methods of utilization of the existing of the existing technogenic raw materials and its secondary application in some building composites [2]. © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 36–42, 2024. https://doi.org/10.1007/978-3-031-44432-6_5

Research of Foam Concrete Components

37

Cellular materials in the form of foam concrete are among those in high demand thanks to their good heat retention properties and their appropriateness for low-height construction which is important from the perspectives of environmental protection as the improved thermal characteristics help save fuel, energy and mineral resources. The process of manufacturing foam concrete is associated with the problem of the short life of the foam that should be made longer applying, for example, stabilization processes. There are many different methods of foam stabilization among which stabilizing with special additives can be distinguished; to improve foam stability different types of additives [3]. The use of additives in the concrete composition affects such properties of a building material as strength, density, permeability, ductility, frost resistance, fire resistance, water absorption. Consequently, the characteristics of the building material can vary significantly, and the cost of the construction process with them [4]. Foam concrete is a type of cement mortar containing cement, water, and stable and homogeneous foam introduced using a suitable foaming agent [5, 6], which can be regarded as self-compacting materials [7]. Other academic terms describing this material are lightweight cellular concrete [8], low-density foam concrete or cellular lightweight concrete, etc. [9–11]. In practice, it provides satisfactory solutions to address various challenges and problems faced in construction activities. Fewer chemicals containing in this material well meets the sustainable and environmental demands, and sometimes, it can be partially or even entirely substituted for normal concrete [12]. In order to improve the technological properties, special additives are introduced into mortar mixtures, surface-active substances that have a plasticizing (post-alcohol bard) effect. The problem of utilization of post-alcohol bard formed during the operation of factories producing alcohol is still an urgent problem. Utilization (recycling) of postalcohol bard and other undesirable impurities of production in a biotechnological way will ensure environmental safety of industrial enterprises producing alcohol (distillery and hydrolysis) by eliminating the discharge of bard into the environment. This article presents part of the results of the study of the components of foam concrete produced by the method of two-stage injection of foam, in particular the effect of post-alcohol bard (one of the components of the modified additive of foam concrete production) on the strength of cement. The purpose of the study - assessment of the effect of one of the components (postalcohol bard) of the complex modified additive for the production of foam concrete on the strength of cement. In order to achieve the goal, the following tasks were solved: 1. 2. 3. 4.

Selection of the composition of the components of mixtures being compared; Preparation of samples in laboratory conditions; Evaluation of strength characteristics of the compared samples; Analysis of obtained results.

Comparisons of laboratory results were made for compositions: Type-1: Reference sample without additive, standard composition according to GOST 30744–2001 «Cements. Test methods with polyfractional sand»; Type-2: Sample with additive (3% post-alcohol bard) by weight of cement of reference sample (Type-1).

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2 Methods and Materials Portland cement M400 type CEM I 42.5 N (Kokshe-Cement) cement factory, which meets the requirements of GOST 31108-2016 «General Construction Cements». True density - 3100 kg/m3 , bulk density - 1100–1600 kg/m3 . The fine aggregate was quartz sand from quarries in Akmola region. Modulus of grain size – 2.7, meets the requirements of GOST 8736-2014 «Sand for construction works». Alcohol production waste was used as a modifying additive (post-alcohol bard, produced according to TU 5870-002-14153664-04, in an amount of 3% by weight of cement). Tap water as mixing water for concrete mixture, corresponding to the requirements of GOST 23732–2011 «Water for concretes and mortars». Consumption of raw materials of cement mortar samples (required for measurements of compressive and bending strength) are presented in Table 1. Table 1. Composition of cement mortar types compared. No

Type

w/c ratio

Cement

Quartz sand

Post-alcohol bard

NaOH

Water

1

Type-1

0.39

450

1350

–

–

175.5

2

Type-2

0.39

450

1350

13.5

0.675

161.325

Fig. 1. Test samples: Compression test of samples (a), Bending test of samples (b).

Compressive and bending strength were determined on the samples - beams 40 × 40 × 160 mm in size at the age of 3, 7, 14, 21 and 28 days of normal curing (Fig. 1). The compressive and bending strength tests were carried out on the equipment Press Automatic Pilot, a total compressive load of 500 kN (50 tons). Samples were made of standard cement mortar (cement and polyfractionated sand in a ratio of 1:3 by mass) at w/c ratio = 0.39.

Research of Foam Concrete Components

39

3 Results and Discussion

Bending strength, MPa

Bending Strength. Application of plasticizer allows to reduce w/c ratio significantly, to increase parameters of density and strength of modified concrete. In this regard, the additive was studied at the optimum dosage (3%). The effect of a reference sample of Type-1 and with the additive on the strength properties (ultimate bending strength) of normal hardening concrete at the age of 3, 7, 14, 21 and 28 days was studied. The results of the experiments are shown in Fig. 2. 15

13.164 11.32

10

8.226 6.504

5

4.06

8.158

6.816

5.604

4.16

3.014

0 3

7

Type-1 Reference sample without additive

14

21

28

days

Type-2 Sample with additive (3% post-alcohol bard)

Fig. 2. Bending strength at the age of 3, 7, 14, 21 and 28 days.

Analysis of the diagram shows that the strength of concrete samples grows smoothly and evenly, regardless of whether the additive is added or not. Studies of samples made with the use of the additive increase the flexural strength by 15–20%. Laboratory tests also showed that concrete made with the use of the additive increased the strength after 28 days of hardening by slightly more than 2% compared to the strength at the age of 14 days. The results of the research conducted to study the bending strength of the samples at 28 days of age were for: Type-1 reference sample without additive. Test results of control sample was R = 8.158 MPa. The increment of bending strength amounted to 0%. Type-2 sample with additive. The maximum increase in bending strength was 61.36% recorded in the specimen with the addition of the additive. Test results: R = 13.164 MPa. In the process of hardening, a significant influence of the bending properties of concrete have additives, creating a strong framework in the structure, which explains the subsequent maximum increase in the indicators. Analyzing the obtained data, it should be noted that the maximum effect was achieved with the introduction of an additive strength of 13.164 MPa. The optimum dosage of the additive, at which the maximum strength of 4.06 MPa to 13.164 MPa was recorded, was 3% of the weight of the binder. The bending strength of concrete increased by 38.33% in comparison with the control composition when 3% of additive was introduced. According to the results of the studies it was recorded that the additive has the best effect on the kinetics of concrete strength gain. The effect of additives on the bending strength made at different dosage of additives was investigated. The results show that all

40

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investigated additives increase the strength by 29–40% depending on the control sample type-1, however, the best performance is achieved with the introduction of additive. The maximum strength of 13.164 MPa is observed in the samples with additive. Based on the parameters of additives as well as their effectiveness on the strength values of concrete, the composition with additive was selected for further studies. Among the results obtained, the minimum value of the bending strength, equal to 3.014 MPa refers to the reference composition Type-1. From the analysis of the graphs also follows that the values of the bending strength of the samples studied with the additive are in the range from 4.06 to 13.64 MPa, that is, the change in this parameter is somewhat less significant than that of the benging strength of the control composition. Compressive Strength. The effect of the additive on the physical and mechanical properties of concrete was determined depending on its concentration in the concrete mixture, respectively 3% of the weight of cement. According to the results, it can be seen that the addition of an additive to the cement mixture reduces the amount of mixing water. The additive in an amount of 3% reduces the amount of mixing water by 12.9% of the initial amount without the additive. The strength properties of Portland cement were determined on samples made of cement mortar, consisting of additive, polyfractional sand, cement curing under normal conditions. The results of the strength tests of the samples are shown in Fig. 3.

Compressive strenght

60 52.43

50

47.11

44.85

40 34.46

30

27.82

40.83

36.37

32.8

Type-1

22.11

20

Type-2

16.3

10 0 0

5

10

15

20

25

30

Age

Fig. 3. Dependence of the compressive strength of heavy concrete on their composition and age of curing.

Type-1 reference sample (without the use of additives) showed the lowest strength, a percentage less than 34.83% less than the sample with the addition of additives. At the same time, private values of average strength ranged from 16.3 to 40.83 MPa. Type-2 sample with additive showed the highest strength, exceeding that of the control sample by 53.45%. Partial strength values ranged from 27.82 to 52.43 MPa. Analysis of the data shows that type-2, the ultimate strength of concrete in compression is within 27.82–52.43 MPa, and for the control type of 16.3–40.83 MPa, that is, this parameter is 1.5 times higher than for the reference sample. The statistical analysis of particular values of strength characteristics showed close connection and relatively high convergence. In all cases the coefficient of variation does not exceed 12%, at 95% confidence probability the reliability coefficients do not exceed 1.15. According to the

Research of Foam Concrete Components

41

results, the hardening process occurs not only in the first day of hardening, but evenly continues to gain strength in the subsequent time, which positively characterizes concrete with the use of a complex additive in natural hardening conditions. When comparing the index of the ultimate strength of the sample prepared in the range 16.3–40.83 MPa, with this index for concrete, prepared the composition, which was 27.82–52.43 MPa, we can assume that the new concrete is of higher quality. As a result of the data obtained, it can be stated that the concrete with additive on the first day has a higher strength of 46.51–48.7%; 16.3–27% on day 3; 36.29–39.02% on day 7; 34.36–36.72% on day 14 and 28 days - 28.54–31.97% on day 28 when compared with the analogues. Data on the effect of the obtained compositions on strength properties and their comparative evaluation are shown in Table 2. Table 2. Strength properties of cement with additive. Type

Bending strenght, days, MPa

Compressive strenght, days, MPa

3

7

14

21

28

3

7

14

21

28

Type-1

3.014

4.16

5.604

6.816

8.158

16.3

22.11

32.8

36.37

40.83

Type-2

4.06

6.504

8.226

11.32

13.164

27.82

34.46

44.85

47.11

52.43

The analysis of the obtained results shows that the most positive effect on the kinetics of concrete strength gain has an additive in the first day in comparison with the analogue. These results state that the additive increases the rate of strength gain in the early periods of hardening and contributes to high strength.

4 Conclusion Based on the experimental studies, the following conclusions can be made for: Type1 reference sample. The results of bending tests of the reference sample was R = 8.158 MPa. The increment of bending strength amounted to-0%. The average strength at 28 days was: Type-1–40.83 MPa. Type-2 sample with additive. The maximum increase in bending strength was 61.36%, recorded in the specimen with the addition of the additive. Test results: R = 13.164 MPa. The samples show a compressive strength of 52.43 MPa, which is an order of magnitude higher than the control sample by 36.95%, this is due to the fact that the introduced additive increases the rate of gain of strength of concrete, this figure was achieved due to the plasticizing effect of post-alcohol bard. The analysis of experimental data relating to the effect on the strength of the samples shows that the additive is more effective in 3% dosage. Analyzing the results obtained, it can be concluded that the introduction of plasticizing additive leads to increased strength of samples. The results of the experiment showed that from the standpoint of increasing the qualitative characteristics of the samples the application of plasticizing additives is expedient. In further tests the compositions with the additive at 3% were used, since it showed the optimal positive effect, so the use of this percentage of additive is the most effective for increasing the compressive and bending strength of concrete. Such high values on the strength of the samples allow us to count on their high reliability.

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Acknowledgements. This research was funded by the Science Committee of the Ministry of Education and Science of the Republic of Kazakhstan (Grant № AP13068424).

References 1. Strelkov YuM, Sabitov LS, Klyuev SV, Klyuev AV, Radaykin OV, Tokareva LA (2022) Technological features of the construction of a demountable foundation for tower structures. Constr Mater Prod 5(3):17–26. https://doi.org/10.58224/2618-7183-2022-5-3-17-26 2. Tolstikov VV, Tareq SS (2022) Investigating the external and internal stability for CSG dams. Constr Mater Prod 5(3):45–54. https://doi.org/10.58224/2618-7183-2022-5-3-45-54 3. Svatovskaya LB, Sychova AM, Soloviova VYa, Maslennikova LL, Sychov MM (2016) Obtaining foam concrete applying stabilized foam. Indian J. Sci. Technol. 9(42):104304. https://doi.org/10.17485/ijst/2016/v9i42/104304 4. Rybakov V, Seliverstov A, Petrov D, Smirnov A, Volkova A (2018) Strength characteristics of foam concrete samples with various additives. In: MATEC web conference, vol 245. https:// doi.org/10.1051/matecconf/201824503015 5. Lesovik RV, Klyuyev SV, Klyuyev AV, Netrebenko AV, Yerofeyev VT, Durachenko AV (2015) Fine-Grain concrete reinforced by polypropylene fiber. Res J Appl Sci 10(10):624–628 6. Kharun M et al (2020) Heat treatment of basalt fiber reinforced expanded clay concrete with increased strength for cast-in-situ construction. Fibers 8:0067 7. Kolesnikov A et al (2022) Modeling of non-ferrous metallurgy waste disposal with the production of iron silicides and zinc distillation. Materials 15(7):2542 8. Kilincarslan S, ¸ Davraz M, Akça M (2018) The effect of pumice as aggregate on the mechanical and thermal properties of foam concrete. Arab J Geosci 11(11):144–146. https://doi.org/10. 12693/APhysPolA.121.144 9. Niu DT, Zhang L, Qiang F, Wen B, Luo DM (2020) Critical conditions and life prediction of reinforcement corrosion in coral aggregate concrete. Constr Build Mater 238:117685. https:// doi.org/10.1016/j.conbuildmat.2019.117685 10. Falliano D, Domenico DD, Ricciardi G, Gugliandolo E (2018) Experimental investigation on the compressive strength of foamed concrete: effect of curing conditions, cement type, foaming agent and dry density. Constr Build Mater 165:735–749. https://doi.org/10.1016/j. conbuildmat.2017.12.241 11. Tan XJ, Chen WZ, Wang JH (2017) Influence of high temperature on the residual physical and mechanical properties of foamed concrete. Constr Build Mater 135:203–211. https://doi. org/10.1016/j.conbuildmat.2016.12.223 12. Wei Y, Guo W, Zhang Q (2019) A model for predicting evaporation from fresh concrete surface during the plastic stage. Drying Technol 37(11):12–23. https://doi.org/10.1080/073 73937.2019.1691012

Influence of the Type of Basis Functions in the Bubnov-Galerkin Method in the Deformation Analysis of a Compressed-Curved Rod with Induced Anisotropy Sergey Kalashnikov1,2(B)

, Elena Gurova1

, and Evgeny Shvedov1

1 Volgograd State Technical University, 1 Akademicheskaya st, Volgograd 400005, Russia

[email protected] 2 Central Research and Design Institute of the Ministry of Construction and Housing and

Communal Services of the Russian Federation, 29 Vernadsky Av, Moscow 119331, Russia

Abstract. The paper considers the longitudinal bending of a flexible rectilinear rod. The heterogeneity of the stress state in the deflected state leads to constrained bending deformations, which cause changes in the elastic characteristics of the material. The equation of the bent axis of the rod in the deflected state uses the theory of deformation of bodies in inhomogeneous stress fields with induced anisotropy of properties proposed earlier by the authors. The solution was obtained by the Bubnov-Galerkin method based on the analysis of rod deflections using various basis functions. Regardless of the choice of the approximating function, a marked increase in the compressive force corresponding to a significant increase in deflections is found compared to the bifurcation approach. Keywords: Stability Of Rods · Stress Gradient · Critical Forces · Induced Anisotropy · Stability Margin

1 Introduction Most sophisticated computational models that take into account real material properties operate on the apparatus of nonlinear elasticity theory, the theory of elasticity of inhomogeneous or the theory of elasticity of anisotropic bodies. Incremental theories of deformation of various types lead to a special kind of nonlinearity, when the strain and stress tensors are not directly proportional, but take into account the increments of the required functions [1]. The nonlinear dependence between stresses and strains in elastic bodies with continuous macroheterogeneity arises due to various technological factors of body fabrication and operation [2], and the elastic moduli are given continuous functions of coordinates. In the general case, the number of elastic moduli depends on the coordinates, which is a sign of manifestation of anisotropy, which may depend on the specific internal structure or be a manifestation of properties obtained from the manufacture of the structural material. A number of studies have experimentally established © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 43–51, 2024. https://doi.org/10.1007/978-3-031-44432-6_6

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that isotropic multicomponent metals and alloys, elastomers, and polymer composites can exhibit anisotropy during deformation [3–10] due to the evolution of the material microstructure during deformation. Anisotropy of this type is called induced anisotropy. Previously, the authors proposed and experimentally verified [11] a model of the behavior of an elastic material when it is considered that the distribution of stresses causes anisotropy of the physical properties of the material, which depends on the degree of heterogeneity of the stress state in the vicinity of the point in question. The heterogeneous stress state leads to constrained deformations, when less stressed volumes of the material “support” more stressed volumes, increasing their resistance to deformation. The degree of heterogeneity of the stress state is characterized by the vector-gradient of tangential stress intensity. In [12, 13], the model of deformation of bodies with incremental anisotropy induced by the type of stress state is extended to the problems of longitudinal bending of rods. In [14], its implementation was carried out by the BubnovGalerkin method, which is a certain approximate method for integrating differential equations of a boundary value problem. For a differential equation of the form F(x, y, y’ ) = 0 with known boundary conditions of the problem, an approximate solution is sought in the form of a series y=

n 

Ck ϕk (x),

(1)

k=1

there ϕ k (x) - some basis functions that satisfy all the boundary conditions of the problem, and C k - indeterminate parameters determined from the condition of orthogonality of the residual to the basis functions x2

(x, y, y , . . .)ϕk(x)dx = 0,

(2)

x1

that decays into a system of algebraic equations. The number of equations is equal to the number of undefined parameters C k .

2 Materials and Methods Let us consider a rod of rectangular cross-section of length l. Let it be deviated from the rectilinear form of equilibrium (Fig. 1), which is a consequence of the vanishingly small non-straightness due to technological errors in manufacturing. At the deviation there is already a longitudinal bend and the approximate equation of the bent axis of the rod has the form EIx y (z) = −M (z).

(3)

For the problem in question, M x = F·y is a variable value along the length of the rod. In addition to compressive stresses, there are bending stresses that create non-uniformity along the cross section. In each cross-section along the length of the rod, the degree of inhomogeneity varies depending on the magnitude of the deflection. Any increase in the

Influence of the Type of Basis Functions

45

Fig. 1. Design scheme of a compressed-curved rod.

longitudinal load F will lead to a new equilibrium condition: the deflection will increase, the new bending moment will cause increased bending stresses. The consequence of −−→ strengthening the inhomogeneity of the stress state will be the growth of grad T , even more tightening of deformations, changing the elastic characteristics of the material in this section. In another cross section along the length of the rod under the same longitudinal load the elastic characteristics will have different numerical values, but their combination remains the same for all sections. That is, the longitudinal bending has anisotropy induced by the type of the stress state, which is fundamentally different from the longitudinal bending of an inhomogeneous or orthotropic rod. The modulus of elasticity in the proposed model both along the length and in each cross-section E = E gr = E gr (T,gradT) is a function of the tangential stress intensity gradient, which for the considered case is  1 T = √ · σz2 . 3 The normal stress σ z for an arbitrary point K of the cross section is σz =

F 12y Mx F + = · (1 ± 2 .y1 ) Wx A A b

The law of variation of the gradient modulus of elasticity in [11] is proposed to be described by an asymptotic fractional-linear function: Egr = E0 + 0.5 ·

gradT /T , λE + gradT /T

(4)

there λE - some elastic characteristic of the material with the dimension [m-1 ], and g - a measure of the heterogeneity of the stress state 1 = b2  12y+y , g = gradT T 1

The modulus of the intensity gradient of tangential stresses is   1 ∂T 2 2 1 F 12y ∂T =√ · = . gradT = ∂y1 ∂y 3 A b2 On the mathematical axis of the rod, where y1 = 0 from (4) we get   λE · b2 + 18y Egr = E0 · . λE · b2 + 12y

46

S. Kalashnikov et al.

Replacing in Eq. (3) the Young’s modulus E 0 by (4), we obtain: d 2y F a+y =0 + ·y· 2 dz J · E0 a + 1.5y

(5)

Here and further it is indicated as a = λE b2 /12. We will search for an approximate solution of the second-order nonlinear differential Eq. (5) by the Bubnov-Galerkin method that satisfies y(0) = 0, y(l) = 0.

(6)

Functions that are part of some complete system and satisfy condition (6) can be chosen as basis functions. For example, u1 (z) = z · (1 − z), u2 (z) = z 2 · (1 − z). Then the deflection curve appears as a partial sum of the correct functional series in the form of which we will look for a solution: y = C1 (z − z 2 ) + C2 (z 2 − z 3 ),

(7)

there C 1 and C 2 - constant coefficients that are not equal to zero at the same time. Function (7) satisfies (6) for any choice of coefficients C k . Substituting y and y” by (7) into the left part of (5), we obtain the inconsistency:

 F 2 2 2 3 4 (z − 2z + z ) + R1 (z, C1 , C2 ) = C1 −3z + 3z + E0 J

 2F 3 2 3 4 5 (z − 2z + z ) + +C1 C2 3z − 15z + 12z + E0 J

 (8) F 4 2 2 3 4 5 6 (z − 2z + z ) + +C2 3z − 12z + 9z + E0 J



  Fa Fa 2 2 3 (z − z ) + C2 2a − 6az + (z − z ) . +C1 −2a + E0 J E0 J The orthogonality conditions (2) of the function R1 to the functions u1 (z) and u2 (z) lead to: ⎧ l  ⎪ ⎪ ⎪ ⎪ (z − z 2 )R1 (z, C1 , C2 )dz = 0; ⎪ ⎪ ⎪ ⎨ 0 (9) ⎪ l ⎪ ⎪ ⎪ ⎪ ⎪ (z 2 − z 3 )R1 (z, C1 , C2 )dz = 0. ⎪ ⎩ 0

Substituting expression (8) instead of R1 (z, C 1 , C 2 ) into this system, we obtain a system of integral equations, which at a given value of force F gives a solution in the form of four pairs of integration constants C 1 and C 2 .

Influence of the Type of Basis Functions

47

In addition to the above proposed partial sum of a power series, the sum of trigonometric functions can be used: y = C1 sin

πz π z2 + C2 sin 2 . l l

(10)

In this case, the inconsistency is defined by the expression   F π2 2 2 πz − 1.5 2 + R2 (z, C1 , C2 ) = C1 sin l E0 J l

   2 2 F π 2π z 2 2 2 πz 2π +C2 sin 2 − 6z 4 − 1.5 2 sin 2 + l E0 J l l l

   πz π π z2 π 2 z2 π z2 2F π2 πz +C1 C2 sin sin 2 · − 6 4 − 1, 5 2 + 3 2 sin cos 2 + l l E0 J l l l l l



    2 2 2 2 πz F πz F 2π π z2 π π z + C2 a sin 2 + a 2 cos 2 +C1 a sin − 2 −4 4 l E0 J l l E0 J l l l (11) and the orthogonality condition by the system ⎧ l  ⎪ ⎪ πz ⎪ ⎪ dz = 0; R2 (z, C1 , C2 ) sin ⎪ ⎪ ⎪ l ⎨ 0

⎪ l ⎪ ⎪ π z2 ⎪ ⎪ ⎪ R (z, C , C ) sin dz = 0. 2 1 2 ⎪ ⎩ l2

(12)

0

In the case of using a simple Eulerian sinusoid function as the basis, we have y = C1 sin

πz , l

which gives the inconsistency     F π2 π2 πz F 2 2 πz R3 (z, C1 ) = C1 sin − 1, 5 2 + C1 sin ·a−a 2 l E0 J l l E0 J l

(13)

(14)

and condition l sin

πz R3 (z, C1 )dz = 0. l

(15)

0

A simple function in the form of a standard parabola y = C1 z(l − z)

(16)

48

S. Kalashnikov et al.

gives the inconsistency



    F 4 F F 2 2 3 2 2 R4 (z, C1 ) = C1 (z − 2lz ) + l + 3 z − 3zl − C1 (az − azl) + 2a E0 J E0 J E0 J (17) and the condition for determining the integration constant l z(l − z)R4 (z, C1 )dz = 0.

(18)

0

3 Results and Discussion In the considered steel rod with length l = 1 m, dimensions h = 0.05 m; b = 0.025 m the Eulerian critical force is F E = 134.7 kN. The value of elastic constant is taken λE = 20.1587 m−1 in [11] according to the experimental data of other authors, Young’s modulus for building steel is taken E 0 = 210·106 kPa, yield strength σ 0 = 260 MPa. The rod was loaded in steps starting from 0.25F E up to 1.5F E . The systems (10), (12), (15), (18), integration and construction of the elastic line (7), (10), (13) and (16) were implemented in the author’s program module working under control of Wolfram Mathematica. The real (nonzero and non-complex) values of the constants C k at each loading step and their corresponding values of the largest deflections in the middle of the rod height were determined. For systems (9) and (12) the mathematical solution corresponds to four pairs C 1 and C 2 , of which only the third and fourth pairs have a physical meaning. For Eqs. (15) and (18) two values of C are defined, one of which is zero. It turned out that in the pre-critical region of values, regardless of the choice of functions, the solution is obtained as negative values decreasing in deflections with increasing force. In the beyond-critical region there is an increase in the deflections from the zero value with their significant growth after the compressive force reaches the value F kp ≈ 1.25F E . The results of the calculations are given numerically in Table1 and graphically in Fig. 2, where the area of force exceedances in the interval of the permissible deflections is shaded. The analysis of tabular and graphical data demonstrates numerically similar results in the sense of the problem to be solved. For a rod with h = 0.025 m up to the load 1.225F E = 164.9 kN regardless of the type of basis functions the deflections do not exceed 1/1000 of the span length, and after the load 1.3F E = 175 kN the deflections exceed 1/500 of the span and increase monotonically. Consequently, it is reasonable to take F ≈ 1.25F E as the critical force. For a rod with less flexibility at h = 0.03 m, F E = 232 kN; λ = 115.5, the character of changes in deflections depending on the type of basis functions does not change, and only their numerical values are expected to increase (Fig. 3). In a very flexible rod with λ = 173.3 at h = 0.02 m and F E = 68.4 kN, the type of basis functions is even less significant (Fig. 4). It should be noted that the numerical values of the compressive force taken as the critical one are of an evaluative character due to the fact that it is determined from the

Influence of the Type of Basis Functions

49

Table 1. The values of the maximum deflection in the compressed-curved rod with h = 0.025 m; F e = 134.7 kN; λ = 138. F, kN

F F3

y max, MM according to (7)

according to (16)

according to (10)

according to (13) −0.47

33.6

0.25

−0.8

−0.51

−1.0

67.7

0.5

−0.7

−0.44

−0.8

−0.39

101

0.75

−0.5

−0.31

−0.5

−0.26

134.7

1.0

−0.004

−0.03

0

−0.0002

136.7

1.015

0.004

0.003

0.0037

0.024

160.5

1.19

1.0

0.62

0.77

0.49

164.9

1.225

1.3

0.85

1.0

0.64

168.3

1.25

1.7

1.1

1.23

0.77

175

1.3

2.9

1.9

1.85

1.2

182

1.35

6.1

3.9

2.91

1.9

185.2

1.375

10.1

6.48

3.71

2.4

188.6

1.4

25.5

16.4

4.95

3.2

Fig. 2. Diagram of the deflection dependence in the middle of the rod height with h = 0.025 m on the longitudinal force.

condition that the maximum deflection exceeds a certain prescribed limit. In turn, the values of ordinates of the deflection curve are of secondary importance, as they are determined by the approximating function, which, as shown above, can be accepted as any that satisfies the boundary conditions.

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Fig. 3. Diagram of the deflection dependence in the middle of the rod height with h = 0.03 m on the longitudinal force.

Fig. 4. Diagram of the deflection dependence in the middle of the rod height with h = 0.02 m on the longitudinal force.

4 Conclusion The given model of material deformation shows that during the stages of erection and operation in real longitudinally compressible rods due to technological defects in manufacturing and installation, bending deformations can take place from the initial moment of loading. The resulting inhomogeneity of the stress state creates a curvilinear transversal anisotropy induced by its type, with elastic characteristics that change in complexity within the dimensions of the rod. The possibility and uniqueness of the solution of the corresponding equation describing the shape of the rod axis in the deflected state is shown. Uniqueness and certainty are achieved by variation analysis of rod deflections using Bubnov-Galerkin method and different basis functions. In all cases, a significant increase in the compressive force, corresponding to a significant increase in deflections compared to the bifurcation approach, with F/F E falling in the interval 1.2÷1.35, was found. The new solutions indicate a refined estimation of the steady state of the rod in the compressed-curved deformed state. The work of such orientation is performed for the first time. The authors are not aware of publications of other authors on the solution of similar problems in the stated formulation.

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References 1. Petrov VV (2014) Nonlinear incremental construction mechanics M: Infra-Engineering, p. 480 2. Petrov VV, Krivoshein IV (2014) Influence of material heterogeneity in the calculation of physically and geometrically nonlinear hollow shells on strength and stability. Acad Archit Constr 4:15 3. Busko VN, Osipov AA (2019) Application of the magnetic-noise method for the control of mechanical anisotropy of ferromagnetic materials. Measuring Instrum Meth 10(3):281–292. https://doi.org/10.21122/2220-9506-2019-10-3-281-292 4. Popovich AA, Sufiyarov VS, Borisov EV, Polozkov IA, Masaylo DV, Grigoriev AV (2016) Anisotropy of mechanical properties of products manufactured by selective laser melting of powder materials. News of universities. Powder Metall Funct Coat 3:4–11. https://doi.org/10. 17073/1997-308X-2016-3-4-11 5. Ustinov KB (2019) On induced anisotropy of mechanical properties of elastomers. In: Proceedings of the Russian Academy of Sciences. Solid State Mechanics 5:27–36. https://doi. org/10.1134/S0572329919050167 6. Mokhireva KA, Svistkov A, Solod’ko V, Komar L, Stöckelhuber K (2017) Experimental analysis of the effect of carbon nanoparticles with different geometry on the appearance of anisotropy of mechanical properties in elastomeric composites. Polym Test 59:46–54. https:// doi.org/10.1016/j.polymertesting.2017.01.007 7. Shadrin VV, Mokhireva KA, Komar LA (2017) Anisotropy of mechanical properties of filled vulcanizers under the influence of external load. Bull Perm Fed Res Center 1:93–98 8. Korneev SA, Korneev VS, Romanyuk DA (2017) Mathematical modeling of the effect of induced deformation anisotropy of a rubber-cord elastic element of a flat coupling. Omsk Sci Bull 3(153):10–15 9. Komar LA, Mokhireva KA, Morozov IA (2017) Investigation of the appearance of anisotropic properties of polymer nanocomposites as a result of preliminary deformation under biaxial loading conditions. Bull Perm Fed Res Center 2:61–66 10. Novoselov OG, et al (2023) Method for calculating the strength of massive structural elements in the general case of their stress-strain state (kinematic method). Constr Mater Prod 6(3):5– 17. https://doi.org/10.58224/2618-7183-2023-6-3-5-17 11. Kalashnikov SY (2017) Experimental verification of the model of material deformation under conditions of inhomogeneous stress state: monograph, vol. 80. VolgSTU, Volgograd (2017) 12. Kalashnikov S, Gurova EV (2021) Elastic deformation of bars taking into account the type of stress state in the vicinity of the point under consideration. Eng Constr Bull Caspian Sea 4(38):5–10 13. Kalashnikov S, Gurova E, Kuramshin R, Yazyev B (2022) About the Distortion Model of Operational Compressed-Bent Bars with Induced Anisotropy. In: Ginzburg A, Galina K (eds) Building Life-cycle Management. Information Systems and Technologies, vol 231. LNCE. Springer, Cham, pp 95–102. https://doi.org/10.1007/978-3-030-96206-7_10 14. Kalashnikov SY, Gurova EV, Shvedov EG (2022) Application of the Bubnov-Galerkin method for the analysis of deforming a compressed-curved rod with induced anisotropy. Bull Volgograd State Univ Archit Civil Eng Ser Constr Archit 1(86):132–144

Investigation of the Mechanical Properties of a Composite Material on the Example of an Aluminum Alloy D16 Albina I. Agibalova(B)

, Oleg V. Kudryakov , and Valery N. Varavka

Department of Physical and Applied Materials Science, Don State Technical University, Gagarin Square 1, Rostov-on-Don 344000, Russia [email protected]

Abstract. The article is devoted to the review of a composite material with a matrix of aluminum alloy D16 of the Al-Cu-Mg system (duralumin). The creation of a composite is being considered, namely, various physical and chemical properties are being studied, which together should lead to the creation of a new material. The development of scientific and technological progress leads to stricter requirements for the technological and operational properties of heat-resistant aluminum alloys, therefore it is important to improve the properties of composite materials in various ways. Aluminum alloys of the Al-Cu-Mg system are promising materials due to the combination of high values of specific static strength and heat resistance. The result of the development is to find certain characteristics that will eventually allow us to obtain a complete picture of changes in the microstructure and phase composition of the Al-Cu-Mg alloy. And we will also be able to obtain a polycrystal without pores with inclusions of eutectic composition evenly distributed over the volume. Keywords: Composite Material · Aluminum Alloy D16 · Belokalitvinsky Metallurgical Combine · Grain Boundary Phase Separations

1 Introduction Currently, the prospects for progress are associated with the development and widespread use of composite materials. New materials with improved properties and characteristics, materials with attractive properties are being developed. New materials, in turn, open up opportunities for the implementation of new design solutions and technological processes. The development and application of aluminum composite materials is one of the promising areas of development of modern materials science and mechanical engineering. In most cases, only composite materials can meet the requirements of new technology, which is characterized by tougher operating conditions: increased loads, speeds, temperatures, aggressiveness of media, weight reduction, etc. Traditional materials can no longer meet these requirements, so the study of aluminum composites gives more opportunities in the use of these materials in the enterprise. © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 52–59, 2024. https://doi.org/10.1007/978-3-031-44432-6_7

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The work is being carried out with the «Belokalitvinsky Metallurgical Combine». All studies with the sample are carried out in the laboratories of the «Don State Technical University» at the Department of «Physical and Applied Materials Science». The current and potential future applications of composite materials based on aluminum composites are focused on three specific areas: the automotive industry, the aerospace industry, and the construction industry. However, interest is also growing in the field of mechanical equipment, mainly for wear-resistant or high-precision installations and in the electrical and electronic industries. [5] This study is designed, first, to increase the strength characteristics of materials at the enterprise, and to determine new indicators (properties) of materials by various methods.

2 Materials and Methods The experimental part of this work consists in comparing a sample of duralumin in a non-thermally treated state (see Fig. 1) cut from a D16 alloy ingot (the composition is shown in Fig. 2) and an aluminium sample of type D16 welded together by argon arc welding. Aluminium alloy D16 (GOST 4784) is a structural, heat-strengthened and naturally aged alloy in the workpiece, which is used in various fields of the national economy. [1] The alloy in question is used in the aviation and space industries, which may be due to a combination of high strength properties. [1, 4] When performing the work, the following methods and equipment of the Department of “Physical and Applied Materials Science” of DSTU were used: 1. The microstructure of the samples was studied by optical metallography using binocular stereomicroscope, EU METAM RV 22 microscope (LOMO, St. Petersburg, Russia) and reflected light photomicroscope NEOPHOT 21 (Carl Zeiss, Germany); 2. The thin structure was studied by scanning electron microscopy on a two-beam ZEISS Crossbeam 340 (Germany) installation using reflected and secondary electron radiation; 3. The chemical composition of the alloy of the samples was determined by selective local (point) probing or the construction of maps of the distribution of chemical elements in a given sample area using an energy dispersive X-ray detector EDAX Oxford Instruments, which is equipped with SEM “ZEISS Crossbeam 340”. In accordance with the matrix structural method, the chemical composition of the aluminum alloy obtained using the Q8Magellan optical emission spectrometer (Bruker) was analyzed to determine the percentage of pure aluminum in the alloy and to identify such characteristics as the mean square deviation and coefficient of variation. The result is shown in Fig. 2, from which it can be seen that most of the alloy is aluminum, the concentration of which reaches 92.44%. The rest of the mass falls on copper, magnesium and other various impurities. Structural analysis of matrices is currently the most common method of structural analysis of matrices, since it is applicable to computer programming [6]. The billet made of D16 alloy was machined to obtain experimental samples. Eight control samples were made, two of which were subjected to argon-arc welding. Argon

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Fig. 1. General appearance and geometric dimensions of the sample D16.

Fig. 2. The chemical composition of aluminum alloy D16 according to GOST 4784-97 in a non-heat-treated state %.

- arc welding is a welding method applicable for welding metals using an electric arc and gas (argon). The use of argon in welding when joining two metals is a protection against oxidation, which can occur due to contact with oxygen in the air. That is, argon covers the welding zone and does not allow oxygen to penetrate into the zone of the

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mating surfaces. The electric arc melts the metal of the welded part, as well as the filler rod, forming a seam. To proceed to welding the alloy, you need to determine at what temperature you need to weld the samples so that there is no remelting. First, we will try to heat, namely, the fusion of two samples in a chamber furnace SNOL 6.7/900 with a melting point of D16 (T pl = 660 °C). Heating to higher temperatures in leads to a strong melting of the upper surface of the alloy. In a chamber furnace, two samples at a temperature of 660 °C and a holding time of 20 min are not fused, changing the temperature range for the samples, the situation does not change much. Therefore, we turn to the process of argon-arc welding. The melting point is 3000 °C with a holding time on each side of the sample of about 15 s (see Fig. 3).

Fig. 3. Graph of the temperature dependence on time, at different temperature heating, holding time and heating conditions.

The graph shows a huge difference in the heating temperature, which led us to a certain result. Namely, high-temperature heating of two D16 aluminum alloy samples fused together showed that the eutectic in the alloy structure interacts with each other and this indicator increases the strength (see Fig. 4) [2, 6]. As you can see in Fig. 4, as a result of argon-arc welding, the structure of D16 consists of fine grains and a large amount of eutectic. If we compare the microstructures, we can see the difference in grain density throughout the entire volume of the alloy and the presence of eutectic. This is only what is visible in the picture [1, 5].

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(a)

(b)

Fig. 4. a) Microstructure of aluminum alloy D16, after argon-arc welding, b) the microstructure of an aluminum alloy at optical magnification, after heating in a chamber furnace with a holding time of 2 h.

3 Results and Discussions In eutectic alloys, the first volumes of the liquid phase have a eutectic concentration and are formed exactly along the grain boundaries. Thus, controlled heating of cast aluminum alloys of type D16 creates local micro-volumes of liquid that fill the intergranular pores. As can be seen from Fig. 4, eutectic during fusion occurred throughout the volume, and not only along the boundaries. The grain size does not increase with an increase in temperature by argon arc welding and is 40… 70 μ. All phase separations are homogeneous. The analysis of the chemical and phase composition is shown in Fig. 5. The optical microstructural images of the control samples presented in Fig. 4 were analyzed using the above KOI technique. The results of statistical processing gave a stable trend of growth of phase grain boundary secretions. Next the chemical composition of aluminum alloy D16, obtained by energy dispersive detection of the sample in an electron microscope chamber, was considered, which showed two types of phases – copper-based and iron-based. Both of these phases are located in the intergrain space, adjacent to each other, but localized separately, see Fig. 6 (Table 1). Figure 6 shows that the amount of FeMnSi phase does not depend on the duration of the homogenization process. Since Fe and Si are not included in the composition of the D16 alloy, the data obtained suggest that FeMnSi particles are exogenous inclusions (particles of flux, slag, modifier, lining, etc.) that were still present in the melt. Since they are not isomorphic to the α-solid solution, during crystallization they are displaced to the boundaries of the growing crystallites of the α-phase. If FeMnSi particles are isomorphic with MgCuAl2 , then they can be a substrate for the crystallization and growth of this phase along the grain boundaries of a α-solid solution during homogenization. This mechanism of growth of the MgCuAl2 phase is fundamentally different from the mechanism of separation of dispersed particles of the CuAl2 phase in the volume of a grain of a solid solution during aging. Analysis of the data obtained allows us to conclude that the composition of these phases is MgCuAl2 and FeMnSi. Thus, it is shown that the phase formation in the presented sample of the D16 alloy during homogenization

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(b)

Fig. 5. General principles of operation in the image analysis program “KOI - structure analysis”: a) - a window for determining the brightness level of the dark and light phases of the alloy (for the image shown, the boundary level is 150 out of 255); b) - the results of computer analysis – 12.52% of the total area is occupied by the dark phase.

Table 1. Chemical composition of grain boundary phase separations in a sample of alloy D16, EDAX. Chemical element

Spectrum 1

Mg

Spectrum 3 19.49

Al

71.33

Si

3.86

Mn

6.17

Fe

8.97

Ni

0.33

Cu

9.34

57.57

22.94

occurs by forming the MgCuAl2 phase by the mechanism of heterogeneous (on FeMnSi inclusions) grain boundary growth in accordance with the kinetics shown in Fig. 7. The results showed that aluminium alloy D16 is an alloy with inclusions of eutectic composition. Moreover, the double (Al+Mg3Zn3Al2) intermetallic eutectic is the strengthening phase of such a composite. Eutectic phases have high hardness, but also give the alloys brittleness if the eutectic occupies sufficiently large volumes in the structure of the material. From this analysis, we can conclude that the purpose of the work has been completed. The eutectic component of the alloy has fulfilled its task, i.e. strengthened the material.

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Fig. 6. Chemical composition of grain boundary phase separations in a sample of alloy D16, EDAX.

Fig. 7. Chemical composition of grain boundary phase separations in a sample of alloy D16, EDAX.

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4 Conclusion This study was supported by Oleg Kudryakov, who provided information and experience that greatly helped the study, although he may partially disagree with the conclusions of this document. To determine the exact composition of the Fe Mn Si phase particles, additional deeper studies are needed, in particular, X-ray diffraction analysis, then, having determined the lattice parameters of the Fe Mn Si phase, conclusions can be drawn about the isomorphism of the MgCuAl2 and Fe Mn Si phases. It is also planned to conduct research on the creation of cast ballistic protection elements of complex shape with a ceramic material content of more than 96% . The intended scope of application is local reinforcement, protection, booking of frame machines and helicopters, as well as the manufacture of other products requiring high strength and abrasion resistance at low weight.

References 1. Kudryakov OV, Agibalova AI (2020) Investigation of the influence of heat treatment of aluminum alloy on its structure and properties. IOP Conf Ser Mater Sci Eng 900:012010 2. Sames WJ, List FA, Pannala S, Dehoff RR, Babu SS (2016) The metallurgy and processing science of metal additive manufacturing. Int Mater Rev 61(5):315–360 3. Vorob’ev RA, Sorokina SA, Evstifeeva VV: Phase composition of D16 and V95 deformable aluminum alloys with the quantitative assessment of metal burning at various stages of development. Russ J Non-Ferrous Metals 60(6): 673–681 (2019) 4. Krymskiy SV, Avtokratova EV, Sitdikov OS, Mikhaylovskaya AV, Markushev MV (2015) Structure of the aluminum alloy Al-Cu-Mg cryorolled to different strains. Phys Met Metall 116(7):676–683 5. Fridlyander IN (2016) Aluminum alloys containing lithium and magnesium. Metallology Heat Treat Metals 9(13):162003 6. Pokhmurs’ka HV (2002) Structural changes in the surface layer of D16 alloy cladded with aluminum in the process of laser heating. Mater Sci 38(6):889–893

Investigation of Vector and Scalar Properties Steel 12X18H10T on Spatial Curvilinear Stress Trajectories V. V. Garanikov , V. I. Gultyaev , A. A. Alekseev(B)

, and I. A. Savrasov

Tver State Technical University, Tver, Russia [email protected]

Abstract. The paper presents the results of an experimental study of scalar and vector properties of steel on spatial curvilinear stress trajectories under complex loading. Experimental studies were carried out on a CL-computer (complex loading) test machine on thin-walled tubular specimens made of steel 12X18H10T. The material of the specimens was initially isotropic, which was established in experiments under proportional loading. The trajectories differ in the location of the center of the stress trajectory projection in the coordinate plane S 1 –S 3 of deviatoric stress space and the conditions for the beginning of the implementation of a complex loading process. The obtained strain trajectories and stress-strain diagrams are presented and their properties are analyzed. The scalar and vector properties of the specimen material (steel 12X18H10T) are studied, which are the main characteristics in experimental and theoretical studies of the processes of elastic-plastic deformation of materials under complex loading. The results of the experimental studies carried out can be used to verify the mathematical models of the theory of plasticity and to establish the limits of their applicability when comparing the calculated data with the experimental data on the realized three-dimensional stress trajectories. Keywords: Experimental Data · Plasticity · Vector and Scalar Properties · Stress Trajectory · Shell · Test Machine

1 Introduction Experimental study of the regularities of elastoplastic deformation and strength of metals and alloys under a plane stress state and complex (combined) loadings is one of the topical problems of the theory of plasticity. An assessment of the reliability and limits of applicability of mathematical models of the theory of plasticity is possible only by comparing the calculated results with the available experimental data. The results of experimental studies of complex elastoplastic loading of polycrystalline metals and alloys and variants of plasticity theory models are presented in [1–9] and other works. For verification of mathematical models of the theory of plasticity, spatial curvilinear trajectories of stress and strain (helical trajectories) are of particular interest. © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 60–66, 2024. https://doi.org/10.1007/978-3-031-44432-6_8

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2 Methods and Materials This paper considers spatial curvilinear trajectories of constant curvature κ1 and torsion κ2 , implemented in a Ilyushin’s three-dimensional deviatoric stress space on thin-walled tubular specimens in a plane stress state. Experimental studies were carried out on the CL-computer (complex loading) test machine. Thin-walled tubular specimens had a gage-length l = 110 mm, a wall thickness h = 1 mm, and a median surface radius r = 15.5 mm. Stresses and strains were calculated using the formulas [2] σ11 =

F r T F = , σ22 = p , σ12 = , σ33 ≈ 0, σ13 = σ23 = 0, A 2π rh h 2π r 2 h 1 l r rϕ , ε22 = , ε12 = , σ0 = (σ11 + σ22 + σ33 ), ε11 = 3 l r 2l

where is F – axial force; A = 2π rh – is the cross-sectional area of the tubular specimen, p − the internal pressure; T − torque; l– is the absolute elongation of the gage-length, ϕ – is the angle of mutual rotation of the cross-sections, Δr – is the change in the radius of the middle surface of the specimen. The material of the specimens (austenitic stainless steel 12X18H10T) was initially isotropic to a sufficient degree, which was established in experiments with simple (proportional) loading - tension, compression, torsion and internal pressure. Also, experiments on simple loading showed that under plastic deformations the material can be considered incompressible. The following formulas were used to determine the components of the deformation and stress vectors of deformation:   √ 3 σ22  σ22 σ11 − , S2 = √ , S3 2 σ12 , S1 = 2 2 2   √ √ 3 ε11  e1 = ε11 , e2 = 2 ε22 + , e3 = 2 ε12 . 2 2 Modules of stress and strain vectors are determined by the relations   σ = S12 + S22 + S32 , e = e12 + e22 + e32 . In the experiments considered in the article, two types of helical lines of constant curvature and torsion were implemented, differing in the location of the center of the trajectory projection in the coordinate plane S1 − S3 relative to the origin and the conditions for the beginning of the implementation of a complex process.

3 Results and Discussion Figures 1-2 show the experimental data for specimen № 26, tested along the helical stress trajectory, in which the center of curvature of the projection of the helix in the plane S1 − S3 (tension and compression – torsion) coincides with the origin of this plane. Four turns were performed at an increasing value of S2 (internal pressure) and four turns in the opposite direction, i.e. return to the starting point of a complex loading process. The

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radius of curvature of the trajectory projection on the S1 − S3 plane was R = 240 MPa, the pitch of the screw in the S2 direction was 66 MPa; curvature and torsion parameters: κ1 = 4.16 · 10−3 MPa−1 , κ2 = 0.182 · 10−3 MPa−1 . Fig. 1a, 1b shows the response strain trajectory in projections on two coordinate deviatory planes (e1 − e3 , e1 − e2 ) corresponding to the realized stress trajectory. The strain-stress diagram characterizing the scalar properties of a material is shown in Fig. 2. The numbers in the figures indicate the start points of the corresponding turns of the trajectory (a total of 8 turns were made).

Fig. 1. Strain trajectory in plane e1 − e3 (a), strain trajectory in plane e1 − e2 (b).

The strain trajectory in the plane e1 −e3 is somewhat shifted relative to the coordinate axes. A significant displacement of the trajectory in this plane is observed on the 3rd turn. At the same time, there is a significant increase significant increase in the value of e2 . At 5 point (Fig. 1a, b), the S2 loading process is reversed.

Fig. 2. Stress-strain diagram σ − e.

The implemented process is characterized by a monotonous increase in the modulus of the stress vector σ on the first four turns and a monotonous decrease in the modulus of the stress vector on the subsequent ones, during the reverse course of the screw. Similar programs of experiments with modified parameters of the internal geometry of the strees

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trajectory were performed on specimens № 20 (R = 280 MPa, κ1 = 3.56 · 10−3 MPa−1 , κ2 = 0.182 · 10−3 MPa−1 ) and № 25 (R = 280 MPa, κ1 = 3.56 · 10−3 MPa−1 , κ2 = 0.0608 · 10−3 MPa−1 ). The experimental program corresponding to the second type of test with a mixed screw axis is performed on the specimen № 24. Here the trace of the trajectory in the coordinate plane S1 − S3 is shifted relative to the origin (Fig. 3). The experimental program is included: preliminary stretching to the value S10 = 346 MPa and then the realization of a spatial trajectory with the axis of the screw mixed relative to the origin by the value 0.5S10 . At the same time, the pitch of the screw in the direction S2 was 90 MPa, and the radius of curvature of the trajectory projection in the plane S1 − S3 was R = 173 MPa. Thus, the stress trajectory parameters are equal κ1 = 5.74 · 10−3 MPa−1 , κ2 = 0.476·10−3 MPa−1 . Due to the technical limitation of the possibility of measuring with a strain gauge e1 (e1 > 2.5%), one and a half turns were performed. The response strain trajectory in projections on the coordinate planes e1 − e3 and e1 − e2 obtained for this helical stress trajectory is shown in Fig. 3. The numbers in the circle correspond to the beginning of the turns, and the arrow indicates the direction of the deformation process. As can be seen from Fig. 3, the second half of the first turn is characterized by an intensive increase e1 associated with the transition from unloading to the active loading process. Also, in the second half of the turn, an intensive increase in the modulus of the strain vector e is observed, and in the first half of the turn, a decrease e2 is observed.

Fig. 3. Strain trajectory in planes e1 − e3 (a) and e1 − e2 (b).

The stress-strain diagram σ – E (Fig. 4) shows that during unloading at the first turn, the modulus of the stress vector decreases to the value σ = 40 MPa. The gentle nature of the envelope curves of these diagrams, in comparison with similar curves during tests of the first type, are reflections of the implemented test programs with unloading. Vector and scalar properties are the main characteristics studied in experimental and theoretical studies of the processes of elastic-plastic deformation of materials under

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Fig.4. Stress-strain diagram σ − e.

complex loading. The second part of the work is to study the vector properties of this material under complex loading. In the theory of processes vector properties for spatial trajectories characterize the dependencies θ1 ∼  and θ2 ∼  , where θ1 is the delay angle (the angle between the strain vector and the unit vector of the tangent stress trajectory, θ2 is the warping or deplanation angle (the angle between the strain vector and the unit vector of the binormal of the stress trajectory),  is the stress trajectory length increment. The article also presents dependencies ν1 ∼  and ∼  , where ν1 is the angle of convergence (the angle between the stress vector and the unit vector of the tangent strain trajectory), is the angle of true warping. When calculating the experimental values of angles characterizing vector properties in the theory of elasticplastic processes for three-dimensional trajectories, V.G. Zubchaninov’s relations were used [2]. Figure 5 shows the patterns of changes in the characteristic angles for spatial helical trajectories with the center of curvature of the projection in the plane S1 − S3 coinciding with the origin (specimen № 26). Similar dependences were also obtained for specimens № 20 and № 25 under complex loading with differing parameters of twist and curvature, but they are not presented in this article. Figure 5 shows that the dependencies θ1 ∼  are periodic in nature. At the same time, there is a tendency to stabilize the change in this angle θ1 . The moment of entering the stabilized mode of periodic change θ1 characterizes the trace of the delay of vector properties by the angle of delay. So, for specimen № 26 (Fig. 5), the stabilization of the angle θ1 occurs at the beginning of the 3rd turn. With a decrease κ2 by three times (specimen № 25), stabilization occurs only by the 5th turn. The analysis of the dependencies θ1 ∼  allows us to conclude that the trace of the delay of the vector properties of the material increases with increasing curvature κ1 and torsion κ2 of the stress trajectory. The magnitude of the amplitude of the angle change is affected by the change in curvature. When testing the specimen № 26 in comparison specimen № 20, the curvature κ1 is increased with a constant torsion κ2 . A comparison of the dependencies θ1 ∼  shows that with increasing curvature, the range of angle θ1 changes decreases. At the same time, this angle varies within 80...120 degrees. The behavior of the angle of

Investigation of Vector and Scalar Properties Steel 12X18H10T

65

convergence ν1 on each turn of the stress trajectory is more stable. Practically, taking into account the spread of experimental data the value ν1 within one turn remains constant.

Fig. 5. Characteristics of changing the vector properties of the material (specimen № 26): θ1 −

(a), θ2 −  (b), v1 −  (c), −  (d).

Likewise, a periodic property has a graph of the change in the warping angle θ2 from the stress trajectory length increment  . There is a tendency to its stabilization, after a certain number of turns. For example, for the specimen № 26, such stabilization is observed at the 3rd turn of the spatial stress trajectory, and for the specimen № 25 - at the 5th turn. The change torsion parameter κ2 (specimens № 20 and № 25) affects only on several initial turns, and then the dependencies θ2 ∼  practically coincide. An increase in the curvature of the strain trajectory (specimens № 20 and № 25) leads to a certain decrease in the average value of the angle θ2 . Similar dependences of changes in the length of the turn are also characteristic of the angle of true warping . For stabilized processes, the average value of the warping angle on the turns was θ2 ≈ 70 degrees, and the angle of true warping ≈ 50 degrees. Moreover, its maximum value is slightly less than for the angle θ2 .

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4 Conclusion Experimental data on complex elastoplastic loading of thin-walled tubular specimens along curvilinear stress trajectories of constant curvature and torsion (helical trajectories) are presented. The scalar and vector properties of the specimen material (steel 12X18H10T) are investigated, and diagrams of the characteristics of scalar and vector properties are presented. The results of the experimental study will be useful in verifying the existing mathematical models of the theory of plasticity and establishing the limits of their applicability when comparing the calculated data with experimental data on the realized three-dimensional stress trajectories.

References 1. Zubchaninov V G (2020) On the main hypotheses of the general mathematical theory of plasticity and the limits of their applicability. Mech Solids 55(6):820–826. https://doi.org/10. 3103/S0025654420060163 2. Zubchaninov VG (2010) Mechanics of Processes of Plastic Environments. Fizmatlit, Moscow 3. Volkov IA, Igumnov LA, Tarasov IS, et al (2018) Modeling complex plastic deformation of polycrystalline structural alloys along plane and spatial trajectories of arbitrary curvature. Probl Strength Plast 80(2):194–208 (2018). https://doi.org/10.32326/1814-9146-2018-80-2194-208 4. Vasin R A (2016) Experimental study of the inelastic behavior of materials. J Appl Mech Tech Phys 57(5):789–791. https://doi.org/10.1134/S0021894416050047 5. Peleshko VA (2015) Applied and engineering versions of the theory of elastoplastic processes of active complex loading. Conditions of mathematical well-posedness and methods for solving boundary value problems. Mech Solids 50(6):650–656 6. Bondar VS (2013) Inelasticity. Variants of the Theory. Begell House, New York 7. Muravlev AV (2011) On the representation of an elastic potential in a generalized space of strains A.A. Ilyushin. Mech Solids 46(1):77–79 8. Alekseev A, Zubchaninov V, Gultiaev V, Alekseeva E (2021) Modeling of elastoplastic deformation of low-carbon steel along multi-link plane strain trajectories. AIP Conf Proc 2371:020001 9. Gultyaev V I, Alekseev A A, Savrasov I A, Subbotin S L (2021) Experimental verification of the isotropy postulate on orthogonal curved trajectories of constant curvature. In: Klyuev S V, Klyuev A V, Vatin N I (eds) BUILDINTECH BIT 2021, vol 151. LNCE. Springer, Cham, pp 315–321. https://doi.org/10.1007/978-3-030-72910-3_46

Improvement of Equipment for Heating Concrete Mixture Mikhail Batyuk , Bogdan Vodnev , Aleksei Gnyrya , and Sergey Korobkov(B) Tomsk State University of Architecture and Building, Tomsk, Russia [email protected]

Abstract. Preliminary direct electric heating of the concrete mixture (PDEHC) with a large potential for increasing the curing energy efficiency used in winter concreting, is a promising method employed in precast concrete technology. However, the features of PDEHC are presently not fully used. One of the problems limiting the application of this method, is the temperature gradient in the heated concrete mixture. The paper focuses on studying methods and means of gaining the temperature field homogeneity throughout the concrete mixture volume during its direct electric heating. The proposed method implies the replacement of plate electrodes by grouped control electrodes of a smaller size, that makes the system flexible and provides conditionally continuous adjustment of the electric and, consequently, temperature field. The paper presents stages of the problem solution, equipment, and the development of an algorithm for the PDEHC control. Keywords: Reinforced Concrete · Preliminary Direct Electric Heating of the Concrete Mixture · Thermal Field · in-situ Construction · Winter Concreting

1 Introduction The heat curing of reinforced concrete is currently based on heat convection methods (steam curing, heating in products of natural gas combustion, heating in hot air) and conduction heating via partitions of vertical racks, matrices, curing blankets [1–4]. The heat energy input in the concrete volume though its surface results in the formation of the nonuniform temperature field during the concrete curing [3, 5]. The heat curing represents 40–60% of the total energy costs, which is 5–10% of the product cost, while the average heat curing duration is 70–80% of the total process time. The heat curing is therefore the most lengthy and expensive stage of production, which currently requires the energy efficiency improvement and the process time reduction [5–7]. One of perspective directions in solving this problem, is the improvement and implementation of electrothermal curing methods in the reinforced concrete technology, which demonstrate a higher performance due to a direct heat release in concrete during the electric current flow [8–12]. From the viewpoint of process physics in concrete and rational space use, the PDEHC is the most effective method. The principle of this method is heating the concrete mixture up to 70–90 degrees for 5–15 min, placing it in the formwork, © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 67–73, 2024. https://doi.org/10.1007/978-3-031-44432-6_9

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and compaction. While providing the sufficient thermal insulation, the high temperature is kept in the structure for a long time. The exothermic energy of cement intensified by the mixture heating, covers (and sometimes even exceeds) the heat loss energy. The use of the features of this method can help to reduce the energy consumption by 3 or more times, improve the quality of the final product, and reduce operating costs. This method was developed in Russia in the 1960-s and used in the construction of various civil and industrial facilities. Figure 1 shows photographs of the heating process of the concrete mixture in a dump body (Tomsk, Russia, 1972).

Fig. 1. Photographs of the heating process of the concrete mixture in a dump body (Tomsk, Russia, 1972).

This technology however has not been widely used to date. This is because the equipment and technologies do not provide a uniform heating of the concrete volume. Presently, there are few technical solutions and articles devoted to this problem. A review of patents shows that devices proposed for the formation of a uniform temperature field, are based on mechanical principles and contain rotating parts, that is extremely irrational, unreliable and applicable not for all concrete mixtures. Moreover, much less are technical solutions based on principles of electrical engineering. But they, too, are largely primitive (e.g., have no feedback and are not sufficiently flexible) and are associated with the mold geometry, which does not ensure the proper homogeneity, especially in deviation of electrical parameters of the electric supply.

2 Materials and Methods This paper describes the development of the continuous control for the thermal field in the heated concrete mixture volume. A flexible system (model) with relatively large number of electrodes and a possibility of their efficient switching, is required to artificially create standard electric and thermal fields during the electric concrete curing and study their distribution depending on configuration and mutual arrangement of electrodes. At first, the wall structure, material, and electrode arrangement were determined. The choice of plane electrodes was based on the analysis of the architecture of existing means of electric curing. The use of rod electrodes inevitably led to the formation of nonuniform electric fields, and was thus nonacceptable. The mold walls were made in the form of an array of electrodes uniformly distributed over the surface. In that case,

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a change in the electrode switch combination provided the formation of electric fields with different shape, that met requirements for this concept implementation. According to experimental research, the most appropriate electrode geometry was a disk or oval, and the most appropriate material was steel or graphite. Polyamide was chosen as the material for lining the walls of the mold. One of the mold configurations is presented in Fig. 2. This mold has 9 electrodes in each wall. Experiments show that flush-mounted electrodes provide the formation of more uniform electric field. This is technologically efficient, since facilitates the electrode cleaning. Slightly protruding electrodes with rounded faces are also acceptable.

Fig. 2. Photographs of the mold for electric concrete curing.

In order to ensure the required control flexibility, at least one switching unit should be provided for each electrode. Either electromagnetic relays/contactors or semiconductor keys can be used as switching units. A switch device shown in Fig. 3, is designed to control the switching unit and other elements of the power circuit.

Fig. 3. Test equipment: 1 – switch device, 2 – power supply, 3 – automatic control unit, 4 – control panel.

During the experiment, the electrode switch combination can be varied both manually (control panel) and programmable. With this purpose, the switch device can be connected to the automatic control unit. The electrode power supply represents a transformer with a multiple tap in the secondary winding, which allows receiving voltage of 0 to 100 V at a 10 V interval and galvanic circuit isolation. It should be noted that the laboratory test equipment is modular and incorporates the control panel, power supply, automatic control unit, mold for concrete mixture heating, switch device.

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3 Results and Discussion Experiments included a study of the temperature distribution depending on the electrode switch combination. Figure 4 shows the temperature distribution in the mold volume using the definite electrode switch combination. Apparently, the temperature near the sensor t 4 is lower. Heating in this region is mostly provided by the concrete thermal conductivity. At a higher heat rate, the difference t av –t 4 grows. In real conditions, such a situation may occur, for example, due to the hydrated cement accumulation on the electrode surface or the circuit break. The introduced temperature gradient can preserve after placing the nonuniformly heated concrete mixture. On the other hand, the intentional use of such a switch combination is possible when, for some reason, the temperature grows in the region t 4 . In the case of the power supply connected to two electrodes nearest to the transmitter t 4 , the temperature in this region starts to rapidly grow.

Fig. 4. Temperature distribution at asymmetric electrode connection. Black and red color indicates electrodes not connected and connected to the power supply, respectively. Electrodes on the left and on the right side are connected to different transmitter outputs.

Since it is possible to empirically obtain such dependences, the algorithm can be developed for the conditionally continuous tuning of the temperature field. Let us consider one of the principles of the algorithm development using the system with three points of the temperature measurement. Initial data include the heating time T h , initial temperature tin , final temperature t f , maximum allowable temperature deviation ±t in the volume, and temperature curve. Assume that T h = 10 min, t f = 70, ±t = 0.7 ◦ C, and the temperature curve is linear. Depending on such technological factors as response time, heat rate, electrode configuration, the correction period τc is specified. This period includes equal time intervals during which it is necessary to measure the virtual temperature and compare it with the value specified for the time point t . In the case of non-equality (with respect to the maximum allowable deviation ±t), the temperature field must be corrected. According to experiments, the optimum τc range is 1–10 s. However, an empirical ad hoc selection of the most appropriate value is possible for the correction period. It is necessary to

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calculate the temperature incremental tincr to determine t1 , t2 , t3 . . . tn values: tincr =

tf − tin Th /τc

(1)

Therefore, t1  = tin + tincr ;

(2)

Let us assume that in our case, τc = 10 s, then tin =

70-20 = 0.833 ◦ C. 600/10

This value is added to the variable t at each program cycle. The simplified algorithm of the temperature correction by three measurement points, is presented in Fig. 5. This algorithm underlies the software developed for the microcontroller of the automatic control unit. The program includes a spectrum of options, which computerize some of operations. For example, there is no need to manually input the value tin . Prior to the heating process, the system processes signals from temperature transmitters and saves the average arithmetical value. Based on user parameters (τc , T h and t f ) stored in the memory, tincr and t values can be computed. There is a function of the data submission through the communication port for their visualization, processing, and archiving using Excel and other tools. The program also includes the function of the electric circuit diagnostics, e.g., circuit break, information about a downgraded situation, and others. Figure 6 shows a simplified system of the uniform electrical heating and results of its testing in laboratory conditions. Signals from temperature sensors placed at more vulnerable points of the mold volume, are processed in the automatic control unit. Using the temperature field distribution, the most appropriate combination of the electrode switch is chosen to ensure the required level of homogeneity. In Fig. 6, the particular switch combination is provided by the state transition of the relay coil output control of respective electrodes. In some cases, a parallel voltage control of the power supply is possible as well as galvanic circuit isolation of the current passing through the concrete volume. The mixture is heated up in a 100 × 100 × 100 mm mold with the temperature control in 3 zones (in accordance with the proposed algorithm). At τk = 5 s, the maximum temperature drop is 0.5 ◦ C (Fig. 5), which is acceptable.

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Fig. 5. Simplified algorithm of the temperature control and correction.

Fig. 6. Simplified circuit diagram of the equipment and resulting temperature curves.

4 Conclusion The originality of the proposed method was confirmed by the patent for invention. Minor temperature fluctuations that occurred during the adjustment process had no adverse effect on the quality of the heated mixture. That effect can be reduced by using PID control. Based on positive results of testing proposed methods and means of gaining the

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temperature field homogeneity throughout the concrete volume, it can be concluded that their further development will be advisable for testing on an industrial scale. Acknowledgements. This work was carried out within the government contract FEMN-20220003 of the Ministry of Science and Higher Education of the Russian Federation.

References 1. Abubakri S, Mangat P, Starinieri V, Lomboy G (2022) Electric curing parameters of mortar and its mechanical properties in cold weather. Constr Build Mater 314(Part A) 2. Yang Z, Xie Y, He J, Zeng X, Ma K, Long G (2021) Experimental investigation on mechanical strength and microstructure of cement paste by electric curing with different voltage and frequency. Constr Build Mater 299:123615 3. Jilin W et al (2022) Influence of rapid curing methods on concrete microstructure and properties: a review. Case Stud. Constr. Mater. 17:e01600 4. Kovtun M (2016) Direct electric curing of alkali-activated fly ash concretes: a tool for wider utilization of fly ashes. J Clean Prod 133:220–227 5. Cecini D, Austin S, Cavalaro S, Palmeri A (2018) Accelerated curing of steel-fibre reinforced concrete. Constr Build Mater 189:192–204 6. Uygunoglu T, Hocaoglu I (2018) Effect of electrical curing application on setting time of concrete with different stress intensity. Constr Build Mater 162:298–305 7. Zhao R (2018) Conductivity of ionically-conductive mortar under repetitive electrical heating. Constr Build Mater 173:730–739 8. Ma C, Peng J, Zhou H, Zhou R, Ren W, Dy Y (2021) An effective method for prepairing highearly-strength cement-based materials. Eff. Direct Electr. Curing Portland Cem. 43:102485 9. Yang Z et al (2021) A comparative study on the mechanical properties and microstructure of cement-based materials by direct electric curing and steam curing. Materials 14:7407 10. Yang Z et al (2023) Influence of direct electric curing on the hydration and microstructure of cement paste excluding ohmic heating. Constr Build Mater 369:130546 11. Klyuev AV, Kashapov NF, Klyuev SV, Lesovik RV, Ageeva MS, Fomina EV (2023) Development of alkali-activated binders based on technogenic fibrous materials. Constr. Mater. Prod. 6(1):60–73. https://doi.org/10.58224/2618-7183-2023-6-1-60-73 12. Klyuev AV et al (2023) Experimental studies of the processes of structure formation of composite mixtures with technogenic mechanoactivated silica component. Constr. Mater. Prod. 6(2):5–18. https://doi.org/10.58224/2618-7183-2023-6-2-5-18

Accounting the Influence of the Flanges Width when Calculating the Console Beams of the Ribbed Slab K. A. Zaragannikova(B)

and A. V. Trofimov

Saint Petersburg State University of Architecture and Civil Engineering, Saint Petersburg, Russia [email protected]

Abstract. Ribbed slabs are widespread due to the lack of concrete in the tensile zone, where the tensile forces are fully taken up by the reinforcement. According to modern standards, the beams of such a slab in the supporting zones under the action of negative moments are calculated as rectangular ones without taking into account the influence of the plate in the tensile zone. This method was developed in the 1940s of the XX century and is used in modern standards to this day. The slab, which is part of the bridging, does not take part in the calculation of such a crosssection, since it is in the tensile zone. However, it is not quite correct to completely disregard the work of the flange, because the plate reinforcement in the support section of the beam is tensile and with the appearance of cracks in the flange will be included in the work and take the bending support moment. Failure to consider the slab reinforcement can lead to overreinforcement. This effect will be especially noticeable in slabs with beams limited in height and slabs of considerable thickness (more than 100 mm). The paper proposes a calculation method for beams of Tsection taking into account the influence of slab reinforcement. The comparative analysis of the calculation of the existing monolithic ribbed console slab section both according to the modern norms and the proposed methodology has been carried out. The dependences of some parameters on the ratio of the plate thickness to the beam height in the calculation according to the proposed methodology, taking into account the influence of the plate reinforcement are also considered. Relevant conclusions are made, which show that taking into account the influence of the stretched slab reinforcement in the calculation of console slab beams has a significant impact on the carrying capacity, stiffness and cracking resistance of the beam. Keywords: Ribbed Slab · T beam · Flanges of Beam · Slab Reinforcement · Monolithic Slab Beam

1 Introduction In modern Russian and foreign standards, the calculation of beams of ribbed slabs with a slab in the tensile zone is carried out without considering the slab that is - as a rectangular section by formulas with and without taking into account the compressed reinforcement of the beam. Only recently, attention has started to be paid to the joint work of the beam and the floor slab [1–5]. © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 74–83, 2024. https://doi.org/10.1007/978-3-031-44432-6_10

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The calculation of a monolithic slab beam with variable slab thickness with consideration of the slab reinforcement has been performed in this work. A comparison of the results obtained in the calculation according to Eq. (1) according to the modern Russian standards SP 63.13330.2018 (Fig. 1) and according to Eq. (2) of the proposed methodology (Fig. 2).   Rs As = Rb bx    + RxscAs (1) M = Rb bx h0 − 2 + Rsc As h0 − a ⎧ B H  ⎪ ⎨ Rs6 As6 + Rsn Asn + Rsn A sn = Rb bx + Rsc As  H (2) hB hf − a − a M = Rsn AB − h06 − Rsn AH s s 0 n n n ⎪     ⎩ x   +Rb bx h0 − 2 + Rsc As h0 − a

Fig. 1. Design cross-section of the beam according to the Russian standards SP 63.13330.2018.

Fig. 2. Design cross section of the beam according to the proposed method.

2 Methods and Materials As an example for the calculation, we considered the console section of the beam of the monolithic ribbed slab. This slab is an existing slab, that is, all the basic initial data (dimensions of the beam and slab, the amount of reinforcement, characteristics of materials, etc.) were taken from the design drawings [6–11]. Figures 3, 4, 5 show the reinforcement of the floor slab: in Fig. 3 the bottom reinforcement, in Fig. 4 the top reinforcement and in Fig. 5 the section along the beam with the characteristic dimensions and location of the reinforcement. The slab has reinforcement in the form of bars ∅12 mm with increments of 200 mm. For further calculations, the loads on this slab were collected. The own weight of the beam, the weight of the slab, the weight of the glazing (as a concentrated load) and

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the useful load on the balconies adopted in accordance with the Russian standard SP 20.13330.2016 were taken into account. The distribution of loads on the beam is shown in Figs. 6 and 7.

Fig. 3. Bottom slab reinforcement.

Fig. 4. Top slab reinforcement

Fig. 5. Cross-section 4-4.

We assume that the slab together with the beam in the supporting sections works on the perception of the moment. The longitudinal reinforcement of the flange takes up part of the tensile forces in the section.

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Fig. 6. Load distribution.

Fig. 7. Design scheme of the beam.

Calculation of the beam taking into account the slab reinforcement in the support section is performed using iteration, starting from the calculation of the support section without taking into account the reinforcement in the compressed zone of the beam. The height of the compressed zone of the concrete beam considering only the tensile reinforcement of the slab is determined from the Eq. (3) x1 =

Rs (As1 + As2 ) , Rb b

(3)

there As1 , As2 – the area of the top and bottom reinforcement of the slab, respectively. The moment taken by the tensile reinforcement of the slab with respect to the center of gravity of the compressed zone of the beam is determined from the Eq. (4) x1

x1

+ Rsn As2 h02 − , (4) M1 = Rsn As1 h01 − 2 2 there Rsn – design tensile strength of the slab reinforcement; h01 , h02 – calculated section height for the upper and lower tensile reinforcement of the slab, respectively. The moment taken by the tensile reinforcement of the beam, taking into account the redistribution of forces, is determined from the Eq. (5) ql 2 − M1 (5) 16 The required area of the tensile reinforcement of the beam is found from the Eq. (6) M2 = M − M1 =

As3 =

M2

Rsb h03 1 − 2ξ

(6)

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there Rsb – design tensile strength of the beam reinforcement; h03 – calculated section height for the tensile reinforcement of the beam. The height of the compressed zone of concrete, taking into account the tensile reinforcement of the slab and beam from the Eq. (7)   Rsn As1 + As2 + Rs6 As3 . (7) x2 = Rb b The moment absorbed by all the tensile reinforcement is calculated from the Eq. (8) x2

x2

x2

MH = Rsn As1 h01 − + Rsn As2 h02 − + Rs6 As3 h03 − . (8) 2 2 2

3 Results and Discussion Calculation according to group I of limiting states included the selection of reinforcement. Initial data for the calculation were ribbed slab with a thickness of 160 mm, beam cross-section of 300 × 300 mm, concrete class B25, reinforcement of the slab in the form of bars ∅12 mm with increments of 200 mm, reinforcement class A500, the useful load was 900 kg/m. The first stage was a comparison of the calculation results according to the Russian standards SP 63.13330.2018 and the proposed methodology (Table 1, Fig. 8). According to the results obtained, the total reinforcement (upper and lower reinforcement), calculated taking into account the slab reinforcement, is significantly less (up to 1.64 times) than the value obtained in the calculation by the standard methodology. Also with a decrease in the ratio of the thickness of the slab to the height of the beam, the share of the supporting moment taken by the stretched reinforcement of the plate increases: with a ratio of 160/300 is 18.8%, and with 160/500 - 35.5%. Table 1. Calculation results according to the method presented in the Russian standards SP 63.13330.2018 and the proposed method (hf = 160 mm). h, mm

SP 63.13330.2018

Proposed method

As , cm2

As , cm2

M1 , kN·m

%

300

101.54

80.51

105.20

18.8

350

102.20

76.27

129.73

23.1

400

102.87

72.03

154.24

27.2

450

103.53

67.79

178.76

31.4

500

104.19

63,55

203.29

35.5

At the second stage, the calculation of groups I and II of limiting states according to the proposed methodology, taking into account the impact of the slab, was made. The initial data were the class of concrete B25, reinforcement class A500, reinforcement

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Fig. 8. Dependence of the total area of the beam reinforcement on the ratio of the slab thickness to the height of the beam.

of the slab by bars ø8 mm in increments of 200 mm, the useful load of 900 kg/m, the varying parameters were the thickness of the slab and the height of the beam. According to the results of the calculation, the graphs shown in Figs. 9, 10, 11, 12 and 13 were plotted. With an increase in the percentage of reinforcement of the slab by a factor of 2 the required area of the beam reinforcement decreases by a factor of 2.6–3. This is primarily due to the fact that with a higher percentage of reinforcement the slab can absorb a larger tensile moment (1.58–1.73 times). The cracking moment and the stiffness of the beam of the T-section increase with a decrease in the percentage of reinforcement of the flange. It can be assumed that this is due to the thickness of the flange, because as it increases, the center of gravity of the reduced section shifts to the middle of the slab, and the moment of inertia of the reduced section increases. At low beam height, the values of cracking moment and stiffness at different percentages of reinforcement differ insignificantly, up to 7% and 6%, respectively. At the greatest height of the beam under consideration, with a decrease in the percentage of reinforcement and a 2-fold increase in the flange thickness, the cracking moment increases by 21.2%, and the stiffness of the beam increases by 15.7%. The deflection of the beam of a T-section increases when the percentage of reinforcement of the flange decreases, since the load on the beam from the weight of the slab increases by a factor of 2. For the highest beam height under consideration, the deflection varies within 17% when the thickness of the flange is changed. For the lowest beam height under consideration, the deflection increases by 47% when the percentage of reinforcement is reduced by a factor of 2.

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30

As, mm2

25 20 15 10 5 0.69

300 10.53

350 9.70

400 8.91

450 8.16

500 7.43

0.55

14.09

12.98

12.02

11.11

10.26

0.46

18.56

17.34

16.13

14.91

13.70

0.4

23.02

21.81

20.59

19.38

18.16

0.35

27.49

26.27

25.06

23.84

22.63

b, mm

Mfl/M*100%,%

Fig. 9. Dependence of the total area of the beam reinforcement on the ratio of the percentage of the slab reinforcement to the height of the beam.

65 60 55 50 45 40 35 30 25 20 0.69

300 45

350 49.29

0.55

38.93

42.93

0.46

33.9

37.63

0.4

29.65

33.15

0.35

26.02

29.32

400 53.42

450 57.41

500 61.27

46.79

50.53

54.16

41.25

44.77

48.19

36.56

39.88

43.11

32.53

35.67

38.73

b, mm Fig. 10. Dependence of the moment taken by the slab flange on the ratio of the percentage of reinforcement of the slab to the height of the beam.

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D, kN*m2

Fig. 11. Dependence of cracking moment on the ratio of percentage of slab reinforcement to beam height. 400000.00 350000.00 300000.00 250000.00 200000.00 150000.00 100000.00 50000.00 0.00 0.69

300 52707.62

350 94832.13

400 151735.58

450 224867.27

500 315705.80

0.55

49658.89

91889.22

151564.95

228935.78

325604.22

0.46

50526.17

94611.36

155280.81

233853.06

331884.01

0.4

50896.69

97023.64

161317.94

245043.94

349709.79

0.35

51037.91

98616.89

166005.83

254396.84

365240.79

b, mm

Fig. 12. Dependence of beam stiffness on the ratio of the percentage of slab reinforcement to the height of the beam.

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f, mm

14.00 12.00 10.00 8.00 6.00 4.00 2.00 0.00 0.69

300 12.05

350 6.83

400 4.35

450 2.99

500 2.17

0.55

14.16

7.78

4.80

3.23

2.31

0.46

15.26

8.28

5.12

3.45

2.47

0.4

16.48

8.77

5.35

3.57

2.54

0.35

17.76

9.32

5.61

3.70

2.61

b, mm

Fig. 13. Dependence of deflection on the ratio of the percentage of reinforcement of the slab to the height of the beam.

4 Conclusion 1) Consideration of the tensile reinforcement of the slab in the calculation of console slab beams has a significant impact on the load capacity, stiffness and cracking resistance of the beam. 2) The total number of required beam reinforcement, taking into account the tensile reinforcement of the slab is significantly lower (up to 1.64 times) than when calculating according to SP 63.13330.2018. 3) If you increase the percentage of reinforcement of the slab by 2 times, the required area of the beam reinforcement decreases by 2.6–3 times. 4) The moment absorbed by the slab reinforcement is directly proportional to the ratio of the percentage of reinforcement to the height of the beam: the lower the ratio, the greater the moment value. With a higher percentage of reinforcement, the slab can absorb a greater tensile moment by a factor of 1.58 to 1.73. 5) The cracking moment and stiffness do not depend significantly on the percentage of reinforcement, but increase with increasing slab thickness. At the highest considered height of the beam with a decrease in the percentage of reinforcement and a 2-fold increase in the thickness of the flange, the cracking moment increases by 21.2%, and the stiffness of the beam increases by 15.7%. The maximum value is reached at a flange thickness of 160 mm. 6) When calculating deflection, the greatest contribution of thick slabs occurs at low beam heights. For the highest beam height under consideration, the deflection varies within 17% when the flange thickness is changed. For the lowest beam height under consideration, the deflection increases by 47% when the percentage of reinforcement is reduced by a factor of 2.

Accounting the Influence of the Flanges Width

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References 1. Trofimov AV (2020) Taking into account the influence of the slab when calculating the bearing capacity of monolithic ribbed beams. Constr Mech Calc Struct 5(292):12–16. https://doi.org/ 10.37538/0039-2383.2020.5.12.16 2. Novoselov OG et al (2023) Method for calculating the strength of massive structural elements in the general case of their stress-strain state (kinematic method). Constr Mater Prod 6(3):5–17. https://doi.org/10.58224/2618-7183-2023-6-3-5-17 3. AL-Shalif SAH, Akin A, Aksoylu C, Musa Hakan Arslan MH (2022) Strengthening of shearcritical reinforced concrete T-beams with ancored and non-ancored GFRP fabrics applications. Structures 44:809–827 ´ 4. Ciesielczyk K, Szumigała M, Scigałło J (2017) The numerical analysis of the effective flange width in T-section reinforced concrete beams. Procedia Eng 172:178–185 5. Deifalla A, Ghobarah A (2014) Behavior and analysis of inverted T-shaped RC beams under shear and torsion. Eng Struct 68:57–70 6. Gu XL, Zhang B, Wang Y, Wang XL (2021) Experimental investigation and numerical simulation on progressive collapse resistance of RC frame structures considering beam flange effects. J Build Eng 42:102797 7. Kang S, Wang S, Gao S (2020) Analytical study on one-way reinforced concrete beam-slab sub-structures under compressive arch action and catenary action. Eng Struct 206:110032 8. Nayak CB, Narule GN, Surwase HR (2022) Structural and cracking behaviour of RC Tbeams strengthened with BFRP sheets by experimental and analytical investigation. J King Saud Univ Eng Sci 34(6):398–405 9. Özbek E et al (2020) Behavior and strength of hidden RC beams embedded in slabs. J Build Eng 29:101–130 10. Zhang J, Xu Y, Mai Z, Lv W (2021) Flexural performance of RC T-beams strengthened with external double steel channel. J Build Eng 42:102453 11. Zheng J, Shen F, Gu X, Zhang Q (2022) Simulating failure behavior of reinforced concrete T-beam under impact loading by using peridynamics. Int J Impact Eng 165:104231

Experimental Analysis of the Compositions of Multicomponent Binders for Fiber Concrete E. S. Shorstova1(B)

and S. V. Trukhanov2

1 Belgorod State Technological University named after V.G. Shukhov, Belgorod, Russia

[email protected] 2 Moscow State University of Civil Engineering (National Research University), Moscow,

Russia

Abstract. The importance of an integrated approach to achieving the goals in the development of compositions of multicomponent binders with control of the processes of structure formation at the micro- and macrolevels is considered in this article. Synergetic effect is also emphasized, which is achieved due to the careful selection of mineral raw materials, including natural and man-made sources, taking into account the chemical, mineral and granulometric composition. The need to identify a set of organic additives and the application of appropriate methodological approaches is noted. Development of scientifically grounded approach of connection of various structures in concrete matrix will allow to define optimum formulations of fiber concrete on the basis of composite binder. This will improve the formation of the required technological characteristics of raw mixes and provide the possibility of controlling the physical and mechanical properties of the construction composite. Keywords: Microstructure · Fibroconcrete · Mineral additives · Modifiers · Pozzolan activity · Sealer additive · 3D printing

1 Introduction Analysis of the world literature on the use of mineral fillers of natural and man-made origin, as well as multi-component binders with a specific surface area of 450–600 m2 /kg [1–5] and the conditions of their production for layer-by-layer synthesis, allowed to put forward a number of requirements to ensure a monolithic structure: – all components in the composition of the composite binder must be chemically compatible; – Fillers and fillers must have high adhesion to the binder matrix; – The components of the applied and base layers must have close values of linear coefficients of thermal expansion [6–9]. The basic approach at creation of composite binder was the theory of development of fine-grained concrete where fillers have dispersion higher, than dispersion of cement particles, thus regulation of water demand and setting time will be reached at the expense of introduction of organic and mineral additives [10–13]. © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 84–92, 2024. https://doi.org/10.1007/978-3-031-44432-6_11

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2 Methods and Materials The following raw materials were used in the research: Portland cement CEM I 42.5 N JSC “Sebryakovcement” (GOST 31108-2016, GOST 30515-2013); crushing screenings of quartzite sandstone Lebedinsky GOK Belgorod region; quartz sand Bezlyudovsky quarry Belgorod region (GOST 8736-2014), fly ash of the Apatity CHP (GOST 25818-2017); additive-superplasticizer Polyplast NTB (TU 5745-077-58042865-2012); Polyplast PFM-NLK (GOST 24211; water MUP “Belgorod Gorvodokanal” (GOST 23732-2011); Component analysis includes several stages: 1. crushing sieve quartzitosandstone to obtain the active mineral additive was carried out in laboratory conditions using a vibrating mill BM-20. 2. X-ray phase analysis was determined by means of diffractometer DRON-3 using Cu-anode radiation (Ni-filter for attenuation of β-component of radiation). The diffractometer uses Bragg-Brentano focusing scheme. 3. The particle size distribution of all disperse materials was studied using an Analysette 22 NanoTec plus diffraction particle size analyzer (measuring range 0.01–2000 μm). 4. Activity of various types of materials as fillers in composite binder in relation to calcium hydroxide was carried out using Zaporozhets method, which consists in absorption by particles of the studied material of CaO from a saturated lime solution. 5. Rheological characteristics of binder mixtures were studied using a rotary viscometer “RHEOTEST”. The width of the gap between the cylinders of the device was 2 mm and the gradient of shear rates varied from 1 to 437.4 s-1. 6. Study of the effect of superplasticizer additives on the characteristics of concrete mixtures and concretes based on them was carried out using the methods of complex study specified in the state standards. 7. The index of mobility of cement slurries together with the introduced superplasticizer additive was studied using the method of the Research Institute of Reinforced Concrete, which consists in fixing the diameter of the spread of the cement slurry. Normal density and setting time of the cement slurry were determined by using Vick’s instrument in accordance with State Standard 310.3-76 (2003).

3 Results and Discussion Production of composite binders is carried out by joint fine grinding of components (traditional technology) or separate grinding, in which the components of the binder are introduced one by one, or pre-milled to a certain specific surface area, which is desirable to select experimentally, and then mixed. In this case the maximum strength increase of the hardened composite binder is achieved by optimal dispersion of the mineral filler. Introduced mineral component must have a high activity of chemical interaction, the criterion of which is pozzolanic activity, taking into account the minimal effect on the normal density of the cement paste, which is often not always possible in practice. Management of structure formation processes in cement systems at different stages of their hydration is one of the ways to eliminate or slow down the destruction of crystallization structures of conglomerate materials.

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In order to regulate the process of structure formation during the initial periods of hardening and to control the rheological properties of such cement systems it is necessary to introduce plasticizing additives in optimal amounts into their composition. Being adsorbed on the surface of cement grains and hydrate neoplasms they reduce vanderwaal forces of interaction between the individual particles forming the coagulation structure. When surfactants are used in cement systems, the rate of formation of crystallization centers is reduced. A huge number of small nucleated crystals accumulate in the system, the interaction between which is weakened by the action of the plasticizer. Depending on the chemical nature of the additive, the nucleation process slows down to varying degrees. The choice of plasticizer is based on the analysis of literature data, so noted the effectiveness of the additive based on polycarboxylate esters. It is noted that the time of plasticizing action of polycarboxylates increased by 3–4 times compared with the widespread sulfomelanic, sulfonaphthalene formaldehydes or lignosulfonates. The action of the additive is aimed at increasing the mobility of the raw mix at the initial stages of hydration of the binder while maintaining its mobility for a long period of time, which is especially important for the design of dispersion-reinforced concrete mixtures, such as 3D-printing, which require keeping the homogeneity and absence of separation of components during laying and transportation. The choice of superplasticizer was also evaluated by market availability. Evaluation of the effectiveness of superplasticizer for composite binder was carried out by determining the optimal concentration of the additive by determining the maximum value of cone swell. Tests of concrete mixtures are performed in accordance with GOST 10181-2000. The main indicators of the experimental data are shown in Table 1, Table 1. Effect of superplasticizer on solution properties. Consumption of components, g.

Concentration, % by mass

Diameter of cone blur, mm “Polyplast PFM-NLC” 0.4–0.8%

“Polyplast NTB” 0.6–0.8%

PC

Water

100

35

0.1

89

41

100

35

0.2

119

60

100

35

0.3

142

81

100

35

0.4

153

106

100

35

0.5

164

128

100

35

0.6

171

146

100

35

0.7

179

148

100

35

0.8

181

150

100

35

0.9

183

153

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Fig. 1. Portland cement of CEM I 42,5H JSC “Sebryakovcement” was used. The experiment was carried out with the use of additives of 2 types: “Polyplast PFM-NLK” and “Polyplast NTB”. According to the given data the greatest plasticizing effect is characterized by the additive “Polyplast PFM-NLK” at a concentration of 0.7%, in this case the maximum spreading of the cone – 179 mm is achieved. This superplasticizer was used further in obtaining composite binders in an amount of 0.7% of the weight of cement. Composite binders used to print mixtures by extrusion, in order to ensure the quality and continuity of the construction process should provide: – Necessary formability, which is controlled by the selection of appropriate rheological characteristics; – the desired rate of setting and early strength development; – The possibility of gaining strength in conditions of rapid dehydration; – low shrinkage rates; – required frost resistance (where appropriate); – efficiency.

Fig. 1. Effect of superplasticizer on the properties of cement dough.

In this work a series of binder compositions were developed using fly ash and FBC crushed rock screening as fillers. The activity of fly ash and crushed quartzitic sandstone with respect to cement as a result of hydration was determined using the Zaporozhets method. Analysis of the obtained data (Fig. 2) allows the conclusion that higher activity in relation to Ca(OH)2 belongs to fly ash from Apatity electric power station, less active is the quartzitepeated sandstone crushing screen, the difference of values between the materials is about 20% (activity of ash is 1,2 times higher). Nevertheless, both materials absorb the maximum amount of CaO in the first 3 h. It was found (Fig. 3) that with increasing storage time of the crushed materials up to 6 months the activity of ash decreases about 2.6 times and that of quartzit sandstone

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Fig. 2. Changes in CaO concentration over time in the presence of milled silica-containing raw materials.

more than 3 times. This can be explained by the reduction of the presence of active centers on the surface of the lying material as compared to the freshly ground material.

Fig. 3. Sorption capacity for CaO absorption from solution of silica-containing raw materials depending on age.

Composite binders were produced by grinding all components together to a specific surface area of 500 m2 /kg. The amount of ash varied from 40 to 20%, the content of quartzitic sandstone was constant and was 10%. Such a choice of the ratio of components was based on the above-mentioned activity of the components. In the laboratory conditions a vibrating mill BM-20 was used (Table 2). Properties of the binders are shown in the Table 2. Analysis of the obtained results showed an increase in time of the beginning and the end of setting of composite binders with increasing amount of the filler introduced. Thus, for CB -50 the beginning of setting is 80 min, and the end – 130 min; for CB 1–50 the beginning of setting is 140 min, the end – 210 min (Fig. 4).

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Table 2. Properties of binders based on anthropogenic raw materials. Binder type

Binder composition, % by mass PC

Setting time, min

Tensile strength, MPa

Fly ash

KVP dropout

Supplement Polyplast PFM-NLK

Beginning

end

when compressing

tensile strength during bending

CB –50 50

40

10

–

80

130

41.6

4.4

CB –60 60

30

10

–

70

110

47.9

5.7

CB –70 70

20

10

–

50

100

54.7

6.5

CB 1–50

50

40

10

0.7

140

210

47.4

5.1

CB 1–60

60

30

10

0.7

120

170

53.6

5.8

CB 1–70

70

20

10

0.7

90

150

62.9

7.9

CEM I 42.5 H

100

–

–

–

90

180

51.1

5.2

Fig. 4. Binder setting time.

Such mixtures are not suitable for making products by 3D-printing. As in the technology of layer-by-layer concreting the number of layers which can be successively superimposed on each other at a normalized deformation of the lower of them is extremely important. An increase in this parameter can be achieved not only by reducing the average density of the composite and increasing the load-bearing capacity of the freshly molded layer, but also by developing compositions of composite binders to implement precise operational control of the system setting time. In this case, these figures for cement and CB1-70 coincide (90 min), while the end time of setting will be shorter for CB1, for CB 70 the beginning of setting occurs

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after 50 min, the end after 100 min, which agrees with the general concepts of cement hydration with an increase in its specific surface area. Also the results of tests of composite binders containing 60–70% Portland cement testify to their high strength indexes with provision of specified characteristics at a significant reduction in consumption of clinker component. The synergistic effect of fine components of fly ash, crushed quartzit sandstone, cement particles and superplasticizer on binder hydration processes is observed. The introduction of superplasticizer during joint grinding of cement with a dry additive, provides encapsulation of cement grains, preventing aggregation of the smallest cement particles, which leads to increased dispersion, thereby increasing the efficiency of fine-milled cements and allows the effective introduction of a larger amount of superplasticizer in cement than its introduction into the concrete mixture, when water molecules, occupying part of the surface of cement grains, reduce its effect on the surface. Analysis of the grain composition of the binders showed a significant shift of the particle distribution curve of CB1-70 in the area of the smallest values compared to other binders, which will contribute to faster hydration of the binder in the early periods of hardening (Fig. 5). There is also an increase in the content of particles in the range from 5 to 12 microns in CB1. When comparing the curves of CB1-70 and CB-70 with the curve of Portland cement, a significant decrease in particle content in the area of the maximum peak of Portland cement draws attention. The composite binders have more uniform distribution of substance in the range from 3 to 50 μm. However, at CB-70, the graph is shifted to the area of large particles due to under-milling of quartzitic sandstone and ash and secondary aggregation of particles. This effect disappears when grinding the binder in the presence of plasticizer. The presence of several peaks in the range from 3 to 12 microns in CB1 compared to other compositions will provide a more complete interaction of cement particles with water during hydration, significantly reducing the number of non-hydrated grains in the binder. Also the presence of both the smallest and larger particles of the filler will provide an increase in the number of crystallization centers of the binder. Grain composition of CB1-70 from this point of view is the most optimal, which is confirmed by further studies of the microstructure and the X-ray phase analysis. In experimental studies the influence of plasticizing additive on rheological properties of EF was studied. It should be noted that in the initial section up to γ = 10 s-1 a complex character of the flow of the systems is observed (Fig. 6). The rheological characteristics of CB70 – 0.6% PFM-NKL approximate those of the control composition. Whereas, the flow character of CB-70 – 0.7 and 0.8% PFM-NKL systems occurs in less viscous mixtures with shear stress reduction by 87% on average. The behavior of the systems is probably due to the different degree of chemical activity of highly dispersed particles, which are the active surface for the adsorption of the plasticizer PFM-NKL. Superplasticizer molecules prevent agglomeration of solid particles as well as binding of some water, thus water remains for liquefaction of paste, and rheological processes at γ > 16 s-1 of CB-70 compositions in all cases of plasticizer additive application pass in lower values of the limiting shear stress.

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Fig. 5. Analysis of grain composition of CB-70 and CB1-70 binders.

Fig. 6. Change of shear stress from the shear rate gradient of the binder mortar.

4 Conclusion Thus, the developed binders CB-70 and CB1-70 showed the closest indicators of properties to the traditional Portland cement with a reduction of time of the beginning (CB) and the end of setting, but at the same time the reduction of the clinker component by 30% was achieved. Grain composition of CB1-70 with sharp peaks in the area of fine particles and smooth peak in the area of larger particles is the most optimal in terms of forming a dense and thus a stronger concrete structure. Rheological parameters of the raw mixes under consideration reflect the fact that the shear stress of the construction composite decreases with increasing the amount of the plasticizing additive PFM-NKL

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from 0.6 to 0.8. There is a direct dependence of the change in the effective viscosity on the strain rate, which is typical for structured fine-dispersed systems. Acknowledgements. The work is realized in the framework of the Program of flagship university development on the base of the Belgorod State Technological University named after V.G. Shukhov, using equipment of High Technology Center at BSTU named after V.G. Shukhov.

References 1. Klyuev SV, Klyuev AV, Shorstova ES (2019) The micro silicon additive effects on the finegrassed concrete properties for 3-d additive technologies. Mater Sci Forum 974:131–135 2. Klyuev SV, Klyuev AV, Shorstova ES (2019) Fiber concrete for 3-d additive technologies. Mater Sci Forum 974:367–372 3. Klyuyev SV, Klyuyev AV, Lesovik RV, Netrebenko AV (2013) High strength fiber concrete for industrial and civil engineering. World Appl Sci J 24(10):1280–1285 4. Klyuev SV, Klyuev AV, Khezhev TA, Pucharenko Y (2018) Technogenic sands as effective filler for fine-grained fibre concrete. J Phys: Conf Ser 1118:012020 5. Klyuyev SV, Klyuyev AV, Sopin DM, Netrebenko AV, Kazlitin SA (2013) Heavy loaded floors based on fine-grained fiber concrete. Mag Civ Eng 38(3):7–14. https://doi.org/10.5862/MCE. 38.1 6. Nizina TA, Nizin DR, Selyaev VP, Spirin IP, Stankevich AS (2023) Big data in predicting the climatic resistance of building materials I Air temperature and humidity. Constr Mater Prod 6(3):18–30. https://doi.org/10.58224/2618-7183-2023-6-3-18-30 7. Alhilali H, Abdulkadim A (2023) Magnetic iron oxide nanoparticles: synthesis, surface modification, and functionalization by luminescent materials. Constr Mater Prod 6(2):58–80. https://doi.org/10.58224/2618-7183-2023-6-2-58-80 8. Makul N et al (2021) Design strategy for recycled aggregate concrete: a review of status and future perspectives. Crystals 11(6):695 9. Mikhaskin VV (2023) Influence of dynamic loads on fatigue strength of steel beams reinforced with carbon fiber. Constr Mater Prod 6(2):35–46. https://doi.org/10.58224/2618-7183-20236-2-35-46 10. Gerasimova EB, Melnikova LA, Loseva AV (2023) Ecological safety of construction in singleindustry town. Constr Mater Prod 6(3):59–78. https://doi.org/10.58224/2618-7183-2023-63-59-78 11. Klyuev SV, Khezhev TA, Pukharenko Y, Klyuev AV (2018) Fibers and their properties for concrete reinforcement. Mater Sci Forum 945:125–130 12. Lesovik RV, Klyuyev SV, Klyuyev AV, Netrebenko AV, Yerofeyev VT, Durachenko AV (2015) Fine-grain concrete reinforced by polypropylene fiber. Res J Appl Sci 10(10):624–628 13. Volodchenko AA (2023) Efficient silicate composites of dense structure using hollow microspheres and unconventional aluminosilicate raw materials. Constr Mater Prod 6(2):19–34. https://doi.org/10.58224/2618-7183-2023-6-2-19-34

Stress Distribution and Crack Development in Welds of Metal Structures of Main Gas Pipelines N. V. Pirumyan(B)

and M. G. Stakyan

National University of Architecture and Construction of Armenia, Yerevan, Republic of Armenia [email protected]

Abstract. The change in the stress state in the main gas pipelines in the zone of butt welds of pipe edges, which is the most stressed element of pipelines, is considered. It is indicated that in thin-walled pipes, a plane stress state mainly acts and the stresses acting normally to the circumferential weld is selected as the calculated one. The features of the course of fatigue processes in these structural elements are presented, depending on the stress level, and zones with different fracture gradients are marked. It is shown that a one-sided cyclic bending occurs in the walls of aboveground pipelines, which determines the shape and geometric parameters of the fatigue dolom in the form of an ellipse. The calculation schemes of crack resistance of structural elements, in which the equation for determining the intensity Paris’ coefficient is the main one, are studied. This function gives a reliable value for static and low-cycle loads. In case of multi-cycle fatigue, which leads to variations in the parameters, shapes and locations of the dolom area, the use of this coefficient leads to a two-stage adjustment of the parameters and the determination of the maximum equivalent stress, applying the Mises strength theory. As a result, the maximum equivalent values of stress and cyclic durability are obtained for a reliable assessment of the service life of the pipeline. Keywords: Gas Transmission System · Main Gas Pipeline · Pipeline Weld · Pipeline Loads · Crack Kinetics · Corrosion Fatigue · Break Zone

1 Introduction To expanding the infrastructure of gas transmission systems (GTS), it is necessary to ensure the specified operational characteristics of GTS networks, the bearing capacity of structural elements and high operational reliability of the entire system [1]. It is necessary to regularly carry out technical diagnostics of elements that have a residual or completely exhausted service life in order to assess their operability and timely perform the necessary repairs. This dictates the need, in addition to updating the equipment fleet, to implement regular technical diagnostics of these tools that have a residual or completely exhausted service life, in order to assess their operability and perform the necessary repairs in time [2]. The structural failures are mainly of a fatigue nature, therefore, it is important to study the problem of crack resistance of structures and a reliable assessment of the causes of their destruction [3]. © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 93–99, 2024. https://doi.org/10.1007/978-3-031-44432-6_12

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In this field, works on the problems of theoretical and applied fracture mechanics are known [4, 5], the results of which are used in calculations for strength and crack resistance. The further development of this direction was the creation of a scientific and practical section of fracture mechanics – fractography of machine parts, for which appropriate reference books and atlases of fractograms were developed. The aim of this research is to classify fatigue failures of thin-walled steel pipes of large diameter and improve calculations for the bearing capacity of GTS pipelines using the principle of crack resistance of structural elements, which clarifies the residual cyclic durability with damage. To achieve this goal, it is necessary: to classify the external factors acting on the GTS; taking into account the unsteady loading in the calculations, turn to equivalent stresses and durations; to identify the type and nature of cyclic loading of the GTS structure, based on the location of pipelines in an open area, as well as from natural and anthropogenic influences; to develop a design scheme for determining the actual bearing capacity of the GTS, including the method of crack resistance of pipeline structural elements.

2 Methods and Materials In the main pipelines of the GTS, butt welds are mainly used (see Fig. 1a), which of all other types are the most technologically advanced, causing a relatively low stress concentration, and when performing thermomechanical and strengthening technologies in the seam zone, they become equally strong with the main material of the structure.

Fig. 1. Stress distribution in the butt weld area: (a) – seam joint; (b) – stress diagrams in the section B-B.

Analysis and classification of damage indicate the presence and manifestation of the main type of damage – corrosion and fatigue. Fractographic studies of these damages confirm the kinetics of the occurrence and development of fatigue cracks from the variable and complex nature of the effects of damaging factors, the effects of which, summing up, form a non-stationary loading mode along an asymmetric cycle of normal stresses.

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3 Results and Discussion The most stressed section in pipelines is the transition zone of the butt weld to the base metal of pipes due to the stress concentration and the total effect of the following factors (see Fig. 2): • pressure fluctuations in the pipe p- is the main factor that creates a variable stress state in the walls of pipes from uneven gas extraction by consumers, periodic stops of its supply during maintenance. Inspections and examinations, as well as when performing repair and restoration work on the net; • change in the weight load of the system G- occurs when installing or dismantling additional nodes and structural elements; • solar radiation and temperature effects Ft - due to changes in atmospheric, weather and temporary (daily, seasonal) conditions; • vibration loads Fb - occur with a vibrating gas flow and external vibration phenomena in the pipeline area; • geodetic loads Fr - soil fluctuations or displacement of natural (landslides, floods) or anthropogenic (ground explosion, large earthworks) nature, as well as results of earthquakes; • the corrosive effect of the environment – due to humidity, precipitation, industrial emissions of active gases and acidic compounds into the atmosphere, which initiate adsorption and electrochemical cracking processes in pipeline welds.

Fig. 2. Changes in loads on the walls of pipelines depending on the cyclic durability N : 1-gas pressure; 2-weight load; 3-temperature effect; 4-load from vibration of the system; 5-geodetic load.

Fatigue phenomena in GTS structures differ somewhat from similar processes for machine-building and transport systems. In GTS elements, loading cycles, as a rule, proceed slower, but their service life is long term, which, on average, is 5,5…6,2·107 loading cycles, and the loading mode is non-stationary and round-the-clock under the influence of the atmosphere and corrosive media. In this regard, the specified service

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life covers the entire spectrum of fatigue phenomena, which, according to the nature and intensity of corrosion-fatigue processes, is divided into three sections of cyclic durations: N 1 ≈ 1…2 ·103 cycles – low cycle fatigue; N 2 ≈ 2·103 …5·106 cycles – high-cycle fatigue; N 3 ≈ 5 ·106 …108 cycles – long term fatigue. Under the influence of these factors, the following components of variable total stresses act on the sections of aboveground pipelines located between two supports: from pressure p- variable plane stress state in the walls of pipes (σ1 > σ2 , σ3 = 0); from temperature fluctuations -variable stresses σt ; from loads, vibrations and geological fluctuations – variable bending stresses of unilateral action. In sum, they cause maximum tensile cyclic stresses in the lower segment of the pipe cross–section, and compressive cyclic stresses – in the upper segment. Calculations for cyclic strength σ2 are performed using a stress acting perpendicular to the circumferential weld (section B-B of element A, Fig. 1b). This determines the nature and development of fatigue damage in the crosssection of pipes. σ1 = pD/2δ, σ2 = pD/4δ, σ3 = 0,

(1)

where D and δ- respectively, the outer diameter and wall thickness of the pipe. The non-stationary loading mode of the pipe weld zone is formed from two types of loading mode acting simultaneously: 1) the joint action of several types of stresses caused by factors with their different numbers of effects and combinations; 2) the variation of stresses from the unsteadily acting specified factors. Such a complex stress state requires two types of equivalent calculations: • determination of maximum equivalent stresses σ2 max using the Mises energy theory of strength  1 pD = σ2He , (2) σ = (σ1 − σ2 )2 + (σ2 − σ3 )2 + (σ3 − σ1 )2 = 2 2, 31δ where σ2H e = 1, 73σ2 is the nominal equivalent voltage. Taking into account the stress concentration in the weld, σ 2 max e = σ2H e Kσ w , where Kσ w K σw = 1,3…1,9 is the stress concentration coefficient for butt joints, and σ2H e is the maximum equivalent stress; • refinement of the equivalent stress σ2 max e by applying the principle of linear summation of cyclic damages under non-stationary loading mode  (3) Ni /NiR = a, where Ni is the number of loading cycles at a given σi ; NiR – cyclic durability at the onset of failure at the same σi , determined from the equation of the fatigue curve of the weld; a– the sum of relative damages, which in most cases (in the absence of peak values in the loading spectrum σi ) accepted a = 1. The ratio (3) allows the non-stationary loading mode to be replaced by an equivalent stationary mode, using equivalent maximum voltage σ2 max e and cyclic durability Ne in

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calculations. Using (3) and the equation of the fatigue curve, it is possible to determine the equivalent values of the median endurance limit and durability cycles   m N = σ m N = const, σ ¯ R m NG /Ne = σR KN , Ne = (σR /σ¯ Re )m NG , σim Ni = σRe  Re = σ R G (4) Where KN ≥ 1 is the durability coefficient; N G = (0,5…1,0) 107 – the base number of stress cycles corresponding to the long endurance limit. 3.1 Kinetics of the Development of Cracks in the Walls of Pipes of Aboveground Gas Pipelines The range of acting factors and their simultaneous impact on the weld with their various combinations are very diverse, therefore, it is necessary to select and investigate the phenomenon that most often manifests itself in these factors and is the main cause of failure of the pipeline structure. This is a fatigue process in the elements of the GTS, caused by the cyclicity of the components of the stress state in the walls of the pipes and allows to comprehensively take into account the characteristics of the bearing capacity of pipelines. In previous studies on this problem, the issues of ensuring and increasing the strength of structural elements by design and technological methods were mainly considered [6, 7]. But with the expansion of the GTS and the increase in the length of their networks, the condition for ensuring the necessary durability of these structures has also come to the fore in order to preserve the established service life of the net as a whole, with minimal costs for maintenance, expertise and maintenance of damaged sections. This implies, in addition to ensuring the strength of the structure, also perform calculation procedures to determine the optimal service life of the network, which can be implemented when assessing the crack resistance of pipes. In the calculation procedures using expressions (2) – (4) to assess the bearing capacity of structures under the influence of these damaging factors, the principle of constancy of nominal stresses and geometric parameters of pipe sections in the welding zone is adopted in traditional calculations. At the same time, changes in these values are not taken into account, which continuously change during cyclic loading and the development of fatigue cracks, creating a smoothly variable unsteady loading mode, which makes the calculations performed conditional, which is very important for accurately determining the residual durability of the pipeline structure in the presence of damage. This requires refinement of calculations taking into account the provisions of the theories of crack resistance of technical systems. Fractographic analysis and classification of variants of the development of fatigue cracks in the walls of pipes indicate the influence on them of the following main parameters of the factors considered: the level of maximum total tensile stresses σp max and stress concentration Kσ w in the weld zone. At the same time, the cross-section of the pipe under load takes the shape of an ellipse, and its asymmetry ei and the dimensions of the semi-axes of the ellipse ai , bi are variable and depend on the ratios of the values of σp max and Kσ w . According to observations and measurements, the size of the fatigue break zone is formed by the intersection points of the ellipse and the loading perimeter of the pipe (see Fig. 3). The relationship between these parameters and the central angle αi

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is expressed by a α = F(σP max , Kσ w , ei , ai , bi ). multifunctional dependence. At high values of σp max and Kσ w (see Fig. 3, d) corresponding to the low-cycle and upper interval of limited fatigue, the specified break parameters change in the minimum the degree and area of the break almost coincides with the cross section of the pipe. As the transition to low levels σp max , Kσ w (see Fig. 3, a, b), in the interval of prolonged fatigue of the weld, the asymmetry of the break increases, and its area increases significantly. As a result, the pre-operating loading mode smoothly transitions to a sharper unsteady loading, changing the limiting parameters and conditions for ensuring the necessary level of bearing capacity of the structure.

Fig. 3. Options of the location of the fatigue break in the cross section of the pipe: at low levels of σp max - Kσ w = 1, 1...1, 3 (a); Kσ w = 1, 4...1, 9(b); at high levels of σp max - Kσ w = 1, 1...1, 3(c), Kσ w = 1, 4...1, 9(d).

4 Conclusions The suggested approach to assessing the crack resistance of pipeline structures covers the entire range of cyclic stresses and durability for three types of corrosion-fatigue phenomena (low-, multi-cycle and long term fatigue), taking into account the working conditions of structures. The proposed quantitative assessment of the influence of the processes under study largely clarifies and expands the capabilities of the previously operating design scheme, which is point-based and evaluates the functional state of the structure only by strength, at high values of cyclic stresses. In the previously performed studies using this technique, the main attention was paid to the study of the stress-strain state of the more loaded zone of the pipeline (butt welds of pipes) under stationary loading mode and functional dependencies were obtained for determining the stress components from the geometric parameters of the pipes. The corresponding computational programs for the implementation of these calculations have also been compiled. The kinetics of the development of damages and cracks in these zones and ensuring their crack resistance under the combined action of several

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damaging factors under non-stationary loading conditions, which in total significantly reduce the bearing capacity of the GTS, have been less studied. It is assumed to develop a new mathematical model on the basis of a system analysis and obtaining multiparametric functional dependences of the bearing capacity parameters on the main characteristics of the factors in order to use of these dependencies in the design developments of the GTS. Acknowledgements. This work is realized in the framework of the “Preservation and development of the research laboratory of natural-mathematical modeling of construction tasks” and “Preservation and development of the research laboratory of construction and urban economy” programmes financed by Science Committee of Republic of Armenia.

References 1. Pirumyan N, Stakyan M (2020) Measures to increase the building steel structures’ bearing capacity. IOP Conf Ser: Mater Sci Eng 913: 1–7, 022006. https://doi.org/10.1088/1757-899X/ 913/2/022006 2. Pirumyan N, Stakyan M, Yazyev B (2023) Reliability enhancement of the operation of main pipelines in order to ensure the sustainable development of the gas transmission system. In: Guda A (ed) Networked Control Systems for Connected and Automated Vehicles: Volume 1. Springer International Publishing, Cham, pp 1283–1291. https://doi.org/10.1007/978-3-03111058-0_130 3. Selivanov V (2006) Mechanics of deformed shock destruction. Publishing House of Bauman Moscow State Technical University, Moscow 4. Matvienko Y (2006) Models and criterion of fracture mechanics. Fizmatlit, Moscow 5. Ibatullin I (2020) Kinetics of fatigue damage and destruction of surface layers, Samara (2008). Volgina N, Shulgin A, Khlamkova S, Sharipzyanova G, Vorobyov Ya Analysis of the causes of destruction of gas pipelines. MATEC Web Conf 329: 1–5. https://doi.org/10.1051/matecc onf/202032903010 6. Skoybeda AT, Kuzmin AV, Makeychik NN (2006) Machine parts and design basics. Minsk, Higher School 7. Dunaev PF, Lelikov OP (2008) Design of machine components and parts. Publishing Center “Academy”, Moscow

Effect of the Surface Roughness of the Cement Substrate on the Stressed State of Paint Coatings V. I. Loganina1(B)

, M. V. Ariskin1 , M. A. Svetalkina1 R. R. Zagidullin3 , and A. M. Gaisin4

, A. V. Klyuev2

,

1 Penza State Universityof Architecture and Construction, 440028 Penza, Russia

[email protected]

2 Belgorod State Technological University Named After V.G. Shukhov, Belgorod, Russia 3 Kazan (Volga Region) Federal University, Kazan, Russia 4 Ufa State Petroleum Technological University, Ufa, Russia

Abstract. The results of field surveys of the condition of building facades are presented. It has been established that cracking and peeling are among the priority defects of decorative plaster surfaces of building facades. The value of stresses of paint coverings from the action of temperature is estimated depending on the roughness of the cement substrate. To assess the stress state of the coverings, the SCAD Office software module was used. The calculation model is a shell finite elements with a size of 0.1 × 0.1 mm. Roughness modeling in the substrate was performed by changing the mesh type at the substrate-paint contact points. The effect of surface roughness on the value of stresses and the probability of cracking of coatings has been studied. An uneven allocation of stresses in the zone of contact between the coating and the surface was revealed. In the cold season, compressive stresses arise in the coverings. In the zone of contact with the surface, a concentration of compressive stresses is observed, and tensile stresses also arise in places where the relief of the surface changes. Under the action of tensile stresses in the period from March to September, tensile stresses arise in the coverings. The probability of coverings cracking is estimated. Keywords: Coatings · Stresses · Substrate Roughness · Cracking · SCAD Office Software Module · Pareto Diagram

1 Introduction To finish the exterior walls of buildings, paints and varnishes, decorative dry build-ing mixes are used [1–5]. Despite the predicted service life of the finish of 5–7 years, the de-struction of the decorative finishing layer occurs much earlier. During the operation of coverings, in some cases, their cracking and peeling are observed (Figs. 1, 2, after 3 years of operation) [6]. Analysis of the appearance of buildings showed that cracking and peel-ing are among the priority defects, which make up 80% according to the Pareto diagram.

© The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 100–106, 2024. https://doi.org/10.1007/978-3-031-44432-6_13

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In accordance with the theory of brittle fracture, cracking of coatings will occur if the internal tensile stresses σ are greater than or equal to the cohesive strength Rp [7] σ ≥ Rp

(1)

where Rp is cohesive strength; σ is internal tensile stresses. There are several methods for assessing the crack resistance of a finishing layer [8–12]. In the practice of research work, the method of assessing crack resistance is used according to the data obtained using the SCAD Office software module [13–17]. In [18–20], the effect of pores in the “covering-substrate” contact zone on the value of stresses in the coating was established. It was found that when the pore is filled with a paint, the maximum stresses occur in the zone of contact between coating and substrate, and when the pore is not filled with paint, the maximum stresses occur on surface of covering. The authors established the influence of the type of substrate, the scale factor on the magnitude of thermal stresses.

Fig. 1. Photograph of the facade of the building along Tsiolkovsky Street, Penza.

The purpose of the work is to study the influence of the nature of the relief of the surface of the cement substrate on the stressed state of coatings.

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Fig. 2. Photograph of the facade of the building on Kalinina Street, Penza.

2 Materials and Methods As substrates, heavy concrete was considered, characterized by the value of the modulus of elasticity equal to E = 10.0*103 MPa. Polyvinyl acetate cement PVAC paint was used as a paint composition. The value of the coefficient of linear thermal expansion (CLTE) of polyvinyl acetate cement coating was - 6.67.0*10−6 1/deg. The surface roughness of the cement substrate was 0.3 mm. The temperature effect was set as compressive or tensile forces acting on the paintwork. The calculations were carried out for the climatic conditions of Moscow. The cross-sectional diagram is shown in Fig. 3. The calculations were carried out on the SCAD Office software module. The calculation model is a shell finite elements with a size of 0.1 × 0.1 mm. The material of the substrate and lacquer covering was assigned by as-signing to the element the values of modulus of elasticity, Poisson’s ratio, as well as the CLTE for the corresponding material. Boundary conditions were applied to the substrate opposite from the paint layer and limited the movement in all 6 possible directions. To prevent the effect of embedding on the stress-strain state (hereinafter referred to as SSS) in the paint layer and in the area of contact with the substrate, the boundary conditions were located at a distance of at least 5 thicknesses of the paint composition. Roughness modeling in the substrate was performed by changing the mesh type at the substrate-paint contact points, as well as using triangular finite elements of type 42 (triangular finite element of the shell). The use of these elements made it possible to simulate roughness with stress concentrators in the form of peaks of triangular finite elements, which made it possible to fully evaluate the change in the SSS.

3 Results and Discussions The results of calculating the stresses in the coatings are shown in Fig. 4, 5 and Tables 1, 2. The stress distribution diagram is shown in Fig. 5.

Effect of the Surface Roughness of the Cement Substrate

Fig. 3. Section scheme. Table 1. Effect of substrate roughness on the value of normal stresses in the coating. Section points

November

March

Stresses σx *10−3 , Mpa section 1 (point A)

−2873.14

3711.39

section 2 (point B)

−1618.77

1961.76

section 3 (point C)

−5910.71

2608.34

section 4 (point D)

111.41

−80.54

Table 2. Effect of substrate roughness on the value of shear stresses in the coating. Section points

November

March

Stresses σx *10−3 , Mpa section 1 (point A)

661.9

−708.74

section 2 (point B)

538.03

−741.16

section 3 (point C)

1361.67

−1853.05

section 4 (point D)

1555.68

−2038.32

103

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Determined that in the period from October to February, compressive stresses act on the coating (Fig. 4, a). In November, compressive stresses arise in the surface layer of the coating, making up σx = −454.67*10−3 MPa. In the zone of contact with the substrate, a concentration of compressive stresses is observed, which is σx = −1808.51*10−3 MPa, and in places where the relief of the substrate surface changes, the stresses are σx

Fig. 4. Isofields distribution of normal (a,b) and shear (c,d) stresses σx *10−3 , MPa (a,b) in a polyvinyl acetate cement coating (a, c – November; b, d – March).

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= −3162.35*10−3 MPa. Close to the zone of change in the surface topography, the appearance of tensile stresses is also observed, making up σx = + 899.18*10−3 MPa. Under the action of stresses (March-September), tensile stresses arise in the coating. Thus, in March the maximum values of tensile stresses are. In section 4 (point D), the stress values are σx = −80.54*10−3 MPa. In section 3 (point C is the maximum drop in the relief of surface), the stress value is σx +2608.34*10−3 MPa (Table 1). The minimum values of shear stresses occur at point A (section 1), and the maximum – at point D (section 4) (Table 2). Shear stress isofields are shown in Fig. 4(c,d).

Section 1

Section 1

Section 2

Section 2

Section 3

Section 3

Section 4 a

Section 4 b

Fig. 5. Diagrams of normal stress distribution over the cross section of coatings: a – in the month of March; b- in the month of November.

Cohesive strength of PVAC coating is 0.45 MPa. Taking into account (1), the destruction of coverings is predicted.

4 Conclusion The stressed state of coverings is considered depending on the roughness of the surface. It was revealed that stress concentration is observed in the zone of contact with the surface. Close to the zone of change in the surface relief, the appearance of stresses opposite in sign to the stresses in the covering is observed. In the zone of change in the relief of the surface of the cement substrate, cracking of the coverings is possible.

References 1. Kumano N, Mori K, Kato M, Ishii M (2019) Degradation of scratch resistance of clear coatings by outdoor weathering. Prog Org Coat 135:574–581. https://doi.org/10.1016/j.porgcoat.2019. 06.034

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2. Kyei SK, Eke WI, Darko G, Akaranta O (2022) Drying and adhesive properties of novel surface coatings derived from peanut skin extract and cashew nutshell liquid. Pigm Resin Technol ahead-of-print No. ahead-of-print. https://doi.org/10.1108/PRT-08-2021-0087 3. Loganina VI, Makarova LV, Tarasov RV, Akzhigitova ER (2014) Mineral Additive based on the mixed-layer for dry construction mixes. Contemp Eng Sci 7(28):1547–1554. https://doi. org/10.12988/ces.2014.49182 4. Loganina VI, Skachkov JP, Demyanova VS, Uchaeva TV (2016) Organo-mineral additive based on mixed glays. Key Eng Mater 723:849–853. https://doi.org/10.4028/www.scientific. net/KEM.723.849 5. Loganina VI, Simonov E, Jezierski W, Małaszkiewicz D (2014) Application of activated diatomite for dry lime mixes. Constr Build 65:29–37. https://doi.org/10.1016/j.conbuildmat. 2014.04.098 6. Al-Turaif HA (2013) Resistance to erosive wear of epoxy-polyurethane coating modified with nanofillers. Prog Org Coat 76(4):677–681. https://doi.org/10.1016/j.porgcoat.2012.12.010 7. Loganina VI, Skachkov JP, Tarakanov OV, Ivaschenko JG (2016) Evaluation of the destruction of the coating depending on its thickness. Res J Appl Sci 11:891–893. https://doi.org/10.3923/ rjasci.2016.891.893 8. Dyuryagina AN, Demyanenko AV, Bolatbaev KN (2003) Application of the graphic editor adobe photoshop to determine the continuity of coatings. Ind Coloring 4:30–33 9. Nishino T, Nozawa A, Kotera M, Nakamae K (2004) In situ AFM observation of surface deformation of polyimide film. J Soc Rheol Japan 32(4):211–214. https://doi.org/10.1678/ rheology.32.211 10. Loganina VI, Makarova LV (2014) Technique of the assessment of crack resistance of the protective decorative coatings. Contemp Eng Sci 7(36):1967–1973. https://doi.org/10.12988/ ces.2014.411239 11. Barnat-Hunek D, Góra J, Widomski MK (2021) Durability of hydrophobic/icephobic coatings in protection of lightweight concrete with waste aggregate. Materials 14(1):101. https://doi. org/10.3390/ma14010101 12. Loganina VI, Skachkov Yu (2016) The application of the holographic method for evaluation of a stress deformation state of cement paint coatings. Int J Appl Eng Res 11(14):8378. https:// doi.org/10.14419/ijet.v7i4.9783 13. Loganina VI, Kislitsyna SN, Ariskin MV, Rodionova ZN, Sadovnikova MA (2014) Evaluation of the stress state of the finishing layer based on the composition using synthesized aluminosilicates. Acad Bull UralNIIproekt RAASN 2:77–79 14. Kharun M et al (2020) Heat treatment of basalt fiber reinforced expanded clay concrete with increased strength for cast-in-situ construction. Fibers 8(11):67. https://doi.org/10.3390/fib 8110067 15. Roman Fediuk YH et al (2020) A critical review on the properties and applications of sulfurbased concrete. Materials 13(21):4712. https://doi.org/10.3390/ma13214712 16. Klyuev SV, Klyuev AV, Vatin NI (2018) Fine-grained concrete with combined reinforcement by different types of fibers. MATEC Web of Conf 245:03006 17. Klyuev SV, Klyuev AV, Khezhev TA, Pucharenko Y (2018) Technogenic sands as effective filler for fine-grained fibre concrete. J Phys: Conf Ser 1118:012020 18. Meschke G, Grasberger S (2003) Numerical modeling of coupled hygromechanical degradation of cementitious materials. J Eng Mech 129(4):383–392 19. Xu M, Guo L, Wang H (2021) Crack evolution and oxidation failure mechanism of a sicceramic coating reactively sintered on carbon/carbon composites. Materials 14(24):7780 20. Liao X et al (2018) Unconventional localization prior to wrinkles and controllable surface patterns of film/substrate bilayers through patterned cavities. Extreme Mech Lett 25:66–70. https://doi.org/10.1016/j.eml.2018.10.009

Research on the Effect of Post-alcohol Bard on the Properties of the Cement-Sand Mixture R. E. Lukpanov1

, D. S. Dyussembinov1 , A. D. Altynbekova1,2(B) and S. B. Yenkebayev1,2

,

1 LLP «Solid Research Group», Astana, Kazakhstan

[email protected] 2 L.N. Gumilyov, Eurasian National University, Astana, Kazakhstan

Abstract. The article shows part of the research results of the components of foam concrete made by the two-stage injection of foam, in particular the effect of post-alcohol bard (one of the components of the modified additive of foam concrete production) on the physical and mechanical characteristics. Performed a comparative study of the effect of additives on changes in setting time. The analysis suggests that the additive in the optimal amount leads to changes in the setting time compared with the reference sample. To evaluate the changes in strength, specimens were made and tested in compression and bending at 7, 14, and 28 days of normal-moist hardening. The results of the experiment showed that the introduction of additives – plasticizers (post-alcohol bard) reduce the amount of water to 35%, increasing the strength of concrete by 20%. Compressive and bending strength results of the modified samples showed the best results, which were in the range of 510.81–562.98 and 68.91–75.91 kgf/cm2 , compared with the control composition. The results of the experiment showed that from the standpoint of improving the qualitative characteristics of the samples, the use of plasticizers is appropriate. The additive showed optimum positive effect, so the use of this percentage of additive (2.5–10%) is the most effective to increase the compressive and bending strength of concrete. Such high values on the strength of the specimens allow us to count on their high reliability. Keywords: Concrete · Modified Additive · Post-Alcohol Bard · Plasticizer · Strength · Setting Time

1 Introduction The sphere of building materials production is significant for the economy and occupies one of the high place in the total volume of production. It represents the basis for providing the construction complex with raw materials [1]. The production of construction composites began to actively take into account the environmental aspects not only in the production of new construction materials, but also to look for methods of utilization of the existing of the existing technogenic raw materials and its secondary application in some building composites [2]. © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 107–113, 2024. https://doi.org/10.1007/978-3-031-44432-6_14

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Cellular materials in the form of foam concrete are among those in high demand thanks to their good heat retention properties and their appropriateness for low-height construction which is important from the perspectives of environmental protection as the improved thermal characteristics help save fuel, energy and mineral resources. The process of manufacturing foam concrete is associated with the problem of the short life of the foam that should be made longer applying, for example, stabilization processes. There are many different methods of foam stabilization among which stabilizing with special additives can be distinguished; to improve foam stability different types of additives [3]. Improvement in the quality of concrete compositions can be achieved both by the use of chemical additives, and when using local components to create a new generation of concrete, which is a highly relevant objective of concrete technology. A new generation of concrete is high-tech, high-quality, multi-concrete mixtures and compositions with additives that preserve the required properties at a service in all operating conditions [4–7]. Concrete hardening can be intensified by using several techniques, including effective complex chemical additives [8]. Of practical interest are multifunctional additives, which act as effective plasticizers of concrete mixes and boost concrete strength in early curing stages [9, 10]. The use of additives in the concrete composition affects such properties of a building material as strength, density, permeability, ductility, frost resistance, fire resistance, water absorption. Consequently, the characteristics of the building material can vary significantly, and the cost of the construction process with them [11]. In order to improve the technological properties, special additives are introduced into mortar mixtures, surface-active substances that have a plasticizing (post-alcohol bard) effect. This paper presents part of the results of the research of foam concrete components obtained by the method of two-stage introduction of foam, in particular the influence of post-alcohol bard (one of the components of the modified additive of foam concrete production) on the physical and mechanical characteristics of the cement-sand mixture. The aim of the study is a comparative assessment of the influence of one component (post-alcohol bard) of the modified additive on the physical and mechanical characteristics for further use in the production of foam concrete. To achieve the goal, the following tasks were solved: 1. The selection of the components of the mixtures being compared; 2. Preparation of samples in laboratory conditions; 3. Comparative analysis of test results of cement-sand mixtures for physical and mechanical characteristics. Comparisons of laboratory results were made for compositions: Type 1: Reference sample without additive, standard composition according to GOST 30,744-2001 «Cements. Test methods with polyfractional sand»; Type 2: Sample with additive (2.5% post-alcohol bard); Type 3: Sample with additive (5% post-alcohol bard); Type 4: Sample with additive (7.5% post-alcohol bard); Type 5: Sample with additive (10% post-alcohol bard).

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2 Methods and Materials Raw materials used were: – portland cement M400 type CEM I 42.5 N (Kokshe-Cement) cement factory, which meets the requirements of GOST 31,108–2016 «General Construction Cements»; – fine aggregate was quartz sand from quarries in Akmola region. Modulus of grain size – 2.7, meets the requirements of GOST 8736–2014 «Sand for construction works»; – modifying additive (post-alcohol bard-PB) alcohol production waste, produced according to TU 5870-002-14,153,664-04, in an amount of 2.5–10%; – tap water corresponding to the requirements of GOST 23,732–2011 «Water for concretes and mortars». When selecting the composition, the qualitative indicators of the raw materials were taken into account, including the ways of combining the components. Four basic compositions and one reference sample without additives were used to calculate material costs. Consumption of raw sample materials are presented in Table 1. Table 1. Composition of cement-sand mixture. No

Type

w/c ratio

Cement

Quartz sand

Post-alcohol bard

NaOH

Water

1

Type 1 reference sample

0.4

450

1350

-

-

180

2

Type 2 with PB 2.5%

0.4

450

1350

11.25

0.5625

168.1875

3

Type 3 with PB 5%

0.4

450

1350

22.5

1.125

156.375

4

Type 4 with PB 7.5%

0.4

450

1350

33.75

1.6875

144.5625

5

Type 5 with PB 10%

0.4

450

1350

45

2.25

132.75

Laboratory tests include: 1) Determination of the time of setting of the dough of standard consistency ( start and end of setting) in accordance with the requirements of GOST 310.3-76 «Cements. Methods for determining the normal thickness, timing of setting and uniformity of volume change», Fig. 1a. 2) Assessment of the compressive strength of samples in accordance with the requirements of GOST 30,744-2001 «Cements. Test methods with polyfractional sand», Fig. 1b. 3) Assessment of bending strength of samples according to the requirements of GOST 30,744-2001 «Cements. Test methods with polyfractional sand», Fig. 1c.

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Fig. 1. Test samples: Setting time (a), Compressive test (b), Bending test (c).

3 Results and Discussion Setting Time. In the diagram of the setting time, the first peak corresponds to the start of setting, the second – the end. Positions of the types of compositions compared in ascending order from bottom to top, where the red corresponds to Type 1 – the reference sample without additive, with respect to which comparisons are made.

Sample number

6 5 4 3 2 1 0 0:14:24

1:26:24

2:38:24

3:50:24

5:02:24

6:14:24

7:26:24

Setting time, h:min:sec Type 1

Type 2

Type 3

Type 4

Type 5

Fig. 2. Influence of the additive on the setting time of the cement mixture.

Figure 2 shows the results of measuring the setting time. According to the results of the study determined the setting time of compositions for: Type 1. The beginning of the setting time of the cement mass without additive is 2 h 50 min and the end of the setting time is 6 h 33 min. Type 2. With the addition of 2.5% additive (relative to the mass of cement) to the cement paste, the beginning of setting is respectively 1 h 55 min, and the end of setting 5 h 10 min. Type 3. With the addition of 5% additive (relative to the mass of cement) to the cement paste, the beginning of setting is respectively 1 h 40 min, and the end of setting 4 h 40 min.

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Type 4. With the addition of 7.5% additive (relative to the mass of cement) to the cement paste, the beginning of setting is respectively 1 h 25 min, and the end of setting 4 h 10 min. Type 5. With the addition of 10% additive (relative to the mass of cement) to the cement paste, the beginning of setting is respectively 1 h 10 min, and the end of setting 3 h 40 min. As can be seen from the results, the maximum plasticizing effect of the additive in mortar cement mixture is achieved at a concentration of 10% relative to the mass of cement at w/c = 0.28. Additive addition to mortar mixture has plasticizing effect, which makes it possible to decrease water-cement ratio. Setting time of mortar mixtures significantly depend on the concentration of the additive in them. The additive allows for a 30% increase in the setting time compared to pure cements. At the same time the interval between the beginning and the end of the setting time is reduced by 40%. Consequently, this additive can be used as a setting time regulator. Bending and Compressive Strength. The strength properties were determined on samples made of cement-sand mixture consisting of cement, sand, additive (for samples Type 2, 3, 4 and 5) and water, cured under normal conditions. The strength values of the samples are shown (on 7, 14 and 28 days) in Figs. 3 and 4. The results of behavioral studies on the bending and compressive strength of samples at 28 days of age were for: Type 1. Test results of the reference sample was R = 55.29 and 420.78 kgf/cm2 . Increase in bending strength amounted to 0%. Type 2. The most significant increase was observed with the addition of 2.5% of the strength – the increment increased by 24.63 and 21.39% compared to the reference sample. Test results of type 2: R = 68.91 and 510.81 kgf/cm2 . Type 3. When an additive of 5% is added, the bending strength increases by 30.49 and 27.01% compared to the reference sample. Test results of type 3: R = 72.15 and 534.45 kgf/cm2 . Type 4. When an additive of 7.5% is added, the bending strength is increased by 34.11 and 30.67% compared to the reference sample. Test results of type 4: R = 74.15 and 549.85 kgf/cm2 . Type 5. The maximum increase in bending and compressive strength was 37.29 and 33.79%, recorded in the sample with the addition of 10% additive. Type 5 test results: R = 75.91 and 562.98 kgf/cm2 . In the process of hardening, a significant influence of the properties of the samples has the additive, creating a strong framework in the structure, which explains the subsequent maximum increase in the indicators. The data on the influence of the obtained compositions on the physical and mechanical characteristics and their comparative evaluation are given in Table 2. The amount of the injected additive was set on the basis of the greatest effect of accelerating hardening, as well as to obtain the maximum strength gain compared with the analogue without additives.

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Bending strenght,kgf/cm2

100 80

40

47.42

45.72

43.71

63.82

61.63

60.23

57.12

55.29 45.51

60

75.91

74.15

72.15

68.91

50.16

30.41

20 0 Type 1

Type 2

Type 3

7 days

14 days

Type 4

Type 5

28 days

Fig. 3. Bending strength at the age of 7, 14, and 28 days.

Compressive strength, kgf/cm2

600 550 500 450 400

420.78

350 335.54

300 250

237.15

200 0

5

10

15

20

25

30

Hardening period, days Type 1

Type 2

Type 3

Type 4

Type 5

Fig. 4. Dependence of compressive strength on their composition and curing age. Table 2. Strength properties of cement with additive. Bending strength, kgf/cm2

Compressive strength, kgf/cm2

Setting time

7

14

28

7

14

28

start

end

Type 1

30.41

45.51

55.29

237.15

335.54

420.78

2–50

6–33

Type 2

43.71

57.12

68.91

324.16

423.45

510.81

1–55

5–10

Type 3

45.72

60.23

72.15

339.35

446.59

534.45

1–40

4–40

Type 4

47.42

61.63

74.15

351.27

457.19

549.85

1–25

4–10

Type 5

50.16

63.82

75.91

371.76

473.51

562.98

1–10

3–40

Type

4 Conclusion Experimental studies suggest the following conclusions that the additive has a better water-reducing effect than the composition without the additive (Type 1). The addition of the additive has a tendency to accelerate both the initial and final setting times. The

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addition of the additive showed the best effects as it delayed the initial setting time from (1 h 55 min) to (1 h 10 min) and the final setting time from (5 h 10 min) to (3 h 40 min). The additive allows for a 30% increase in the setting time compared to pure cements. At the same time the interval between the beginning and the end of the setting time is reduced by 40%. According to the results of the study, the authors came to the conclusion that the introduction of additives – plasticizers (post alcohol bard) reduces the amount of water to 35%, and therefore increases the strength of the finished concrete. According to the results of the compression bending strength of the reference sample of 420.78 and 55.29 kgf/cm2 with the proposed compositions, which was in the range 510.81–562.98 and 68.91–75.91 kgf/cm2 , we can assume that the modified samples Types 2–5 are of higher quality. Acknowledgements. This research was funded by the Science Committee of the Ministry of Education and Science of the Republic of Kazakhstan (Grant № AP13068424).

References 1. Strelkov YM, Sabitov LS, Klyuev SV, Klyuev AV, Radaykin OV, Tokareva LA (2022) Technological features of the construction of a demountable foundation for tower structures. Constr Mater Prod 5(3):17–26. https://doi.org/10.58224/2618-7183-2022-5-3-17-26 2. Tolstikov VV, Tareq Sohib Sabah (2022) Investigating the external and internal stability for CSG dams. Construct Mater Prod 5(3):45–54. https://doi.org/10.58224/2618-7183-2022-53-45-54 3. Kolesnikov A et al (2022) Modeling of non-ferrous metallurgy waste disposal with the production of iron silicides and zinc distillation. Materials 15(7):2542 4. Makul N et al (2021) Design strategy for recycled aggregate concrete: a review of status and future perspectives. Crystals 11(6):695. https://doi.org/10.3390/cryst11060695 5. Kharun M et al (2020) Heat treatment of basalt fiber reinforced expanded clay concrete with increased strength for cast-in-situ construction. Fibers 8(11):67 6. Plank J, Sakai E, Miao CW, Yu C, Hong JX (2015) Chemical admixtures, Chemistry, applications and their impact on concrete microstructure and durability. Cem Concr Res 78:81–99. https://doi.org/10.1016/j.cemconres.2015.05.016 7. Chistov YD, Tarasov AS (2003) Development of multi-mineral binders. Russ Chem J 4:12–17 8. Tarakanov OV, Belyakova EA, Yurova VS (2018) Complex organomineral additives with hardening accelerator. Solid State Phenom 284:929–935. https://doi.org/10.4028/www.sci entific.net/SSP.284.929 9. Al-Khazraji AA (2020) Use of plasticizers in cement concrete. J Adv Res Dyn Control Syst 12(3):599–607. https://doi.org/10.5373/JARDCS/V12I3/20201229 10. Garzón-Agudelo PA, Palacios-Alvarado W, Medina-Delgado B (2021) Impact of plasticizers on the physical and structural properties of concrete used in constructions. J Phys: Conf Ser 2046(1):012069. https://doi.org/10.1088/1742-6596/2046/1/012069 11. Rybakov V, Seliverstov A, Petrov D, Smirnov A, Volkova A (2018) Strength characteristics of foam concrete samples with various additives. MATEC Web Conf 245:03015. https://doi. org/10.1051/matecconf/201824503015

A Method of Restoring a Reinforced Concrete Beam with Local Damage During Combat Impacts H. Meslemani(B)

and A. A. Koyankin

Siberian Federal University, Krasnoyarsk, Russia [email protected]

Abstract. The rehabilitation and repairing of reinforced concrete elements is an old term that was carried out in a lot of research. As a result of a long time of research, many books and literature have turned out with different methods of repairing damaged elements that resolve various cases. Rehabilitation and repairing of the structure could be needed in the reconstruction of old and outcast buildings or sometime as a result of urgent cases such as big fires, gas explosions, combat forces….Urgent situation as explosions (combat, gas, or in one or another case), a reinforced concrete element can lose part of itself, preserving the bearing capacity in the remaining part of him. Rehabilitation of such cases has rarely been mentioned in reference therefore in our research we worked on an approach based on the repairing method by changing the design scheme of the element/structure. Based on our proposed approach we ran a series of experiments on reinforced concrete beams with a cross-section size (70x120) mm and a length of 2800mm. The experiments included different cases of damage and different percentages. Laboratory experiments justified the theoretical expectations of the proposed method with different percent of effective between the different cases of damage. Keywords: Rehabilitation · Reinforced Concrete · Repairing · Reconstruction · Damaged Elements

1 Introduction Rehabilitation and reinforcement of the structure in order to ensure the required loadbearing capacity, lost as a result of force influences on the element, still is a wide area for research where, by the value of the damage and the degree of reduction in the bearing capacity of the elements, it is possible to distinguish the appropriate way to strengthen. Despite the various known methods of reinforcement, with a new opportunity (material and equipment), we can work on to make updates to the old method based on the new possibility. Assessing the nature of damage and determining the degree of its impact on the element and the rest of damaged structures, should be based on approved references and techniques [2, 3]. In the Russian literature, the most popular method of reinforcing reinforced concrete structures/element is reinforcing without changing constructive schemes [4–6]. © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 114–119, 2024. https://doi.org/10.1007/978-3-031-44432-6_15

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In general, all the methods that are classified under this method depend on increasing the cross-section of the element, since increasing the cross-section always provides an increase in the load-bearing capacity. From the operability point of view, the fulfillment of the clip or the build-up, in many cases are less complex than the method of reinforcement with changing the constructive schemes of the element. The methods of reinforcement with changing the constructive schemes of the element not less important than the previous mentioned methods, these methods usually required an additional equipment as (tightens, supports, brackets; …) [4–6], and that what is made the application of these methods a bit harder or not suitable for a lot of cases. Recently, modern composite materials have been widely used in the reinforcement of reinforced concrete structures. Composite systems for external reinforcement are determined by the types of composites, which is a way to strengthen all bent reinforced concrete elements of monolithic floors – slabs and beams (canvases, laminates, grids and types of fibers in them) [9, 10]. For all materials and products that are part of composites, there are currently developed certified reference for technical conditions in Russia [8]. All the higher methods are mostly suitable for an element with reduced load-bearing capacity for one reason or another, without any changes in the body structure of the element. The damages in case of an emergency situation like local explosion (plumbing or gas network, bomb or rocket…), could caused a partly lost in the element that was located in damaged area, but the undamaged parts of this element preservation of the bearing capacity, restoring the old connections to this element and rehabilitation that element, is not an easy matter, and this is our case of study [1, 7]. For our case of study, we propose strengthening the elements with local damage (beams, plates) by changing the constructive schemes. Our proposal is, restoration of a damaged element has lost part of its structure, through connecting the new part to work with the old one through a hinge connection. This proposed method includes three stages: – remove all the damaged parts of the element. Which it has lost its bearing capacity; – strengthening with the composite material, the area where it is expected that there is a decrease in its bearing capacity, or where it is expected to increase the forces based on the calculation of the new constructive schemes that we are applying; – replace the lost section with a new one, and connect it with the old part by hinge connection, as proposed in the new constructive schemes. Two elements out of three in each series were applied, strengthened with carbon tapes above the supporting point, (where it is expected to increase the forces based on the new constructive schemes that we are applying), to increase the bearing capacity of the cross section there; – linking the new part to the old part of the beam using bolts, creating the hinge connection; – loading the beam till total destruction,

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2 Methods and Materials In order to test our theory, we ran a number of experiments in the laboratory on monolithic beams. We prepared monolithic prototype parts that will form our beam during the experiment, made by heavy concrete class B25. The sections of the monolithic parts were 70 × 120(h) mm with different lengths to ensure different situations in our experiments. The reinforcement of the beams was carried out as follows: longitudinal reinforcement – 1Ø10A240; transverse reinforcement – Ø4B500 with a step of 200 mm.To ensure the possibility of installing strain gauges on the longitudinal reinforcement in the extreme parts of the beam, a place free of concrete with exposed reinforcement is left. The experiment was carried out on 4 series, each of them consisted of 3 elements to simulate a different situation with different damage size and damage location relative to the length of the beam (see Fig. 1): 1 series – beam damage by 20%,2 series – beam damage by 30% damage, in 1 and 2 series are in a symmetrical location relative to the length of the beam, 3 series – beam damage by 20% but with unasymmetrical location relative to the length of the beam, 4 series – beam in cantilever condition after damage with 46%. Our experiments have done in several stages (see Fig. 1): – Preparation the beam to the prepositional state from which we begin to apply our proposed method. – joints the new part of the beam to the old one on the hinge link using bolts and metal plate. – loading the beam till total destruction

Fig. 1. A series of experiments on a Reinforced concrete beam. a) Asymmetrically damaged beam by 20%, b) asymmetrically damaged beam by 30%, c) unsymmetrical damaged beam by 20%, d) Cantilever damaged beam by 46%.

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3 Results and Discussion As a result of the 1st and 2nd series of experiments on a beam with symmetrical damage, We can say that the proposal approach was able to repair the damaged beam and resume it into working condition. Where, with applying our approach, the destruction in the beam happened after reaching its main material (concrete, reinforcement) their limit values, caused by the step-by-step loading of reinforced beams (see Figs. 2 and 3). As we have previously noted that each series of experiments took place of 3 elements, one of them was left without strengthening with carbon tapes to test its effectiveness by increasing the bearing capacity of the element. In step-by-step loaded experimental samples of 1 and 2 series, the intensity increasing in the deformations of the longitudinal reinforcement at each stage loaded was logically and does not differ much. In all samples, the longitudinal reinforcement reached their limit value only in the last loaded stage at which the actual destruction of the beam occurred. It can also be noted that the formation of cracks began with the first stage (the stage of preparation before applying the proposed approach of strengthening), it matched the expectations, where in this stage, and we wanted to simulate the real situation in the laboratory. At the same time, through gradually loading before the collapse, the formation of cracks expands at higher loads and only over the supports, without any cracks in the middle of the span, which confirms that the beam is working according to a new construction scheme that we propose in our approach. By comparing the samples strengthened with carbon tape and the ones without, it was noticed the increase in the deformations in samples with strengthened the increase of deformations was noticeably slower than the other sample without any strengthened, although the marks of deformation were almost the same. The longitudinal reinforcement in the beams has reached the limited values when loaded the beam was loaded with (see Fig. 2): – 1 series (symmetrical destruction (20) %): 1300 kg for strengthened samples, 1050 kg for non-strengthened sample; – 2 series symmetrical destruction (38) %: 1600, 1590 kg for strengthened samples, 1300 kg for non-strengthened sample.

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Fig. 2. Stress-strain diagram for beam’s longitudinal reinforcement: a and b) 1 series; c and d) 2 series.

Fig. 3. Stress-strain diagram for beam’s concrete: a and b) 1 series; c and d) 2 series.

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4 Conclusion According of the experiment results, the expected effect of our proposed approach was reached. As conclusion, after analyzing the result of series 1 and 2, you can proceed to the following: – the proposed approach is 20% more effective at 30% destruction than 20% destruction; – Carbon tapes increase the bearing capacity of the cross section by 20%.

References 1. Meslemani H, Kojankin AA, Usmanov KP (2021) Damaged reinforced concrete building: types and aspects of modernization and restoration. Perspect Sci 6(141):69–74 2. P53778 (2010) Buildings and structures. Rules of inspection and monitoring of technical condition. M: Standartinform. https://docs.cntd.ru/document/1200078357 3. SP 13-102-2003 (2003) Rules of inspection of load-bearing building structures of buildings and structures. M.: Gosstroj Rossii. GUL CPP, 28. https://docs.cntd.ru/document/1200034118 4. Osman BH (2018) A state of the art review on the behavior of reinforced concrete (RC) beams under cyclic loading. World J Eng Technol 4:752. https://doi.org/10.4236/wjet.2018.64049 5. Khalid H, Ahmed N, Nageh M, Tayel M (2014) State-of-the art review: Strengthening of reinforced concrete structures–different strengthening techniques. In: Sixth International Conference on Nano-Technology in Construction, vol 6, pp 22–24 6. Ledenev VI, Monastyrev PV, Matveeva IV, Andrianov KA (2016) The choice of ways to strengthen structures during the reconstruction and overhaul of buildings: a monograph for scientific and engineering workers, graduate students, undergraduates and students of construction specialties, vol. 97. Publishing house Pershina R.V., Tambov 7. Zhao CF, Chen JY (2013) Damage mechanism and mode of square reinforced concrete slab subjected to blast loading. Theoret Appl Fract Mech 63–64:54–62. https://doi.org/10.1016/j. tafmec.2013.03.006 8. STO 38276489.001-2017. Design and production technology of works. Reinforcement of reinforced concrete structures by composite materials. Date of introduction 2017-01-12. https://mpkm.org/attachments/get/772/sto-38276489.001-2017-carbonwrap.pdf 9. Shilin AA, Zaitsev MV, Pshenichny VA, Cartusov DV (2016) Repair and strengthening of reinforced concrete structures. https://meganorm.ru/Data2/1/4293747/4293747688.pdf 10. Makul N et al (2021) Design strategy for recycled aggregate concrete: a review of status and future perspectives. Crystals 11(6):695

Dependence of Elastic-Strength Properties of Epoxy Polymers on Moisture Content in the Process of Natural Climatic Aging in Conditions of a Temperate Continental Climate D. R. Nizin , T. A. Nizina(B)

, V. P. Selyaev , and I. P. Spirin

Ogarev Mordovia State University, Saransk, Russia [email protected]

Abstract. The article provides the results of studying changes in the sorption and elastic-strength characteristics of polymer samples based on modified epoxy resin and various types of hardeners exposed to natural climatic aging. Field exposure of samples was carried out on test benches of the scientific research laboratory of Environmental and Meteorological Monitoring, Construction Technologies and Examinations of Ogarev National Research Mordovia State University (moderate continental climate). We established that field climatic aging of samples of the studied compounds lasting maximum 18 months is accompanied by a decrease in the limit moisture saturation. We proposed to use the indicator of irreversible weight loss of epoxy polymer samples as a criterion for evaluating field climatic aging of polymer samples. We analyzed the effect of exposure duration on the change of the dependence of the tensile strength and elongation at maximum load at extreme humidity. We established that the greatest decrease in mechanical strength, regardless of the hardener used, is observed for samples in the dried state. The decrease in mechanical strength of samples in the dried state after 18 months of field exposure reaches 36%. At the same time, it is also accompanied by a multiple drop in elongation by 1.5–2 times at maximum load. We found that mechanical strength of samples based on amine-type hardeners in a moisture-saturated state virtually does not change, regardless of the climatic aging duration. To clarify the synergetic and neutralizing effects arising during field climatic aging, we proposed to study the full moisture content range of the samples under study. We stated the main criteria for evaluating field climatic aging of polymer samples in terms of their moisture content. Keywords: Epoxy Polymers · Natural Climatic Aging · Moisture Content · Equilibrium-Humidity · Dried and Moisture-Saturated States

1 Introduction Climatic exposure, representing the most widespread aggressive environment, obviously requires reliable and reproducible methods for assessing the durability of building materials, products and structures, especially polymer-based ones [1–3]. Along with the © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 120–126, 2024. https://doi.org/10.1007/978-3-031-44432-6_16

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temperature and intensity of actinometric exposures, the most significant climatic factors affecting the properties of polymer building composites in operation are the surrounding air humidity, as well as the precipitation intensity [4–6]. Moisture sorbed by polymer composites activates structural relaxation, has a partially reversible plasticizing effect, and is also involved in hydrolysis and afterhardening reactions [7]. In natural climatic conditions of operation, maximum moisture saturation of polymer material is virtually not achieved due to instability of the climatic effect itself, the competing drying and moisture desorption processes, changes in atmospheric pressure, etc. However, the need to take into account the effect of the moisture content of polymers, including in their extreme equilibrium-humidity states (dried and moisturesaturated), is extremely important for understanding polymer performance in natural climatic conditions.

2 Methods and Materials The objects of the study were polymer samples based on epoxy resin Etal-247 and four hardeners produced by ENPTs EPITAL JSC – Etal-45M, Etal-1460, Etal-1472, Etal45TZ2. Epoxy resin Etal-247 (TU 2257–247-18826195–07) is a low-viscosity modified resin with Brookfield viscosity of 650 ÷ 750 cP at 25 °C. Mass fraction of epoxy groups for Etal-247 and is at least 21.4 ÷ 22.8%. Etal-1460 and Etal-1472 are amine-type hardeners; Etal-45M is a mixture of aromatic and aliphatic di- or polyamines modified with salicylic acid; Etal-45TZ2 is a polyamide-type hardener. The samples were subjected to exposure at test stands of the environmental and meteorological monitoring laboratory, construction technologies and examinations of the Ogarev National Research Mordovia State University (Saransk, temperate continental climate). Epoxy polymers were mechanically tested 2, 5, 10 and 18 months after the start of natural exposure. Tensile tests of polymer samples under study were carried out using an AGS-X series tensile testing machine with TRAPEZIUM X software at a temperature of 23 ± 2 °C and a relative air humidity of 50 ± 5%. The tensile testing machine clamp movement speed was 2 mm/min. At least 10 samples were simultaneously tested for each compound (type 2 according to GOST 11262–2017. Plastics. Tensile Test Method). Strength and deformation characteristics of polymer samples were determined in three different humidity states – equilibrium humidity (immediately after removal from the test site and weight control), dried and moisture-saturated. Samples were dried at a temperature of 60 ± 2 °C, humidification – in desiccators above water at 23 ± 2 °C in accordance with GOST R 56762–2015 Polymer Composites. Method for Determining Moisture Absorption and Equilibrium State.

3 Results and Discussion Figure 1 shows the nature of the change in the moisture content values of the samples in moisture-saturated and equilibrium-humidity states, depending on the natural exposure duration in a temperate continental climate. The highest value of the maximum moisture saturation (regardless of the exposure duration) was recorded for samples based on polyamide hardener Etal-45TZ2. While for samples based on the amine-type hardeners

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under study, the maximum moisture saturation of the samples both in the control state and after exposure does not exceed 3% by weight.

Fig. 1. Change in the average moisture content of epoxy polymer samples in moisture-saturated and equilibrium-humidity states depending on the natural exposure duration for compounds based on epoxy resin Etal-247 and hardeners Etal-45M (a), Etal-1460 (b), Etal-1472 (c), Etal-45TZ2 (d).

According to the resulting data, natural climatic aging of epoxy polymers in most cases is accompanied by a decrease in the maximum moisture saturation of samples. At the same time, the highest decrease in the maximum moisture saturation varies from 9% for the compound based on hardener Etal-1472 (Fig. 1, c) to 27% for the compound based on Etal-45TZ2 (Fig. 1, d). Irreversible weight loss of the samples can be considered as a possible reason for the decrease in the maximum moisture saturation of the samples. According to [8, 9], the main source of irreversible weight loss of polymer compounds is the degradation of polymer material surface layers, followed by the removal of lowmolecular reaction products from the material structure. In [10], it was found that for samples of compound Etal-247/Etal-45M, after 2 years of natural exposure in a temperate continental climate, the average absolute value of irreversible weight loss is about 0.13 g, which, in terms of the average sample weight in the beginning of exposure, is about 1.3%. This makes it possible to assert the need to use such an indicator as “irreversible weight change” as one of the criteria for evaluating the natural climatic aging of polymer samples.

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Figure 2 shows the change in the tensile strength of the compound samples in the dried, moisture-saturated and equilibrium-humidity states, depending on the natural exposure duration. In the control state, a continuous decrease in mechanical strength is observed for all compounds, depending on moisture content. However, for a number of compounds for exposure periods over 10 months, there is a change in the dependence of the sample tensile strength on their moisture content. Thus, mechanical strength of the samples in the dried and moisture-saturated states turns out to be less than the same indicator in the equilibrium-humidity state for compounds based on hardeners Etal45M, Etal-1460 and Etal-45TZ2. It should be noted that the exposure time period from 5 to 10 months corresponds to the months from June to October inclusive, which, in turn, corresponds to the highest level of total solar radiation and ultraviolet radiation in ranges A and B on a calendar year scale. This suggests that it is the effect of actinometric factors that makes the sorbed moisture the main plasticizer of epoxy polymers operated exposed to natural climatic factors. Further exposure (including "repeated" exposure to high levels of actinometric factors) does not lead to the recovery of the initial dependence of mechanical strength on the moisture content of epoxy polymer samples. The exception is the Etal-1472 hardener-based compound. For it, the initial dependence of the tensile strength on the moisture content is preserved throughout the exposure.

Fig. 2. Change in the tensile strength of epoxy polymer samples during natural climatic aging in a temperate continental climate for compounds based on epoxy resin Etal-247 and hardeners Etal-45M (a), Etal-1460 (b), Etal-1472 (c), Etal-45TZ2 (d).

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Change in the mechanical strength of the samples under study relative to the control level in extreme humidity conditions is given in Table 1. It should be noted that for compounds based on amine-type hardeners, the mechanical strength in the ultimate moisture-saturated state virtually does not change, or changes slightly, unlike samples based on polyamide hardener Etal-45TZ2. In turn, the tensile strength of samples in the dried state for exposure periods of more than 10 months becomes lower regardless of the compound under study. The highest decrease was recorded for hardener Etal-45TZ2, the lowest – for hardener Etal-1472. The situation is similar for the relative elongation of samples at maximum load. For the experimental point corresponding to 10 months of full-scale exposure, for samples cured by Etal-45M, Etal-1460 and Etal-45TZ2, we see a sharp drop in elongation at maximum load in the dried state (Fig. 3). At the same time, in contrast to the mechanical strength, the elongation in the dried state is 1.5–2 times less than the same indicator in the moisture-saturated state. Table 1. Relative change in the tensile strength of the samples under study in extreme humidity conditions, depending on the field exposure duration, %. Hardener type

Duration of natural exposure, months 2

5

10

18

Etal-45M

−2.7

4.4

−11.9

−25.7

Etal-1460

23.0

13.7

−9.8

−12.9

Etal-1472

−5.2

−4.5

−7.9

−7.8

Etal-45TZ2

−3.4

−0.1

−36.0

−33.5

Etal-45M

−9.6

8.6

13.0

1.7

Etal-1460

5.8

5.1

2.5

3.7

dried state

moisture-saturated state

Etal-1472

−2.3

−1.1

−0.1

−8.6

Etal-45TZ2*

(18.9)

(−38.4)

(34.4)

(−50.7)

* for Etal-45TZ2 compound-based samples, the tensile strength corresponds to the position of the

deformation curve transition point from the brittle to the viscous-flow state. In some cases, this value turned out to be lower than the maximum value of internal stresses reached at the late stages of the viscous flow of samples.

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Fig. 3. Change in elongation at maximum load of epoxy polymer samples during full-scale climatic aging in a temperate continental climate for compounds based on epoxy resin Etal-247 and hardeners Etal-45M (a), Etal-1460 (b), Etal-1472 (c), Etal-45TZ2 (d).

4 Conclusion The results of the studies show the importance of assessing and controlling the moisture content index for epoxy polymers operated exposed to natural climatic factors in a temperate continental climate. At the same time, irreversible weight loss, as well as a change in the dependence of mechanical strength on moisture content, become significant criteria for evaluating the performance of epoxy polymers during climatic aging. The study of the full range of moisture content of epoxy polymer samples will allow to establish the trajectory of the change in the position of maximum mechanical strength point, manifested during prolonged exposure, as well as to identify possible synergetic and neutralizing causes of such behavior of the material during natural climatic aging. Acknowledgements. The study was accomplished at the expense of the grant of the Russian Science Foundation No. 22-79-00206.

References 1. Kablov EN, Startsev OV, Krotov AS, Kirillov VN (2010) Climatic aging of aviation composite materials. I. Mechanisms of aging. Deformation Destruction Mater 11, 19–27

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2. Kablov EN, Startsev VO (2018) System analysis of climate influence on the mechanical properties of polymer composite materials according to domestic and foreign sources (review). Aviat Mater Technol 2:47–58 3. Nizina TA, Selyaev VP, Nizin DR (2020) Climatic resistance of epoxy polymers in temperate continental climate: monograph. Publishing House of Mordovia State University, Saransk 4. Maxwell AS, Broughton WR, Dean G, Sims GD (2005) Review of accelerated ageing methods and lifetime prediction techniques for polymeric materials. NPL Report DEPC MPR 016 5. Startsev VO, Panin SV, Startsev OV (2015) Sorption and diffusion of moisture in polymer composite materials with impact damage. Mech Compos Mater 6:1081–1094 6. Nizina TA, Nizin DR, Kanaeva NS, Kliment’eva DA, Porvatova AA (2022) Influence of moisture state on the kinetics of damage accumulation in the structure of epoxy polymer samples under the action of tensile stresses. Expert Theory Pract. 1:37–45 7. Startsev VO, Plotnikov VI, Antipov Y (2018) Reversible effects of moisture in determining the mechanical properties of PCM under climatic influences. Proc VIAM 5:110–118 8. Kablov EN, Startsev OV, Krotov AS, Kirillov VN (2011) Climatic aging of aviation composite materials. III. Significant aging factors. Deformation Destruction Mater 1:34–40 9. Kablov EN, Startsev OV, Panin SV (2015) Moisture transfer in carbon-fiber-reinforced plastic with degraded surface. Doklady Phys Chem 461(2):80–83. https://doi.org/10.1134/S00125 0161504003X 10. Nizin DR, Nizina TA, Selyaev VP, Klimenteva DA, Kanaeva NS (2021) Changes in the moisture content of epoxy polymer samples under natural climatic aging. In: Climate-2021: Modern approaches to assessing the impact of external factors on materials and complex technical systems. Materials of the VI All-Russian Scientific and Technical Conference. Moscow

Improving the Efficiency of Predictions Based on the Analysis of Monitoring Data in the Maintenance of Smart Buildings D. A. Parshin(B)

and P. B. Kagan

Moscow State University of Civil Engineering, Moscow, Russia [email protected]

Abstract. Data processing of monitoring systems of various processes at the stage of construction and maintenance of buildings requires the development of special tools that belong to the field of artificial intelligence. This article explores how different time series data preprocessing approaches, in particular detrending and seasonality removal, affect the accuracy and performance of computational intelligence models. Three variants of data preprocessing methods are considered: detrending, deseasonalization and their combination. From the experiments conducted on four data sets, three main conclusions are made: 1) removing the trend and seasonality separately does not improve overall performance, 2) removing the trend can greatly impair the accuracy of the model, and 3) simultaneous use of detrending and deseasonalization has a positive effect in improving the accuracy of models. Keywords: Machine Learning · Monitoring System · Computational Intelligence Models · Time Series · Data Preprocessing

1 Introduction In recent years, there has been great interest in the use of high-tech engineering and electronic systems in the design and construction of buildings. The building becomes a whole complex consisting of many devices capable of transmitting and exchanging information without any human involvement [1, 2]. One of the stages of the building lifecycle is its maintenance. Intelligent systems are used to monitor the building maintenance as an open system. The main work of intelligent systems using IoT device data is real-time data analysis [3, 4]. The intelligent system monitors data from all devices in real time and predicts the behavior of time series in the future. For example, notification of a fire in an apartment and its prevention or prediction. An important property of a time series for the analysis and modeling of its behavior by an intelligent system is stationarity – immutability over time. Most analysis algorithms work for stationary series [5].

© The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 127–136, 2024. https://doi.org/10.1007/978-3-031-44432-6_17

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2 Methods and Materials 2.1 Data Preprocessing Data preprocessing and cleaning should be done before the dataset is used to train the model. Raw data is often distorted and unreliable, and there may be missing values. The use of such data in modeling can lead to incorrect results [6]. The main methods of data preprocessing in time series are trend and seasonality removal [7]. Detrending is the process of removing a trend from a time series. The simplest method of detection is to select a deterministic component (usually linear) and subtract this component from all the values of the series. The remainder after this operation is a fluctuation. One of the main limitations for applying this approach is that the detrended series must be numeric next to the zero mean value for the time period under consideration [8]. The time series can be represented as the sum of the trend component, the seasonal component and the error or fluctuation: y(t) = T (t) + S(t) + r(t),

(1)

where T (t) is the trend, S(t) is the seasonality, r(t) is the fluctuation around the trend. Seasonality is the presence of changes that occur in a specific regular interval, for example, weekly or monthly. Deseasonalization of time series data is the elimination of the influence of the seasonal component on its levels [9]. 2.2 Detrending Methods Linear Detrending Linear detrending is the most common method of trend finding. This method consists in constructing a straight line corresponding to the basic behavior of the time series. The process of detrending is the subtraction of the rectilinear trend T (t) = a + bt from the time series and obtaining a remainder with a zero average value. This linear approach to detrending is a special case of polynomial detrending: first-order polynomial detrending [10]. First-Order Differentiation Differentiation of a series is a transition to a series consisting of pairwise differences of the original series: yt = yt − yt−1 .

(2)

This operation allows you to get a stationary one from a non-stationary series, stabilize the average value of the series and get rid of the trend, and sometimes even seasonality [11].

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2.3 Deseasonalization Methods The evolution of algorithms of seasonal adjustment and the competition between them has led to the fact that currently the vast majority of specialists worldwide use seasonal adjustment algorithms belonging to one of two families: nonparametric (and later semi– parametric) methods of the X-11 family and the parametric TRAMO/SEATS method. The idea of the method is to identify the trend and seasonal components in several stages by applying a certain set of filters. The main disadvantage of the method was the problem of edge points caused by the use of asymmetric filters on the edges of the series [12]. In X-11-ARIMA method instead of using asymmetric filters at the ends of the row, it is proposed to complete the existing row using an ARIMA model estimated from the available data. The main distinguishing feature of the X-12-ARIMA seasonal adjustment algorithm is the use of the regARIMA model. This made possible to take into account calendar effects within a single design, evaluate the parameters of the ARIMA model, complete gaps in the data, and take into account outliers. At the same time, the ARIMA model could be selected both from a fixed list of specifications and evaluated in auto mode, starting with the simplest specification, gradually adding lags and differences. X-12-ARIMA is the most popular method of seasonal adjustment [13]. 2.4 Research Plan The experiment should answer the question: which trend removal approaches can be used in the general case, and which are more effective in specific conditions. This article evaluates five combinations of data preprocessing methods: Linear detrending, First-order differentiation, X-12, Linear detrending and X-12, First-order differentiation and X-12. To evaluate the effectiveness of data preprocessing methods, time series modeling using CI models is used. First, the accuracy and performance of the models are measured on the raw data. The obtained measurements are compared with the results collected from the data after preprocessing. 2.5 CI Models The following CI methods were used to model time series: DENFIS, GP, MLP, OP-ELM and SVM. DENFIS is an artificial neural network based on the Takagi—Sugeno fuzzy inference system. Since this method integrates the principles of neural networks with the principles of fuzzy logic, it has the potential to combine their advantages in one structure. The output of such a system corresponds to a set of fuzzy “if-then” rules that have the ability to learn the approximation of nonlinear functions [14]. The Gaussian process belongs to the class of random processes that determine the observed values of random variables that evolve in space and time. Lazy learning and a measure of similarity between points are used to obtain a prediction of the value of an invisible point from a training sample. The concept of a forecast, in addition to the point

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estimation itself, includes information about uncertainty—a one-dimensional Gaussian distribution [15]. An MLP is a neural network consisting of fully connected layers with at least one hidden layer. In the entire neural network, with the exception of the input layer, each layer undergoes a nonlinear transformation through an activation function. The number of layers of a multilayer perceptron and the number of hidden units in each hidden layer are hyperparameters [16]. OP-ELM is a neural network with direct communication and one hidden layer, the weights and displacements of neurons on which are initialized with random values. No parameters of the hidden node depend on the target function or the training data set.The algorithm tends to provide good generalization performance at a very high learning rate [17]. SVM is a linear algorithm used in classification and regression problems. This algorithm is widely used in practice and can solve both linear and nonlinear problems. The main task of the algorithm is to find the most correct line, or hyperplane dividing the data into two classes. SVM is an algorithm that receives data at the input, and returns such a dividing line [18]. 2.6 Data Sets For simplicity, one-dimensional time series were used in this study. Data sets satisfying the following requirements were selected for the study: • The data is generated by real devices, and is not synthetic; • The data contains at least several hundred test values so that the test errors are statistically significant. These datasets were chosen to find a compromise between the following objectives: • Simplification of comparison with the relevant literature; • Selection of data sets for a wide range of characteristics (variables, size, dynamic behavior, etc.). In particular, some data sets are clearly non-stationary processes. All the data sets listed below are taken from open sources: Smart Home Dataset with Weather Information The data set contains records of smart meter readings in kW over a period of 1 min and the weather conditions of a specific region [19]. Energy Consumption Annual statistics on electricity and gas consumption by private energy companies [20]. Temperature Readings: IoT Devices A log of temperature records inside and outside the various rooms of a residential building for one year [21].

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3 Results and Discussion Predictive models for processed time series are constructed in accordance with the traditional model training approach [22]: 1. Training and test data samples are determined; 2. A model is being built for the training dataset; 3. The effectiveness and accuracy of the model is evaluated on a test dataset. The standard errors of the models on the test data, as well as the training time are indicated in Tables 1, 2 and 3 [23]. Table 1. Results for data set No. 1. Method DENFIS

MLP

OP-ELM

SVM

GP

Preprocessing

RMSE

Time, sec 1.25

none

0.697

linear detrending

0.664

0.94

differentiation

0.744

1.68

X-12

0.718

1.37

linear detrending and X-12

0.692

2.41

differentiation and X-12

0.653

2.63 725

none

0.716

linear detrending

0.739

712

differentiation

0.724

671

X-12

0.732

703

linear detrending and X-12

0.691

811

differentiation and X-12

0.687

783 0.78

none

0.699

linear detrending

0.709

0.63

differentiation

0.720

0.71

X-12

0.723

0.68

linear detrending and X-12

0.685

0.83

differentiation and X-12

0.667

0.85 37.4

none

0.724

linear detrending

0.722

39.8

differentiation

0.716

25.7

X-12

0.736

34.1

linear detrending and X-12

0.702

42.7

differentiation and X-12

0.703

44.6

none

0.701

34.6

linear detrending

0.698

29.1

differentiation

0.732

35.8

X-12

0.752

38.5

linear detrending and X-12

0.687

40.4

differentiation and X-12

0.673

42.9

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Table 1 shows the results of calculating the root-mean-square error for time series of indicators with different methods of detrending and deseasonalization. Linear detrending provides a slight improvement for DENFIS, SVM and GP. However, the results are slightly worse (errors are 2–3% higher) for MLP and OP-ELM. Differentiation leads to worse results, with a few exceptions for SVM. Deseasonalization of X-12 leads to a deterioration in the accuracy of the model, but in combination with the methods of detrending leads to an improvement in accuracy by 2–4%.

Fig. 1. Root-mean-square error for data set No. 1.

Figure 1 demonstrates that the combined removal of the trend and seasonality improves the accuracy of the model in all cases. Table 2. Results for data set No. 2. Method

Preprocessing

RMSE

Time, sec

DENFIS

none

0.335

6.47

MLP

OP-ELM

linear detrending

0.342

6.89

differentiation

0.350

18.4

X-12

0.357

9.42

linear detrending and X-12

0.315

10.7

differentiation and X-12

0.306

21.1

none

0.347

2788

linear detrending

0.371

3089

differentiation

0.347

2145

X-12

0.362

2615

linear detrending and X-12

0.342

3461

differentiation and X-12

0.324

3265 12.3

none

0.362

linear detrending

0.337

12.8

differentiation

0.342

11.7

X-12

0.361

12.4

linear detrending and X-12

0.324

14.6

(continued)

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Table 2. (continued) Method

SVM

GP

Preprocessing

RMSE

Time, sec

differentiation and X-12

0.319

14.9

none

0.356

2687

linear detrending

0.349

2642

differentiation

0.353

2734

X-12

0.356

2694

linear detrending and X-12

0.327

3048

differentiation and X-12

0.324

3147 2464

none

0.334

linear detrending

0.335

3537

differentiation

0.372

2189

X-12

0.365

2615

linear detrending and X-12

0.324

3762

differentiation and X-12

0.318

3684

Similar results for time series of energy consumption are shown in Table 2. Test errors are usually slightly worse with linear detrending than without detrending. The first-order differentiation gives clearly better results in the cases of OP-ELM and SVM. Differentiation together with deseasonalization shows the best result, especially for OPELM – 12%, but at the same time, there is a performance drawdown of 17–18%.

Fig. 2. Root-mean-square error for data set No. 2.

Figure 2 indicates that removing seasonality alone degrades the quality of the models in most cases.

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Method DENFIS

MLP

OP-ELM

SVM

GP

Preprocessing

RMSE

Time, sec 2.46

none

0.438

linear detrending

0.447

2.87

differentiation

0.324

4.70

X-12

0.435

4.12

linear detrending and X-12

0.425

5.25

differentiation and X-12

0.306

5.34 874

none

0.448

linear detrending

0.457

882

differentiation

0.327

1037

X-12

0.467

926

linear detrending and X-12

0.437

1049

differentiation and X-12

0.315

1145 1.98

none

0.447

linear detrending

0.456

1.64

differentiation

0.344

2.25

X-12

0.454

1.45

linear detrending and X-12

0.426

2.21

differentiation and X-12

0.422

2.64 448

none

0.439

linear detrending

0.447

457

differentiation

0.320

594

X-12

0.452

467

linear detrending and X-12

0.428

504

differentiation and X-12

0.316

638 163

none

0.436

linear detrending

0.441

172

differentiation

0.313

208

X-12

0.437

168

linear detrending and X-12

0.416

197

differentiation and X-12

0.407

246

The results for the time series of temperature records are shown in Table 3. The results for linear detrending are slightly worse for all methods. Differentiation and deseasonalization give the highest increase in accuracy for DENFIS and MLP. For the rest of the models, first-order differentiation shows the best result and reduces the standard error by at least 25% for all methods that presented in Fig. 3.

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Fig. 3. Root-mean-square error for data set No. 3.

4 Conclusion In this article, an experimental analysis of the influence of time series detrending and deseasonalization approaches on the results of applying CI models to these time series was carried out. The aim of the study was to compare several algorithms for detrending and deseasonalization in terms of the efficiency and performance of predictive models for time series. Two approaches of detrending were considered: linear and first-order differentiation, X-12 deseasonalization and their combinations. The following predictive methods were used in the study: DENFIS, GP, MLP, OP-ELM and SVM. Based on the results obtained, conclusions were drawn: 1. In general, trend extraction does not improve the accuracy of predictive models; 2. Using deseasonalization separately degrades the quality of predictions; 3. Differentiation and X-12 provide less model error than linear detrending and X-12, although in most cases the difference is negligible; 4. The usage of detrending and deseasonalization negatively affects the performance of models. It can be concluded that all the considered methods of detrending and deseasonalization should be used with extreme caution. The combined use of detrending and deseasonalization improves the quality of models, but greatly degrades their performance.

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5. Vadyala SR, Betgeri SN, Matthews JC, Matthews E (2022) A review of physics-based machine learning in civil engineering. Results Eng 13:100316. https://doi.org/10.1016/j.rineng.2021. 100316 6. Pickering EM, Hossain MA, French RH, Abramson AR (2018) Building electricity consumption: data analytics of building operations with classical time series decomposition and case based subsetting. Energy Build 177:184–196. https://doi.org/10.1016/j.enbuild.2018.07.056 7. Haouari AT, Souici-Meslati L, Atil F, Meslati D (2020) Empirical comparison and evaluation of artificial immune systems in inter-release software fault prediction. Appl Soft Comput 96:106686. https://doi.org/10.1016/j.asoc.2020.106686 8. Brian JF, James EM (2014) Modeling time-series count data: the unique challenges facing political communication studies. Soc Sci Res 45:73–88. https://doi.org/10.1016/j.ssresearch. 2013.12.008 9. Linh N, Vilém N (2019) Forecasting seasonal time series based on fuzzy techniques. Fuzzy Sets Syst 361:114–129. https://doi.org/10.1016/j.fss.2018.09.010 10. Thao-Tsen C, Shie-Jue L (2015) A weighted LS-SVM based learning system for time series forecasting. Inf Sci 299:99–116. https://doi.org/10.1016/j.ins.2014.12.031 11. Shao-Chun W, Cheng-Hsiung Y (2021) Time series analysis and prediction of nonlinear systems with ensemble learning framework applied to deep learning neural networks. Inf Sci 572:167–181. https://doi.org/10.1016/j.ins.2021.04.094 12. Fan D, Sun H, Yao J, Zhang K, Yan X, Sun Z (2021) Well production forecasting based on ARIMA-LSTM model considering manual operations. Energy 220:119708. https://doi.org/ 10.1016/j.energy.2020.119708 13. Fernández-Ares A et al (2017) Studying real traffic and mobility scenarios for a Smart City using a new monitoring and tracking system. Futur Gener Comput Syst 76:163–179. https:// doi.org/10.1016/j.future.2016.11.021 14. Huimin Jiang CK, Kwong GEO, Kremer W-YP (2019) Dynamic modelling of customer preferences for product design using DENFIS and opinion mining. Adv Eng Inform 42:100969. https://doi.org/10.1016/j.aei.2019.100969 15. Xu K, Tartakovsky AM, Burghardt J, Darve E (2021) Learning viscoelasticity models from indirect data using deep neural networks. Comput Methods Appl Mech Eng 387:114124. https://doi.org/10.1016/j.cma.2021.114124 16. Grigorievskiy A, Miche Y, Käpylä M, Lendasse A (2016) Singular Value Decomposition update and its application to (Inc)-OP-ELM. Neurocomputing 174:99–108. https://doi.org/ 10.1016/j.neucom.2015.03.107 17. Wang D-G, Song W-Y, Li H-X (2015) Approximation properties of ELM-fuzzy systems for smooth functions and their derivatives. Neurocomputing 149:265–274. https://doi.org/10. 1016/j.neucom.2014.02.070 18. Hao P-Y, Chiang J-H, Chen Y-D (2022) Possibilistic classification by support vector networks. Neural Netw 149:40–56. https://doi.org/10.1016/j.neunet.2022.02.007 19. Kaggle, https://www.kaggle.com/taranvee/smart-home-dataset-with-weather-information. Last accessed 24 Jun 2022 20. Kaggle, https://www.kaggle.com/lucabasa/dutch-energy. Last accessed 24 June 2022 21. Kaggle, https://www.kaggle.com/atulanandjha/temperature-readings-iot-devices. Last accessed 24 June 2022 22. Esrafilian-Najafabadi M, Haghighat F (2022) Impact of predictor variables on the performance of future occupancy prediction: Feature selection using genetic algorithms and machine learning. Build Env 219:109152. https://doi.org/10.1016/j.buildenv.2022.109152 23. Torabi M, Jiang J (2020) Estimation of mean squared prediction error of empirically spatial predictor of small area means under a linear mixed model. J Stat Plann Infer 208:82–93. https://doi.org/10.1016/j.jspi.2020.02.001

Strength and Deformability Models of Cellular Structure Shells at Static and Short-Term Dynamic Loading D. G. Utkin(B) Moscow State University of Civil Engineering, Yaroslavskoe Shosse, 26, Moscow 129337, Russia [email protected]

Abstract. The paper presents the results of a comprehensive experimental and numerical study of the destruction of reinforced beams made of concrete and fibroconcrete under short-term dynamic action. Experimental studies on were carried out on a copra rig. A short-term dynamic load on the beam was created with the help of a falling load weighing 450 kg from a height of 700 mm. In experiments, the magnitude of the dynamic load was determined using a force gauge sensor, linear displacement sensors were used to calculate linear displacements. Numerical modeling is carried out in a full three-dimensional dynamic formulation within the framework of the phenomenological approach of continuum mechanics with the explicit allocation of reinforcing elements. For the numerical solution, the finite element method is used, modified to solve dynamic problems. In the calculations, the impact of the load on the beam was replaced by an impulse. The dependence of the pulse on time was determined from the experiment. The effect of reinforcement on the deformation and destruction of the beam is investigated. The comparison of experimental and numerical results is carried out. Keywords: Fiber Concrete · Coating Shell · Dynamic Loading · Calculation · Basalt Fiber · Destruction

1 Introduction Practical application of effective methods of reinforcement and restoration of reinforced concrete structures with the use of steel-fiber concrete allows to reduce the material consumption and increase the reliability and survivability of reinforced structures of reconstructed buildings and structures [1–5]. It is known from the available literature sources that fiber concrete has increased strength and deformation characteristics, both under static and short-term dynamic loads [6–10]. An increase in crack resistance when reinforced concrete structures are reinforced is achieved by using zone reinforcement of steel fiber in the stretched zone of the element, and an increase in the strength of bent and compressed-curved elements is achieved by using zone fiber reinforcement in the compressed zone of the reinforced concrete element. © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 137–144, 2024. https://doi.org/10.1007/978-3-031-44432-6_18

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The type of dispersed reinforcement closest to the deformative parameters of concrete is basalt and carbon fiber, which has high resistance to aggressive environment, environmental friendliness, fire resistance, and long service life [11–15]. However, until now, the strength and performance characteristics of carbon fiber remain poorly understood, there is a lot of contradictory information in the literature, the technology of introducing basalt and carbon fiber into concrete has not been debugged: the technologies recommended by the manufacturer for the production of such fiber concrete have significant differences with the technologies used in the works of domestic and foreign researchers. To date, there are no approved regulatory and guidance documents in Russia for the creation and calculation of products and structures made of fiber concrete with carbon fiber [16–20]. In this paper, the strength, deformability and crack resistance of bent laminated reinforced concrete beams reinforced with layers of fibro concrete with carbon fiber with destruction in normal cross-section under static, cyclic and short-term dynamic loads are investigated.

2 Methods and Materials The purpose of the research of wide layered beams is the experimental and numerical determination of the features of their deformation, the identification of schemes of cracking and destruction of reinforced concrete elements of the layered structure under conditions of variable magnitude static and single short-term dynamic loading. The experimental beams consist of three different reinforced layers in cross-section height: fibroconcrete – concrete – fibroconcrete. The samples are a fragment of a multilayer protective shell of the cellular structure of the coating of a nuclear power plant (Fig. 1, 2).

Fig. 1. General view of the spatial design scheme of the outer protective shell of the coating (17550 nodes, 31000 finite elements).

In numerical simulation of loading conditions, the geometric dimensions of the beam and its reinforcement scheme correspond to the parameters of the experiment described

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above. Numerical modeling is carried out in a full three-dimensional dynamic formulation within the framework of the phenomenological approach of continuous mechanics with an explicit distribution of reinforcing elements. For the numerical solution, the finite element method is used, modified to solve dynamic problems. For calculations, the author’s software package and algorithm are used, which allows for parallel calculations with high performance.

Fig. 2. Three tiers of vertical and horizontal fiber concrete panels with upper and lower three-layer slabs, from which experimental wide layered beams are cut.

It can be seen from the calculation that the experimental data obtained are in good agreement with the results of analytical calculations of the bearing capacity according to the developed methodology. Tests of wide layered beams were carried out under various types of loading: static once before destruction, alternating until the destruction of the beam, repeated before destruction and a single short-term dynamic impact on the drilling rig with the destruction of the experimental beam. The length of the experimental beams was 2200 mm with an estimated span of 2000 mm. The cross-sectional dimensions of all wide beams were adopted 220*150 mm. Each beam consisted of three layers: the lower and upper layers with a thickness of 20 mm each are made of reinforced carbon fiber concrete, and the middle layer with a thickness of 110 mm is made of reinforced concrete. The coefficients of reinforcement of fiberconcrete layers of beams with carbon fiber were assumed to be equal to 0.2% of the binder weight. Reinforcement of beams with rod reinforcement is carried out symmetrically in the form of a frame and grids, which are accepted as knitted. To obtain information about the operation of experimental layered beams during their loading, a complex of primary measuring information converters was used: displacement sensors, acceleration sensors (for dynamic load testing), strain gauges, force meters, sensors of reference reactions, etc.

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3 Results and Discussion To calculate the strength and test the bearing capacity of compressed-curved steelreinforced concrete elements, a method and program for calculating the strength of normal sections based on a nonlinear deformation model taking into account real nonlinear diagrams of concrete, reinforcement and steel-reinforced concrete under static and short-term dynamic loads have been developed. Using this method, the load-bearing capacity of experimental wide layered beams was evaluated and the relative resistance region for them was constructed (Fig. 3).

Fig. 3. The area of relative resistance by a wide layered beam reinforced with layers of carbon fiber concrete in the lower and upper cross-section zones span.

As a result of the experimental studies carried out, all the beams were destroyed along the normal cross-section with the formation of cracks in the zone of pure bending by the destruction of the compressed zone of concrete. The destructive dynamic load for the beam was Fu = 105…120 kN. Analysis of the crack formation and destruction scheme of wide layered beams showed that the layered fiber-concrete beams collapsed due to the formation and further opening of normal cracks in height with further destruction of the compressed concrete zone. In a beam tested under alternating load, destruction is observed in the lower and upper parts of the beam with the formation of more cracks along its length. At the same time, it was revealed that layered wide beams under load behave as a single element, there was no peeling of carbon fiber concrete and concrete layers. During the experimental studies, the beam displacements were measured at five points equidistant from each other. After processing the data, characteristic dependences of displacement changes for all beams were constructed. The graph of comparison of changes in the maximum displacements of beams is shown in Fig. 4.

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It can be seen from the graph that the values of maximum displacements for carbon fiber reinforced concrete beams tested under different types of loading on average coincide with each other. In the BD-4 beam tested under short-term dynamic loading and the BS-2 beam tested under repeated static loading, the maximum deflections in the middle of the span were on average 5–10% less than the deflections of the BS-1 beam tested under single static loading. The maximum deflections in the middle of the span were reached by the BS-3 beam tested under alternating loading.

Fig. 4. Comparison graph of maximum displacements for beams tested under different types of loading.

Figures 5, 6 and 7 shows the curves of changes in time of movement of the reinforced beam at its various points, obtained from the results of the experiment (blue line) and calculation (red line). The discrepancy between the displacement values in the middle of the span was 22% (Fig. 5), at points at a distance of 660 mm from the beam supports, the discrepancy is 8% (Fig. 6) and at points at a distance of 330 mm from the beam supports, the discrepancy is 5% (Fig. 7). Taking into account the dimensionality of the problem being solved, the convergence of the calculation data with the experiment, it is quite satisfactory.

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Fig. 5. Change in the beam’s movements in time in the middle of the span.

Fig. 6. Change of beam movements in time at points at a distance of 660 mm from the supports.

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Fig. 7. Change of beam movements in time at points at a distance of 330 mm from the supports.

4 Conclusions 1. New experimental data characterizing the process of resistance of fibro-reinforced concrete structures have been obtained: changes in deformations of concrete, reinforcement and steel-fiber concrete, deflections, loads at various stages of deformation of the sample. 2. For the first time, the influence of carbon fiber zone reinforcement on the strength and deformability of bent reinforced concrete elements under different types of loading was revealed and analyzed. 3. It was experimentally revealed that layered wide beams under load behave as a single element, there was no peeling of carbon fiber concrete and concrete layers. These structures can be calculated as reinforced concrete with zone (in compressed and stretched zones) carbon fiber reinforcement. 4. The proposed model of concrete and fiber concrete behavior adequately describes the dynamics of the stress-strain state and the process of destruction of materials. 5. The implemented algorithm and calculation methodology allow us to investigate the behavior of the structure as a whole in a full three-dimensional dynamic formulation. The obtained results of numerical and analytical calculations are in satisfactory agreement with experimental data.

References 1. Tamrazyan AG (2018) IOP Conf Ser Mater Sci Eng 365(5):052021 2. Tamrazyan AG, Popov DS, Ubysz A (2020) IOP Conf Ser Mater Sci Eng 913:022012

144 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. 18. 19. 20.

D. G. Utkin Kolchunov VI, Prasolov NO, Kozharinova LV (2011) Vestn. MGSU 3–2:109–115 Trekin NN, Kodysh EN (2020) Indust Civ Eng 5:4–9 Savin SY, Kolchunov VI, Kovalev VV (2020) Build Reconstr 87:71–80 Savin SY, Kolchunov VI, Korenkov PA (2020) IOP Conf Ser Mater Sci Eng 962:022054 Geniyev GA (1999) Indust Civ Eng 9:23–24 Granovsky AV, Dzhamuev BK, Vishnevsky AA, Grinfeld GI (2015) Build Mater 8:22 Roos R, Kress G, Ermanni F (2007) J Comp Struct 81:463 Alfano G, Crisfield M (2001) Int J Num Meth Eng 50:1701 Adam JM (2018) Eng Struct 173:122–149 He X-H-C, Yi W-J, Yuan X-X (2019) Eng Struct 189:484–496 UFC: UFC 4-023-03. Design of buildings to resist progressive collapse. Des. Build. To Resist Progress. Collapse. 34–37 (2016) Abdelwahed B (2019) Lat Am J Solids Struct 16:1–13 Gordon VA, Kolchunov VI (2006) Struct Mech Anal Constr 4:33–38 Geniyev GA (1992) Bet i Zhelezobet 9:25–27 Weng J, Lee CK, Tan KH (2020) J Struct Eng 146:04020278 Shilin AA, Pshenichny VA, Kartuzov DV (2004) Reinforcement of reinforced concrete structures with composite materials, vol 139. Stroyizdat, Moscow Jones RM (1999) Mechanics of Composite Materials, vol 538. Taylor & Francis, London Zienkiewicz OC, Taylor RL, Zhu JZ (2013) Finite Element Method: Its Basis and Fundamental, p. 756. Butterworth-Heinemann, Oxford

Longitudinal Compression of a Rod with Initial Deflection Acquiring Induced Anisotropy Sergey Kalashnikov1,2(B)

, Elena Gurova1

, and Nikolay Bandurin1

1 Volgograd State Technical University, 1 Akademicheskayast, Volgograd 400005, Russia

[email protected] 2 Central Research and Design Institute of the Ministry of Construction and Housing and

Communal Services of the Russian Federation, 29 Vernadsky Avenue, Moscow 119331, Russia

Abstract. The paper considers a compressed-bent flexible rectilinear rod having an initial imperfection in the form of deflection. The heterogeneity of the stress state from bending leads to a tightening of the deformations that cause the elastic characteristics of the material to vary. The theory of deformation of bodies in inhomogeneous stress fields with induced anisotropy of properties proposed earlier by the authors is used to obtain the equation of the rod in the deflected state. The heterogeneity of the stress field causes the elastic characteristics of the material to vary, resulting in changes in the design parameters of the structure. The solution is based on the numerical realization of the curved axis equation using the method of variable elasticity parameter. A marked increase in the compressive force corresponding to a significant increase in deflections compared to the bifurcation approach is found. Keywords: Induced Anisotropy · Longitudinal Bending · Stress Gradient · Initial Deflection

1 Introduction A number of experimental works have established that isotropic polycrystalline and multicomponent metals and alloys can exhibit anisotropic properties during deformation [1–3]. Current views explain these manifestations by the evolution of the material microstructure due to the reorientation of the crystal-graphic axes during manufacturing and deformation. Elastomers can exhibit anisotropy depending on the technological modes of manufacturing or operation [4–7]. Preliminary deformation also leads to anisotropy of the properties of polymer composites [8]. This type of is anisotropy called induced anisotropy. Previously, the authors proposed and experimentally verified [9] a model of the behavior of an elastic material and the corresponding group of physical equations, when it is assumed that the distribution of stresses causes anisotropy of the physical properties of the material, depending on the degree of heterogeneity of the stress state in the vicinity of the point in question. This dependence is characterized by taking into account in certain ratios the gradients of the stress and strain tensors with respect to spatial coordinates. The © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 145–152, 2024. https://doi.org/10.1007/978-3-031-44432-6_19

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heterogeneous stress state causes constraint of deformations, when less stressed volumes of material “support” more stressed volumes, increasing their resistance to deformation. Within the geometric dimensions of the body in a plane tangent to the surface of the same level of tangential stress intensity, deformation is most constrained, but equivalent in all directions. In the direction normal to this plane, which coincides with the direction of the gradient vector, the material will have different physical properties. Such a distribution will correspond to each point of the body; hence there is local transversal isotropy. In this case, the tangent plane is the plane of local isotropy, and the standard to the plane is the local axis of elastic symmetry. Based on the known initial linear solution, similarly to the well-known method of elastic solutions, the elastic characteristics are sequentially corrected for multiple realizations of the system of solving differential equations. In [10], the body model with induced anisotropy was applied to the longitudinal bending of a compressible rod. In [11], such a problem was solved by variational analysis of rod deflections using the Bubnov-Galerkin method. As a result, a marked increase in the compressive force corresponding to a significant increase in deflections was found.

2 Materials and Methods We consider a simple rod of rectangular cross-section, compressed by a force F applied at the center of gravity of the cross-section. The line of action of the force passes through the center of the support hinges. Let us suppose that due to technological errors in manufacturing, transportation or storage it has an initial deflection (Fig. 1) y0 = y0 (z), that in the initial state has, as usually taken, the form of a half-wave sinusoid y0 = ym sin

πz , l

(1)

there ym -the highest value of the deflection in the middle of the rod. Any slightest increase in force will give the curvature an increment and increase the displacement of each point along the length of the rod by an additional deflection y.

Fig. 1. Calculation diagram of a compressed rod with initial deflection.

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Then the total deflection of the rod in any cross-section is ytot = y + ym sin

πz . l

(2)

On the other hand, due to the heterogeneity of the stress state, the elastic modulus of the material in any section in the plane tangential to the curved axis is [9] Egr = E0

λE + 1.5g , λE + g

(3)

where the stress heterogeneity function for this problem is g=

gradT 2 6ytot = · . T b b + 6ytot

(4)

The “moment-curvature” relationship y = −

Mx EJx

at any stage of loading, taking into account eq. (2), (3) and (4) leads to the differential equation     a + 1.5 y + ym sin πlz πz   , (5) J y = −F y + y sin · E 0 x m a + y + ym sin πlz l where a = λE b2 / 12 is denoted, and the elastic characteristic of the material λE = 20.1587 1587 m−1 is determined in [9] according to experimental data from other authors. We will use Birger’s method of variable parameter elasticity for realization. Analysis of Eq. (5) shows that the inhomogeneous, nonlinear differential equation contains force F as a parameter, the value of which cannot be defined in the Eulerian sense. On the contrary, for a given value of force, the elastic line corresponding to it can be calculated and plotted. In this case, the first factor in the left-hand side of the equation reflects the incremental nature of the deformation model, which is expressed in the incremental value of the elastic characteristic due to the constraint of increasing bending deformations. Moreover, the increment of the elastic modulus depends on the magnitude of the additional deflection, that is, on the solution itself, which is still unknown. Based on the known initial linear solution, we will make successive corrections to the elastic characteristics, each time integrating the solving differential equation. At the first stage of loading, taking the minimum value of force, we will assume that the value of the additional deflection y = 0.As a result of the solution we obtain the deflection curve, which in the second step of loading we will use in the first factor as a known one. Let us denote in eq. (5) Y =

a + 1.5y + 1.5ym sin a + y + ym sin πlz

πz l

(6)

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Then, at the first step at F → 0 we take y = 0 in eq. (6), using Y 1 we obtain in the solution result an additional deflection at the first step y1 . At the second step in eq. (6) we assume y = y1 , we use Y 2 and then by stages of loading Y i and y = yi-1 . We continue loading until the maximum deflections do not exceed the normalized values of the corresponding technical regulations. It is this criterion that will make it possible to judge the exhaustion of the stability reserve. The proposed algorithm was implemented using the author’s program “Rod”, which implements a numerical solution in the general case of nonlinear differential equations modeling this state. The numerical method used in the program has the 8th order of solution accuracy when vanishingly small perturbations are considered at the initial stages of loading, so it makes it possible to obtain a sufficiently accurate solution. An arbitrarily high-order method for solving a system of integral and differential equations of general form is based on an interpolation procedure that is applied not to the function itself, but to its derivative, which excludes the operation of differentiating interpolation functions and the error associated with this operation when calculating derivatives. With the help of this program, the problems of compression of a linear elastic rod with initial imperfections were solved. The calculation method was based on the fact that vanishing small perturbations turned a homogeneous differential equation into an inhomogeneous one, and an ordinary rod into a compressed-curved one [12]. It is essential to note that the accuracy of calculating the critical force by the proposed method in an ideally elastic rod does not depend on the type of disturbance mentioned; only the appearance of small bending moments or initial curvatures in the rod due to this disturbance is necessary. The method is implemented not only for rods, but also for compressed legs as part of simple frames and gives a high accuracy of critical force calculation. Calculation of frame legs with satisfactory accuracy coincides with the results of calculation according to Russian norms SP 16.13330.2011 “Steel structures”.

3 Results For the considered case, results of calculations in incremental formulation on some characteristic stages of loading for a rod with length l = 1 m, section size h = 0.05 m, b = 0.02 m with Euler force F E = 68.4 kN are presented numerically in Table 1. The maximum value of initial deflection in the middle of the rod length is assumed to be vanishingly small ym = 1.0·10–4 m = 0.1 mm. In the variational solution of the problem of central compression of a flexible rod [11], the differential equation of rod bending through basis functions is transformed into a system of square algebraic equations at each step of loading leading to the results given in Table 2. In the classical approach, the value of the additional deflection is determined by the well-known formula ym . (7) y= F E F −1 The results of its use for the same loading stages are shown in Table 3.

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Table 1. Values of deflections of a compressed-bent rod with initial deflection ym = 0.1 mm F

F/FE

Additional deflection y, mm

5

0.075

8·10–3

0.108

10

0.15

16·10–3

0.116

17.1

0.25

31·10–3

0.131

0.5

86·10–3

0.187

51.3

0.75

210·10–3

0.31

60

0.88

280·10–3

0.38

62

0.91

340·10–3

0.44

64

0.94

0.36

0.46

66

0.97

0.41

0.51

68

0.99

0.46

0.56

70

1.023

0.51

0.61

75

1.1

0.79

0.89

80

1.17

1.0

1.1

85

1.24

2.0

2.1

90

1.32

2.1

2.2

95

1.39

-2.1

-2.0

34.2

Total deflection ytot , mm

Relative deflection 1 l < 1000

1 l > 1000 1 l > 500

-

Table 2. Values of deflections of a compressible flexible rod by the Bubnov-Galerkin method. F, kH 68.0

F/FE 0.99

Integration constants

Maximum deflection ytot , mm

Relative deflection 1 l < 1000

C1

C2

0

0

0 3.0·10–3

69.4

1.015

0.000011

-9.58·10–20

75.2

1.1

0.00085

-1.1·10–17

0. 21 0.53

80.3

1.17

0.0021

-1.02·10–17

85.5

1.25

0.0044

-1.47·10–17

1.1

88.9

1.3

0.0076

-1.5·10–15

1.9

90.6

1.32

0.0104

-5.74·10–17

2.6

0.0153

-2.1·10–17

3.8 6.4 15.7

92.3

1.35

94.0

1.37

0.0256

-4.55·10–15

95.7

1.4

0.0627

-2.17·10–15

1 l > 1000 1 l > 500

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Table 3. Values of deflections of a compressed-bent Eulerian rod with initial deflection ym = 0.1 mm F

F/FE

Additional deflection y, mm

Total deflection ytot , mm

Relative deflection

17.1

0.25

0.033

0.133

1 l < 1000

34.2

0.5

0.1

0.2

51.3

0.75

0.3

0.4

62

0.91

0.97

1.07

66

0.96

2.75

2.85

68

0.99

17

17.1

68.4

1.0

→∞

→∞

1 l > 1000 1 l > 500

Analysis of the tabulated data shows that in the incremental-anisotropic model of material deformation, the effect of the initial deflection affects not before but after reaching the Euler force, which can be clearly seen in Fig. 2. Depending on which value to take for the normalized deflection (in the figure this area is shaded), the critical force should be understood as F cr ≈ 1.15F E or F cr ≈ 1.25F E .

Fig. 2. The graph of the total deflection in the middle of the rod height as a function of the compressive force.

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4 Conclusion The theoretical constructions given in the paper demonstrate that in a compressed-bent rod with an initial deflection, due to the heterogeneity of the stress state in the cross sections of the rod, a curved anisotropy induced by the type of stress state with complex elastic characteristics is created in the material. The efficiency of numerical solution of the corresponding equation of a bent rod in a deflected state is demonstrated. The solution is based on the simulation of rod deflections using the method of variable parameter of Birger elasticity. A marked increase in the force corresponding to a significant increase in deflections compared to the bifurcation approach is found. The work of this orientation is performed for the first time. The authors are not aware of publications of other authors on the solution of similar problems in the stated formulation.

References 1. Busko VN, Osipov AA (2019) Application of the magnetic and noise method for the control of mechanical anisotropy of ferromagnetic materials. Measuring Instrum. Methods 10(3):281– 292. https://doi.org/10.21122/2220-9506-2019-10-3-281-292 2. Popovich AA, Sufiyarov VS, Borisov EV, Polozkov IA, Masaylo DV, Grigoriev AV (2016) Anisotropy of mechanical properties of products manufactured by selective laser melting of powder materials. News of universities. Powder Metall Funct Coat (3):4–11. https://doi.org/ 10.17073/1997-308X-2016-3-4-11 3. Novoselov OG et al (2023) Method for calculating the strength of massive structural elements in the general case of their stress-strain state (kinematic method). Constr Mater Prod 6(3):5–17. https://doi.org/10.58224/2618-7183-2023-6-3-5-17 4. Ustinov KB (2019) On induced anisotropy of mechanical properties of elastomers. Proc Russ Acad Sci Solid State Mech (5):27–36. https://doi.org/10.1134/S0572329919050167 5. Mokhireva KA, Svistkov AL, Solod’ko VN, Komar LA, Stöckelhuber KW (2017) Experimental analysis of the effect of carbon nanoparticles with different geometry on the appearance of anisotropy of mechanical properties in elastomeric composites. Polym Test 59:46–54. https:// doi.org/10.1016/j.polymertesting.2017.01.007 6. Shadrin VV, Mokhireva KA, Komar LA (2017) Anisotropy of mechanical properties of filled vulcanizers under the influence of external load. Bull Perm Fed Res Cent 1:93–98 7. Korneev SA, Korneev VS, Romanyuk DA (2017) Mathematical modeling of the effect of induced deformation anisotropyof a rubber-corde lasticelement of a flat coupling Omsk Scientific Bulletin 3(153):10–15 8. Komar LA, Mokhireva KA, Morozov IA (2017) Investigation of the appearance of anisotropic properties of polymer nanocomposites as a result of preliminary deformation under biaxialloading conditions. Bull Perm Fed Res Cent 2:61–66 9. Kalashnikov SY (2017) Experimental verification of the model of material deformation under conditions of in homogeneous stress state: monograph VolgSTUVolgograd 80 10. Kalashnikov S, Gurova E, Kuramshin R, Yazyev B (2022) About the distortion model of operational compressed-bent bars with induced anisotropy. In: Ginzburg A, Galina K (eds) Building Life-cycle Management. Information Systems and Technologies: Selected Papers. Springer International Publishing, Cham, pp 95–102. https://doi.org/10.1007/978-3-030-96206-7_10

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11. Kalashnikov SY, Gurova EV, Shvedov EG (2022) Application of the Bubnov-Galerkin method for the analysis of deformation of a compressed-bent rod with induced anisotropy. Bull Volgograd State Univ Archit Civ Eng Series: Construct Archit 1(86):132–144 12. Bandurin NG, Kalashnikov S (2015) Numerical method and program for determining the critical state of an elastic rod of variable stiffness in the general case of fixing its ends. Construct Reconstr 2:4–11

KPI Development Based on an Intelligent System L. B. Zelentsov1

, L. D. Mailyan1(B)

, and Z. A. Meretukov2

1 Don State Technical University, Rostov-On-Don, Russia

[email protected] 2 Maykop State Technological University, Maykop, Russia

Abstract. The paper deals with the application of the KPI system in construction organizations on the basis of the information base of the subsystem of operational management of intelligent construction management system, developed in Don State Technical University (DSTU). When developing the KPI system, the data flow generated in the operational management subsystem is used, namely intra-shift downtime of resources of the “power” type classified according to the causes of their occurrence. The availability of a tested KPI system and corresponding software in a construction organization will allow reducing resource losses and moving to the implementation of “lean construction” methodology and is its important competitive advantage. Keywords: KPI · Information Modeling · Construction Problems · Intelligent System · DOT Factor

1 Introduction The conducted analytical studies show that in the XXI century successful enterprises and organizations will be those whose staff will be interested in improving production. The factor of loss of working time, known in scientific literature as DOT factor (DOT – lat. Damnum operandi tempus) [2], is created by incorrect workplace organization, presence of excessive operations and other drawbacks in the organization of construction production. The analysis and elimination of DOT factors, as well as creation of KPI system on this basis for revealing the reserves of labor productivity increase is the purpose of work of engineering and management personnel of contracting construction organization. Key Performance Indicators (KPI) is a system of indicators that indicates the effectiveness of the construction organization and the need for measures to improve its work, as well as methods to improve the productivity of each employee. The system allows you to choose effective tools to stimulate and motivate employees to improve their work. According to PMBoK [3] KPI is one of the most successful management methods in modern business, which will help to ensure the best results and lead the construction organization to a high position in the contracting market. Subsystem of operational management as part of the intelligent construction management system (IMS “Construction”) being developed at DSTU creates the information basis for the development and implementation of the KPI system [4–6]. © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 153–159, 2024. https://doi.org/10.1007/978-3-031-44432-6_20

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The data flow generated in the subsystem of operational management, namely intrashift downtime “power” type resources classified by the causes of their occurrence is used as input information to the KPI system [7, 8]. The main task of the subsystem of operational construction management is to reduce the loss of resources gradually and, above all, the “power” type using an approach based on some provisions of the “pulling system”, which has found wide application in industry [9]. Currently, there are various approaches to the creation of the KPI system in the management of investment projects in construction [10]. We proceed from the fact that the loss of resources such as “power”, which include workers, construction machinery and mechanisms in the construction industry is inevitable and depends on the complexity of the objects under construction, conditions and level of organization of work in a particular construction organization.

2 Methods and Materials The purpose of the pulling system is a gradual – step-by-step improvement in the organization and management of construction on the principles of lean construction and thereby reducing the loss of “power” type resources to the maximum permissible level. A construction organization that builds several objects at the same time, due to its features, is a dynamic system S with discrete time, which describes the process of its transition from one state to another. During the implementation of investment-construction projects, the behavior of the . system S is described by a sequence of states (1) – the vector of system states in ti is a discrete planning interval. there In order to normalize the system and bring it to a steady state, the management of the construction organization based on the analysis of the level of resource loss determines the duration of the stabilization period Ts = {Tn , To }, , which may be a quarter, six months, a year, etc. In this case, two points are set on the time axis (Fig. 1): at Tn the existing level of resource losses is fixed, and at To the desired maximum permissible level of losses, which should tend to 0. After that, in accordance with the adopted strategy for optimizing the system parameters, a set of organizational and technological measures is being developed that, from the point of view of the management of the construction organization, reduce resource losses to an acceptable level. Then, using the IMS “Construction”, the decisions made are monitored. The strategic task of the system S is to reduce the loss of resources of the “power” type for a given time period to a minimum level. The target function of the system Fs can be represented as φ

φ

Fs (Tn , To ) = Dstn − Dsto → max

(2)

There Tn , To – respectively the beginning and the end of a given time period of system stabilization,

KPI Development Based on an Intelligent System φ

155

φ

Dstn , Dsto – the share of time losses in % in the total working time fund of the system S respectively at the beginning of the implementation of the operational management subsystem as part of the IMS “Construction” and the current value. The interval {Tn , φ To } given for the purpose of observing the change of Dsti in time is divided into some set of n planning periods of a week or month duration −ti . Our proposed approach proceeds from the position that at each planning interval ti of the system S, specific goals should be set for each object z to reduce the level of resource losses of the “power” type, while the goals should be achievable and measurable. At the stage of operational management, each state of the object z on the time axis T {Tn , To } can be described as a vector characterizing the actual level of resource use of φ the power type Dzti . φ

φ

φ

φ

φ

φ

Dzt1 = {Dzt1 → Dzt2 → Dzt3 → Dzt4 → . . . → Dztn },

(3)

φ

there Dzti – the share of time losses of resources of the “power” type in the total fund of working time by the object z, on the planning interval ti . φ The value of Dzti is calculated according to the formula φ

Dzti = (Uzti /Qzt0 i )100%,

(4)

there Q0zt – total working time fund for the interval ti , Uzt i – labor intensity of intra-shift downtime due to various reasons. Q0zt is calculated on the basis of the database of electronic timesheets for the period ti . Q0zti =

m 

o qzj ,

j = 1, 2 . . . mi ,

(5)

j=1

there mi – number of shifts in the planning interval ti , φ The value Dzti characterizes the state of the system S in the building of object z at φ φ the end of the planning interval ti , if Dzti < Dzti−1 then this indicates a reduction of the resource loss of “power” type relative to the previous interval ti−1 by improving the system work. With positive dynamics in the process of optimizing the parameters of the system φ S, the value of Dzti in the next i planning interval should be less or equal to the already φ φ φ achieved value of Dzti−1 . (Dzti < = Dzti−1 ). At each subsequent interval ti+1 is deter mined by the planned value Dzti+1 , which the construction system must achieve. Dzti+1 is essentially the maximum permissible value of the possible loss of time of power type φ resources. The value of Dzti must be less than or equal to the actual value of Dzti−1 φ

calculated at the end of the previous t-1 planning interval (Dzti−1 ≤ Dzti ). Essentially, Dzti is a standard value that is set by the head of the construction organization based on the analysis of the results of previous observations. If there are significant deviations from the planned construction progress, for some reason, at the previous t-1

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interval, this condition may not be met and then the planned value of Dzti is set equal to or even greater than that set in the previous interval Dzti−1 (Dzti ≥ Dzti−1 ). To calculate the motivational component of the linear ETW of the construction organization, the manager performs detailing Dzt for reasons of loss dzli . Dzt =

L 

dl , there l - cause of losses.

(6)

l=1

3 Results and Discussion φ

Figure 1 shows graphs of changes in the planned Dzti and the actual Dzti levels of resource losses of “power” type in general for all types of losses, as well as graphs of losses by type of causes, such as the absence or incomplete delivery of material resources (d1ti ), breakdown of construction machines (d2ti ).

Fig. 1. Graphs of changes in the level of resource losses of “power” type at a given time interval of system stabilization S by object z

Calculation of KPI can be carried out weekly or at the end of the month, for this purpose, all downtime within a shift summarized by cause of occurrence in the reporting period, grouping them by structural elements. φ If the proportion of time loss Dzti−1 ≤ Dzti does not exceed the planned value, then it is considered that the local goal is achieved and KPI = 100%. In this case, the bonus component can correspond to the planned value or increased in accordance with the specified motivation scale (Table 1).

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Otherwise, the reasons for exceeding the limit value of losses are analyzed and bonuses are not paid – reduction of bonuses from ETW responsible for the occurrence of losses. Let us consider the methodology of KPI development on the example of a contracting construction organization engaged in the construction of bridge structures and having a standard functional organizational structure, which usually has the following structural units: production and technical department (PTD); department of supply (DS); department of chief mechanic (DCM); estimate-contract department (ECD); subsectors. These units, which affect the level of organization of work at the construction site, affecting the continuity and regularity of work and as a consequence, the level of intra-shift loss of working time. All types of losses must be correlated with the persons responsible for their occurrence. External suppliers: material, energy resources or lessors of construction equipment should be claimed by the construction organization in accordance with the contractual obligations. Calculation of KPIl by 1 type of losses is determined by the formula. KPIl,l = 100 + (i,l ∗ Km ),

(7)

there i,l – deviation from the planned level of losses, Km – scale factor (can vary from φ φ 1 to 10). il = dl − dl , there dl , dl accordingly, the planned and actual losses due to l reason. After the calculation of KPIl,l is completed, it is possible to calculate wages. Let us use a conditional example to calculate KPIs and wages in a bridge construction organization. For example, for the period ti was given cumulative planned level of losses Dzti = 3.5%, which means that the proportion of losses for the period t should not be above 3.5% of the total fund of worked time, and for the reason of “absence or incompleteness φ of MW” limiting value of losses cannot be higher dli < = 1.2%. The actual losses Dzti φ were 5%, which is 1.5% higher than the marginal planned level Dzti > Dztn i . φ

The deviation occurred due to the absence or incompleteness of MW” d1 = 1.5. 1 = 1.3 − 1.5 = −0.3%, which is 0.3% more than the planned level, and in this case the supply engineer’s bonus component should be reduced. KPI = 100 + (il ∗ Km ) = (100 − 0.3% ∗ 10) = 97%, in this case, the scale factor was Km = 10. Calculation of the material remuneration, focusing on KPIs, can be based on the data in Table 1. At KPI = 97% in accordance with Table 1 bonus coefficient is Cb = 0.9. In bridge-building organizations, payroll is calculated according to the scheme “salary + bonus for results”. Salary = BS + B × Cb , where BS – base salary, B – bonus, Cb – bonus coefficient. We suppose that the salary of a supply engineer is: BS = 30000rub, B = 10000rub, Cb = 0.9, then Salary = 30000 + 10000 × 0.9 = 39000 rub.

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L. B. Zelentsov et al. Table 1. KPI motivational table

Loss rate

KPI value

Bonus coefficient Cb

15%

Less than 70%

0

12%

70–80%

0.6

10%

80–89%

0.7

9%

90–95%

0.8

8%

96–98%

0.9

7%

99–101%

1

6%

102 –105%

1.3

5%

106–109%

1.4

3%

More than 110%

1.5

4 Conclusion Thus, the supply engineer’s salary by the results of work in the i planning interval is reduced by 1 thousand rubles because of the failure to meet the planned indicator by 0.3%. Motivation table can be adjusted to the specific conditions of work production in the construction organization depending on the level of loss of resources of power type. The proposed methodology of KPI development makes it possible to increase significantly the efficiency of engineers’ work due to a clear and understandable system of their work motivation. The KPI system is closely correlated with the Lian construction methodology and is one of the main tools contributing to its effective implementation in construction production.

References 1. Koshira Y (2007) Improving the mechanisms of construction management in the public sector of Japan using the P2M methodology. Project and program management 04 2. Wiss T (2017) Paths towards family-friendly working time arrangements: comparing workplaces in different countries and industries. Soc Policy Adm 7(51):1406–1430 3. PMI PMBOK 7th Edition Homepage. pm.expert/events/basic-pm-courses/upravlenieproektami-na-osnove-standarta-pmi-pmbok-7th 4. Zelentsov LB, Mailyan LD, Akopyan NG, Shogenov MS (2020) Modeling of organizational and technological processes in construction using modern digital technologies. Construct Ind (1):41–44 (2020) 5. Zelentsov LB, Mailyan LD, Shogenov MS, Triputa IG (2017) Intelligent control systems in construction Monograph DSTU 6. Ostroukh AV (2020) Intelligent systems: monograph Krasnoyarsk. Scientific and Innovation Center 316 7. Lapidus AA, Feldman ZA (2015) Information flows as a modern factor in assessing the organizational and technological potential of a construction project. Sci Rev 21:313–316

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8. Lapidus AA, Kuzhin M, Shesterikova I (2020) Construction project organizational and technological parameters analysis. IOP Conference Series: Materials Science and Engineering. 23, Construction – The Formation of Living Environment. Ser. “XXIII International Scientific Conference on Advance in Civil Engineering: “Construction – The Formation of Living Environment”, FORM 2020 – New Construction Technologies” 9. David, H Homepage. wkazarin.ru/wp-content/uploads/2013/09 10. Golubova OS (2017) Project management performance indicators in construction. Proc. BSTU 2(5)

Resistance of Fine Concrete on Concrete Scrap Aggregate N. M. Tolypina1 , E. N. Khakhaleva1(B) , D. A. Tolypin1 N. N. Korshunova2 , and L. S. Sabitov3,4

,

1 Belgorod State Technological University named after V.G. Shukhov, Kostukov St, 46,

Belgorod, Russia [email protected] 2 Peoples’ Friendship University of Russia, Miklukho-Maklaya St, 6, Moscow 117198, Russia 3 Kazan State Power Engineering University, Krasnoselskaya St, 51, Kazan 420066, Russia 4 Federal State Autonomous Educational Institution of Higher Education «Kazan Federal University», Kremlyovskaya St, 18, Kazan 420008, Russia

Abstract. Every year millions of cubic meters of concrete and reinforced concrete waste are formed worldwide. In Russia, the annual increase in scrap from the accumulation of defective structures and from the dismantling of old buildings is equal to 15–17 million tons. No more than 5% of this amount of reinforced concrete waste is recycled, and the rest is dumped in specialized landfills. Such actions have a negative impact on the environmental situation. Recycling and use of reinforced concrete waste in production reduces the cost of production, frees up land areas currently used as landfills, and thus - significantly improves the environmental situation. Researches on concrete recycling are conducted in our country, Japan, the USA. The influence of concrete scrap aggregate on the performance characteristics of concrete was found out. Features of concrete scrap aggregate are mainly determined by the fact that after crushing the concrete on aggregate grains there are layers of mortar component or thin films of hydrate phases, which leads to increased adhesion of the forming cement matrix to the aggregate. In the process of secondary crushing most of the cement film on the surface of acidic aggregate is carbonized, so that both positively and negatively charged particles of hydrate phases are deposited in the contact zone, which has a beneficial effect on reducing the conductivity of the contact zone for aggressive ions and increasing its durability. The paper shows the possibility of using secondary concrete for concrete products in contact with sulfate environments. Keywords: Concrete · Aggregate · Concrete Scrap · Chemical Corrosion · Resistance · Cement Matrix

1 Introduction Most of the construction waste is reinforced concrete scrap of the original large-sized building structures of industrial production - panels, slabs, blocks. From these structures, through recycling, it is possible to obtain the raw material for high-performance © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 160–166, 2024. https://doi.org/10.1007/978-3-031-44432-6_21

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self-compacting concrete, the use of which can increase labor productivity and reduce construction time. Many modern national and foreign researchers have shown the fundamental possibility of obtaining various types of concrete on crushed concrete materials. Much attention to the issue of reuse of concrete in construction was paid in the USSR in the 70’s due to the shortage of natural aggregates, the increasing number of old, morally and physically worn out buildings of reinforced concrete subject to demolition, as well as the need to comply with environmental protection. However, to obtain the expected significant volumes of crushed stone and sand from the crushing products of concrete and reinforced concrete elements requires regulatory documentation defining certain requirements for new types of products. In England and Germany in the preparation of concrete mixture they began to use as a coarse aggregate concrete scrap, formed after the destruction of buildings and structures during World War II. In some countries (Japan, Denmark, Luxembourg, etc.) there are practically no areas for landfills or burial of concrete scrap. A number of countries work on imported rubble. Large-scale experiments to study the properties of secondary aggregates and concretes based on them have been conducted in Japan since 1974. There for more than 10 years more than 20 million tons of concrete waste is recycled annually. According to data of a number of American firms, at reception of rubble from concrete the expense of fuel is by 8 times less, than at its extraction in natural conditions, and the cost price of concrete on secondary rubble is 25% lower [1]. Using concrete scrap waste in the construction of concrete and reinforced concrete products and structures, mankind solves several problems at once: saving energy and natural resources, as well as capital investment; reducing the number of dumps with the release of territories from under them; waste-free production of concrete and reinforced concrete products, repair, reconstruction and demolition of old buildings, etc. This is undoubtedly the right solution for both humans and the environment. However, the lack of recycling methods and technologies significantly hinders the process of wider use of concrete scrap waste. In the crushing process, the destruction of concrete occurs mainly on the cement-sand stone or on the surface of its contact with coarse aggregate. In this case, layers remain on the aggregate grains in the form of a mortar component or thin films of hydrate phases. This ensures increased adhesion of the cement matrix of the concrete to the aggregate, which increases in the series: quartz < limestone < clinker. Due to this, products based on concrete scrap are characterized by increased deformability, crack resistance, resistance to dynamic loads, etc. [2]. The disadvantages include the fact that concretes on such raw materials are characterized by higher cement consumption and fluctuating properties, which is due to the heterogeneity in the composition and properties of the concrete scrap. This requires constant monitoring of the grain composition, average density, porosity, hollowness, grain shape, strength, etc. Due to the presence of the mortar part on the surface of the crushed concrete, water consumption of the concrete mixture increases, so it is necessary to use additives-superplasticizers. The production of crushed concrete stone requires 8 times less fuel consumption than its production in natural conditions, while the cost of concrete is reduced by 25%. The use of concrete and reinforced concrete scrap in the production of building materials,

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products and structures requires a careful selection of the initial concrete and reinforced concrete structures [3, 4]. In the works [5–12], the influence of concrete scrap aggregate on the processes of structure formation in concrete, on the operational properties of concrete, such as porosity, cracking resistance, frost resistance, was established. The effect of this type of aggregate on the corrosion resistance of concrete has been little studied, especially under conditions of chemical corrosion [13–15]. The results of the authors’ studies on this issue are presented below.

2 Materials and Methods For research we used Portland cement CEM I 42.5 N (JSC “Belgorod Cement”); quartz sand JSC “PP “Gidromekhstroy” quarry “Mayskaya Zarya” (Mfin = 1. 65); fine aggregate (Mfin = 2.5), obtained by grinding on a laboratory jaw crusher samples of concrete M 300 and M 400, made on the aggregate of the granite of quarry Pavlovsky Voronezh region and quartz sand Nizhneolshansky deposits, hardening during the year (Table 1). Table 1. Chemical composition of concrete scrap. Component

SiO2

CaO

Al2 O3

K2 O

MgO

Na2 O

SO3

Fe2 O3

wt.%

55.91

15.36

8.65

1.81

0.86

1.54

0.78

1.55

According to X-ray phase analysis, the presence of minerals characteristic of coarse ´ feldspars and fine aggregate was established: quartz (4.26; 3.34; 2.46; 1.82; 1.54 Å), ´ (microcline, albite) (3.24; 3.19), biotite (10.069 Å); cement stone minerals are mainly ´ represented by portlandite (4.92 Å). Researches on the effect of secondary aggregate on the corrosion resistance of concrete were conducted on specimens of 2.5x2.5x10 cm in size of C:S = 1:3, which after precuring were placed in 1% magnesium sulfate solution, then after 1, 3, 6 and 12 months of testing the strength was determined, the phase composition of corrosion products (RFA) and the corroded zone microstructure (SEM) were determined in parallel. Samples of 1:3 composition on natural quartz sand were used as a reference [16].

3 Results and Discussions After crushing the concrete on aggregate grains there layers remain in the form of mortar component or thin films of hydrate phases, which provides increased adhesion of cement matrix of concrete to the aggregate. In this case most of the cement film, firmly fixed on the surface of the acidic aggregate from quartz sand, granite and other acidic silicates in the process of previous operation and re-crushing is carbonized. Part of the active centers with a negative charge is neutralized, blocked by Ca2+ ions, as a result, the electrosurface charge of aggregate grains of concrete scrap is shifted to the positive area, so both positively and negatively charged particles of hydrate phases are deposited in the contact zone. As a result, the contact zone of concrete scrap has less conductivity for aggressive ions, which has a positive effect on the durability of concrete [17].

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As a result of the tests it was found that the corrosion resistance of concrete specimens with concrete scrap aggregate in 1% magnesium sulfate solution is 1.2 times higher than that of quartz sand (Fig. 1). Compressive strength of specimens on concrete scrap before testing was 32.4% higher than that of reference specimens on quartz sand. After the compressive strength had been reached within the first 3 months, it decreased and by 6 months exceeded the strength of the reference samples only by 11%. After 3 months of testing, specimens on concrete scrap continue to gain flexural strength from 9.29 to 12.17 MPa, while specimens on quartz sand have a decrease in strength from 10.24 to 9.24 MPa. The resistance coefficient of concrete specimens on concrete scrap aggregate after 180 days of testing was RC180 = 1.42 compared to concrete on quartz sand RC180 = 0.95.

Fig. 1. Curing kinetics of fine-grained concrete samples with different aggregates in 1% magnesium sulfate solution.

After 12 months of testing, the flexural and compressive strength of concrete samples on concrete scrap aggregate continued to remain higher than that of samples on quartz sand. The difference in flexural strength, as the most sensitive index in corrosion tests

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increased to 38%, indicating the advantage of concrete scrap aggregate under the influence of sulfate-magnesia environment. At the same time, the coefficient of resistance was RC360 = 0.86 compared with the concrete on quartz sand RC360 = 0.78. Microphotographs of the contact zone of concrete scrap with corroded cement stone (Fig. 2) show randomly arranged magnesium hydroxide globules and elongated gypsum crystals.

Fig. 2. Contact zone between concrete scrap aggregate and cement matrix in samples corroded in magnesium sulfate solution.

The image shows that the contact between the surface of the concrete scrap aggregate and the cement matrix of the concrete is not disturbed by corrosion processes, its surface has the shape of a clear straight line and the gap between the aggregate and the cement stone is in the nanoscale area. Figure 3 shows the contact surface of quartz sand particles with new cement stone formations.

Fig. 3. Crystallization of corrosion products in the quartz sand contact zone.

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At the contact with the sand particle there is a layer of corrosion products more than 5 µm thick, which clearly consists of 2 components: the first is represented by a layer of equal thickness, the second - a fine-grained thin layer, which is on the surface of the first. This may be due to the sequence of crystallization of corrosion products: magnesium hydroxide, gypsum and ettringite.

4 Conclusion Summarizing the above, it should be noted that the experimental studies confirm the preliminary conclusions of the authors, made from general theoretical considerations, that concrete scrap has signs of active aggregate, which is due to the chemical affinity of hydrate formations on the surface of aggregates, so the microphotographs show the interface of nanoscale nature between the aggregate grain and the cement matrix. Concrete scrap aggregate increases the corrosion resistance of concrete in highly aggressive magnesia-sulfate environments compared to the traditional quartz sand aggregate. This makes it possible to recommend concrete scrap aggregate for products and structures of underground structures in contact with aggressive groundwater. Acknowledgements. This work was realized in the framework of the Program «Priority 2030» on the base of the Belgorod State Technological University named after V G Shukhov. The work was realized using equipment of High Technology Center at BSTU named after V. G. Shukhov.

References 1. Fakhratov, M.: Effective use of concrete scrap waste as a filler in the production of concrete and reinforced concrete products. Construction profile 95 (2012) 2. Bazhenov, Y., Bataev, D.: Energy- and resource-saving materials and technologies for the repair and restoration of buildings and structures. Moscow, Komtech-Print 235 (2006) 3. Bazhenov Y, Murtazaev S (2008) Effective concretes and solutions for construction and restoration works using concrete scrap and waste ash of thermal power plants. Bulletin of MSUCE 3:124–128 4. Bataev, D., Murtazaev, S., Ismailova Z.: Compositions and properties of concretes based on industrial waste, Proceedings of M.D. Millionshchikov GSNI: GSNI, Grozny 7, 108 – 115 (2007) 5. Kurochka P, Mirzaliev R (2012) Concretes with aggregate from secondary concrete crushing products. Bulletin of RSTU 3:140–147 6. Kalygin A, Fakhratov M, Sokhryakov V (2010) Experience of using crushed concrete waste in the production of concrete and reinforced concrete products. Constr Mater 6:32–33 7. Kikava, O., Solomin, I.: Recycling of construction waste, Moscow, Signal 84 (2000) 8. Yoshio, K.: Studies into the reuse of demolished concrete in Japan, EDA/RILEM Conference «Reuse of concrete and brick materials» 342–348 (1985) 9. Boesmans, B.: Crushing and separating techniques for demolition material, EDA/RILEM Conference «Reuse of concrete and brick materials» 218–222 (1985) 10. Kenai S, Debieb F (2011) Caracterisation de la durability des betons recycles a base de gros et fins granulates de briques et de beton cjncasses. Mater. And Struct 44(4):815–824

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11. Lovato P, Possan E, Denise C, Masuero A (2012) Modelling of mechanical properties and durability of recycled aggregate concretes. Concr. And Build. Mater 26(1):437–447 12. Lesovik, R., Tolypina, N., Composite Binder on the Basis of Concrete Scrap, Lecture Notes in Civil Engineering 307–312 (2020) 13. Karpacheva, E., Rakhimbaev, S., Stolypina, N.: Corrosion of fine concrete in aggressive environments of complex composition: monograph. Saarbrucken: LAB LAMBERT 90 (2012) 14. Rakhimbaev, S., Stolypina, N.: Increasing the corrosion resistance of concrete by rational choice of binder and aggregates: monograph, Belgorod, Publishing House of BSTU, p. 250 (2015) 15. Khakhaleva, E., Rakhimbaev, S., Tolypina, N.: Improving the corrosion resistance of concrete structures of industrial enterprises: monograph. Belgorod: Publishing house of BSTU 84 (2016) 16. Rakhimbaev, S., Tolypina, N.: Methods for assessing the corrosion resistance of cement composites. Bulletin of BSTU named after V.G. Shukhov 3, 23–24 (2012) 17. Tolypina N (2016) On the interaction of cement matrix with aggregates. Modern high-tech technologies 6:81–85

The method of Selecting the Characteristics of a Belt-Rope Damper with a Torsion Bar or a Single-Acting Hydraulic Cylinder A. I. Shein(B)

, A. V. Chumanov , and O. G. Zemtsova

Penza State University of Architecture and Construction, Penza, Russia [email protected]

Abstract. The article considers a new type of vibration dampener, which is a ribbon-cable system equipped with a single-acting hydraulic cylinder or torsion bar. The principle of operation of the damper is to generate internal forces to counteract the oscillatory movements of the protected object. This type of vibration dampener can be used on buildings and structures for various purposes experiencing seismic impacts. A mathematical method for determining the magnitude of external force influences on the protected nodes is given in order to select effective parameters of the damper. The torsional stiffness of the torsion bar and the stiffness of the spring of the hydraulic cylinder or the coefficient of resistance to the movement of the fluid of the hydraulic cylinder is taken as the parameter under study. The authors conducted a series of numerical experiments that showed the effectiveness of the developed vibration damping systems. The calculation results showed the effectiveness of this principle of operation of the damper. The greatest contribution to the damping of vibrations is made by the parameter of the longitudinal force in the belt (cable) of the damper, with an increase in which there is a significant decrease in the magnitude of the amplitude of vibrations. Keywords: Seismic Protection · Vibration Damper · Band-Rope System · Single-Acting Hydraulic Cylinder · Torsion Stiffness · Dome Structure

1 Introduction To create conditions for the mechanical safety of buildings and structures, followed by the construction of theory and the development of analytical and computational methods for calculating the safety systems of structures and structural systems of buildings and structures, new solutions of devices that provide acceptable parameters of displacement under dynamic influences are needed. These new devices – vibration dampers – should ensure the survivability of structures, reduce the risks of accidents, increase the reliability and service life of building structures, including in emergency situations, special and beyond-design impacts. The improvement of methods for damping vibrations of mechanical systems under natural and man-made impacts is associated with the construction and development of the theory and methods of calculating the mechanical safety of structures and structural © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 167–173, 2024. https://doi.org/10.1007/978-3-031-44432-6_22

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systems of buildings and structures. In turn, the development of theory and methods for assessing the stress state and survivability of building structures, buildings and structures, including in emergency situations, special and beyond-design impacts contributes to the adoption of the most effective methods of damping vibrations and the correct setting of dampers. The tuned liquid column damper [1, 2], used mainly for high-rise buildings, has become widespread. Vibration damping can also be performed using composite polymer materials [3], friction vibration dampers, roller systems [4], etc. The development presented in [5] is also of interest. In [6], a new method of damping vibrations using a tape system was proposed. A new vibration damping device is proposed – a belt-cable system with a singleacting hydraulic cylinder or a torsion bar to create additional one-way force effects on the protected nodes of load-bearing structures that prevent the oscillatory movements of these nodes. An important feature of belt systems is the ability to create (if necessary) polygonal configurations by installing intermediate roller supports.

2 Methods and Materials The objective of the proposed device is the semi-active damping of spatial vibrations of the protected mechanical system. The object of this system is the damping of vibrations of mechanical systems. The subject of the invention is a method of damping vibrations.

Fig. 1. A damper with a one-way hydraulic cylinder (5) and an intermediate mounting point.

The belt-rope method of extinguishing (Fig. 1) consists in the fact that pre-tensioners (2) are attached to the supports, and in the attachment points of the tapes (cables) (1) (including at the intermediate attachment points (3) of the tapes) to the protected structure (4) tension forces acting as one-way connections. The pre-tensioners wind up and tighten

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the tape (cable) until the longitudinal force in the tape (cable) takes the set value N. Thus, this damping system allows unwinding of the tape (cable) only when the drag force in the hydraulic cylinder (5) is greater than N, which creates the effect of damping vibrations. A band-rope system with one-way hydraulic cylinders for damping vibrations of structures works as a system of one-way force actions on protected nodes of load-bearing structures, formed by band-rope elements equipped with pre-tensioners and hydraulic cylinders of one-way action, fixed to protected nodes and supports. This system creates cumulative unilateral force effects on the protected nodes of load-bearing structures that prevent the oscillatory movements of these nodes.

3 Results and Discussion The subject of the study is the damping properties of the structural system “structure – damper” with a ribbon-cable damper, studied on dynamic computational models in order to use them most effectively. Two variants of tension of the belt-cable system with the effect of braking and retaining coupling are considered – a one-way hydraulic cylinder with a pre-tensioner (Fig. 1) and a torsion with a pre-tensioner (Fig. 2).

Fig. 2. A damper with torsion bar (2) and intermediate mounting point.

To minimize the influence of seismic load on the oscillatory motion of a mechanical system (structure), it is necessary that the vector of the force preventing the movement of the protected node is numerically equal to the magnitude of the inertia force of the portable movement or the portable force of seismic action on the protected node:  ¨ ix )2 + ( ¨ iy )2 + ( ¨ iz )2 , N = Mi · ( (1) ¨ ix , where M i is the generalized mass i of the node in which the damper cable is fixed;  ¨ iy ,  ¨ iz – acceleration of ground movement along the x, y and z axes, respectively. 

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The most dangerous state of motion of a mechanical system can be considered, in which all the masses move in the same direction, as if helping each other, i.e. movement according to the first form of natural oscillations. In this case, the equivalent mass of the protected node is equated to the generalized mass of the first form of natural oscillations of the mechanical system: Mi = V1T M V1 ,

(2)

where M i is the generalized mass of the 1st oscillation form; M is the mass matrix of the mechanical system; V 1 is the eigenvector of the first oscillation form. When using a torsion bar, the tension force of the cable N will create a torque N · r = c · ϕ,

(3)

where r is the radius (length of the lever) of the torsion bar; c is the torsional or angular stiffness of the torsion bar; ϕ is the twisting angle. Considering that the torsion torsion angle is associated with the movement of the i node in the direction of the cable tension force by the ratio ϕ = Ui0 /r,

(4)

we get the value of the cable tension in the form: N=

c · Ui0 . r2

(5)

When using a hydraulic cylinder, the tension force of the cable N will depend on both the magnitude of the displacement and the speed of movement of the node: N = c1 · Ui0 + α · U˙ i0 ,

(6)

where c1 is the stiffness of the spring providing the necessary force of resistance to movement and the return movement of the piston; α– coefficient of resistance to the movement of the hydraulic cylinder fluid; Ui0 , U˙ i0 is the movement and velocity of the node in the direction of the tension force of the cable. The calculation of the damper will be performed on the effect of the seismic load given by the spatial accelerogram of the earthquake. In this case, it is first necessary to determine the maximum acceleration value or the maximum of the sum of squares function of the projections of the portable acceleration at some point in time t + t: ¨ iy )2t+t + ( ¨ iz )2t+t ¨ ix )2t+t + ( maxf (t) = (

(7)

This value can be easily calculated as the extreme acceleration value from the numerical accelerogram of the earthquake. Equating the relations (5) and (6) to the expression (1) taking into account (7) for the moment of time t + t, we obtain: 0 c · Uen = Mi · 2 r



¨ ix )2 ¨ 2 ¨ 2 ( t+t + (iy )t+t + (iz )t+t ,

(8)

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 ¨ ix )2 ¨ 2 ¨ 2 ( t+t + (iy )t+t + (iz )t+t .

(9)

0 c1 · Ui,en +α·

0 U˙ i,en

t

= Mi ·

0 and U ˙ 0 – are the for the torsion bar and hydraulic cylinder, respectively. Here Ui,en i,en maximum permissible movement and speed of the protected node in the direction N, respectively. These ratios allow us to determine the effective value of torsion stiffness of the torsion bar and the stiffness of the spring of the hydraulic cylinder or the coefficient of resistance to the movement of the fluid of the hydraulic cylinder:  0 ¨ ix )2 ¨ 2 ¨ 2 (10) c = Mi · r 2 ( t+t + (iy )t+t + (iz )t+t /Ui,en ,

c1 = (Mi ·



¨ ix )2 ¨ 2 ¨ 2 ( t+t + (iy )t+t + (iz )t+t − α ·

0 U˙ i,en

t

0 )/Ui,en .

(11)

These ratios can be used both directly to determine the stiffness parameters, and to become the starting point for determining the optimal parameters of a tape-cable damper. Below are studies of vibrations of open domes with ribbon-cable dampers (Fig. 3). (a)

(b)

Fig. 3. The form of deformation of open domes (a); installation scheme of the damper (b).

The calculation results show that with a single impact of an air shock wave on the design of a locator with a vibration dampener, the amplitude of the oscillations of the extreme rings decreases significantly, starting from the phase of the impact of the load (Fig. 4). But at the levels of other rings, there is a slight decrease in the amplitude of the oscillations. Therefore, for more efficient use of this extinguisher, it is necessary to install it at several levels of the structure. To conduct numerical experiments, a program for dynamic calculation of the dome system for seismic impact has been compiled, implementing the algorithm described above. Below is a series of vibration damping graphs with point movements in the direction of acceleration of the calculated accelerogram, compiled for a locator with an outer ring radius of 10 m at different forces of the beginning of unwinding of tapes N and coefficients of resistance to unwinding motion b (Fig. 5).

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Fig. 4. The movements of the locator nodes in which the vibration dampener is installed.

Fig. 5. Graphs of movement at: N = 1800 N, b = 2000 kg/sec (a); N = 1200 N, b = 750 kg/sec (b); N = 900 N, b = 750 kg/sec (c); N = 600 N, b = 1500 kg/sec (d).

The results of calculations show that such a method of damping vibrations allows to reduce the amplitude of vibrations from seismic loads by half.

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4 Conclusion A new vibration damping device is proposed – a belt-cable system with a single-acting hydraulic cylinder or a torsion bar. Based on the results of the analytical study, the relations for calculating the modules of external force influences through the belt-cable system on the protected components of the structure were determined in order to select the parameters of the dampers, to generate internal forces to counter oscillatory movements for a torsion damper and a one-way hydraulic cylinder damper. Analytical calculations lead to formulas that allow us to find the effective value of torsion stiffness of the torsion bar and the stiffness of the spring of the hydraulic cylinder or the coefficient of resistance to the movement of the fluid of the hydraulic cylinder. Acknowledgements. The work is realized in the framework of the RSF support according to the research project № 23-29-00653 «Development of methods for damping vibrations of domeforming and rectangular frames of buildings and structures».

References 1. Adam C, Di Matteo A, Furtmüller T, Pirrotta A (2017) Earthquake excited base-isolated structures protected by tuned liquid column dampers: design approach and experimental verification. Procedia Eng. 199:1574–1579. https://doi.org/10.1016/j.proeng.2017.09.060 2. Altay O, Nolteernsting F, Stemmler S, Abel D, Klinkel S (2017) Investigations on the performance of a novel semi-active tuned liquid column damper. Procedia Eng. 199:1580–1585. https://doi.org/10.1016/j.proeng.2017.09.061 3. Lasowicz N, Jankowski R (2017) Investigation of behaviour of metal structures with polymer dampers under dynamic loads. Procedia Eng. 199:2832–2837. https://doi.org/10.1016/j.pro eng.2017.09.540 4. Burtseva O, Tkachev A, Chipko S (2015) Roller seismic impact oscillation neutralization system for high-rise buildings. Procedia Eng. 129:259–265. https://doi.org/10.1016/j.proeng. 2015.12.046 5. Abramyan, S.G., Burlachenko, O.V., Oganesyan, O.V., Burlachenko, A.O., Archakov, I.B., Pleshakov, V.V.: Technological solutions ensuring reliable operation of steel vertical reservoirs in seismic areas. Constr. Mat. Prod. 5(5), 5–16 (2022). https://doi.org/10.58224/2618-71832022-5-5-5-16 6. Shein AI, Chumanov AV (2021) Belt vibration system for closed-type domes. Lect. Notes in Civil Eng. 160:245–252. https://doi.org/10.1007/978-3-030-75182-1_33

Hydro-Physical Properties of the Coating for the Walls of Aerated Concrete V. I. Loganina1(B) , M. V. Frolov1 , A. V. Klyuev2 and E. A. Solovyeva5

, L. S. Sabitov3,4

,

1 Penza State University of Architecture and Construction Princeton University, Penza, Russia

[email protected]

2 Belgorod State Technological University Named After V.G. Shukhov, Belgorod, Russia 3 Kazan (Volga Region) Federal University, Kazan, Russia 4 Kazan State Power Engineering University, Kazan, Republic of Tatarstan, Russia 5 Moscow State University of Technologies and Management, Moscow, Russia

Abstract. The work is devoted to the development of formulations for heatinsulating dry building mixtures, using which it is possible to obtain coatings characterized by low vapor permeability resistance, high heat transfer resistance and high water resistance. The type of filler used has a significant impact on these properties. In the course of the research, the hydro-physical properties of coatings obtained using various highly porous fillers were compared: hollow glass microspheres, ash aluminosilicate microspheres, expanded vermiculite and perlite sand. It was found that when using fillers based on microspheres, coatings were obtained that are characterized by high closed porosity, reaching 40.0–56.9%, depending on the type of microspheres. When using expanded vermiculite and perlite sand, the closed porosity is much lower and does not exceed 24.7–27.5%. Because of this, the use of microspheres in the composition of the developed dry building mixtures resulted in coatings characterized by higher water resistance compared to coatings obtained using other porous fillers. It has been established that coatings based on heat-insulating dry building mixtures. Obtained using microspheres are characterized by good frost resistance and high ability to withstand the effects of slanting rains. Keywords: Lime · Glass Hollow Microspheres · Aluminosilicate Ash Microspheres · Vapor Permeability · Moisture Diffusion Coefficient · Water Resistance

1 Introduction One of the important directions of improvement of modern finishing compositions is to develop formulations of thermal insulation dry mixes (DBM), the use of which is possible to obtain coatings, characterized by low resistance to water vapor transmission, high heat resistance and high resistance to water [1–3]. When used for finishing of aerated concrete DBM is possible to avoid condensation of moisture in the interior of the building envelope, and as a result, deterioration of thermal protection and performance properties of the wall. © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 174–181, 2024. https://doi.org/10.1007/978-3-031-44432-6_23

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For thermal insulation coatings use expanded vermiculite sand (EVS) and expanded perlite (EPS) [4–6]. These fillers significantly increase the water demand of the finishing compositions, thereby increasing water absorption. Water resistance of the coatings based on these fillers is reduced. To reduce the water demand of compositions, increase strength and water resistance use as a filler for plaster hollow glass microspheres (HGM) and ash aluminosilicate microspheres (AAM) [7, 8]. We have developed a composition of DBM, including: hydrated lime, additive based on a mixture of calcium silicate and calcium aluminum silicates, white cement, ground aerated concrete, additive Melflux 2651F, redispersible powder VINNAPAS 8031H, water-repellent agent sodium oleate, highly porous filler [9]. To assess the durability of coatings during operation, the hydrophysical6 properties of coatings based on the developed composition were studied.

2 Methods and Materials Used hydrated lime 2 grade with an activity of 86%, specific surface Ssp = 11800 cm2 /g. Characteristics excipients are provided below: – HGM has a density of 130 kg/m3 , a particle diameter up to 100 μ, pore wall thickness of 1… 3 mm; – AAM have a density of 400 kg/m3 , a particle diameter up to 400 μ, the solid particles have non-porous walls 2 to 10 μ thick; – EVS has a density of 150 kg/m3 , humidity not exceeding 3%, the grain structure of 0.14… 1.25 mm; – EPS mark M-150, having a density of 150 kg/m3 , grain composition of 0.14… 0.63 mm, humidity not exceeding 2%. We made samples size 4 × 4 × 16 cm to determine water absorption at capillary suction. The samples hardened in air-dry conditions at temperatures 18–20 °C and a relative humidity of 50–60%. The side faces the samples were coated with a waterproof composition. The samples were placed in a bath of the end face on the mesh support. Water absorption at capillary suction was determined by the formula W = Kw

m1 − m2 , kg/m2 · h0.5 S

(1)

where m1 is mass of dry sample, kg; m2 is mass of the wet sample after 24 h of moisture saturation, kg; S is humidified sample verge area, m2 ; KW is coefficient taking into account the time of the sample saturation. We determined the equivalent air gap Sd , m according to the formula Sd = μx · d , m

(2)

where d is thickness of the material layer, m (0.02 m for all accepted variants coating d); μx is dimensionless coefficient vapor permeability sample compared to the air vapor permeability, defined by the formula μx =

μb μ

(3)

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where μx is coefficient vapor permeability of air mg /m h Pa; μ is the coefficient of vapor permeability of sample mg /m h Pa. To evaluate water saturation rate is determined by the diffusion coefficient D of moisture [8]. The formula used to calculate the moisture diffusion coefficient: D=

Wm (t2 ) − Wm (t1 ) 2 R2 · ln , m /s 2 π ·t Wm (t)3 − Wm (t2 )

(4)

where R is half of the coating thickness, m; t is time interval between measurements of the moisture content by weight Wm , s; Wm (t1 ), Wm (t2 ), Wm (t3 ) is water absorption by weight of the samples after 20, 40 and 60 min after the start of moisture saturation, %. The coefficient of thermal conductivity λ of the finishing composition in a dried state was determined on samples the size 10 × 10 × 2.5 cm a using the device ITP-MG4 “100”. Vapor permeability coefficient μ finishing composition was determined according to GOST 25898-2012 “Building materials and products. Methods for determination of water vapor permeability and water vapor resistance”. The evaluation of the frost resistance of the plaster mortar based on the developed formulations of the heat-insulating DBM was carried out by the method of alternate freezing and thawing of samples of the finishing composition with a size of 0.07 × 0.07 × 0.07 m after 28 days of air-dry hardening. According to GOST 11118-2009, for finishing coatings for aerated concrete, a decrease in peel strength after 35 cycles of freezing and thawing is normalized. Evaluation of the adhesion strength of the developed finishing composition with aerated concrete was carried out by the method of breaking the stamp according to GOST 11118-2009.

3 Results and Discussions Considering that the hydrophysical properties of plaster coatings largely depend on their pore structure [10–13], studies have been carried out to change the structure of the pore space of mortar composites as they are filled with various highly porous fillers. The results of studies of the pore space of composites obtained using the WFP are presented in Fig. 1, a, composites obtained using the WFP are presented in Fig. 1, b. When using EVS and EPS, the total porosity of mortar composites increases from 60.8% to 80.2% and to 72.4%, respectively. An increase in the total porosity in these composites occurs mainly due to an increase in the number of open pores formed due to the high water demand of these fillers. The open porosity of mortar composites filled with EVS increases from 40.7% to 53.1%, that of those filled with EPS – from 40.7% to 47.7%. The increase in closed porosity is not so significant and is mainly due to the high microporosity of these fillers. The results of studies of the pore space of composites obtained with the use of PSM are presented in Fig. 2, a, composites obtained using the PMA are presented in Fig. 2, b. Filling the mortar composite with HGM allows increasing the total porosity from 60.8% to 81.0%. Filling with AAM increases the total porosity from 60.8% to 67.2%. The increase in the total porosity when using microspheres occurs due to the growth of closed porosity due to the hollow structure of these fillers. The closed porosity of

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Fig. 1. The structure of the pore space of mortar composites: a – obtained using the EVS; b – obtained using the EPS.

Fig. 2. The structure of the pore space of mortar composites: a – obtained using AAM; b – obtained using HGM.

composites filled with HGM increases from 20.1% to 56.9%, filled with AAM, and increases from 20.1% to 40.0%. Mortar composites obtained using microspheres have lower open porosity compared to control composites. In the course of further studies, composites obtained using various fillers in the amount of 40% by weight of lime were compared. Determined moisture diffusion coefficients D, m2 /s, vapor permeability coefficients M, mg/m h Pa, water resistance coefficient and the kinetics of water absorption coatings. The dependence of water absorption by weight Wm coatings from moisture saturation time is shown in Fig. 3. It was found, that the composites (filler AVS and APS) are characterized by high values of water absorption by weight Wm . After 24 h of saturation for composites (filler AVM) absorption of water by weight was Wm = 69.11% (Fig. 3 curve 3), for the composites (filler APS) water absorption by weight was Wm = 50.64% (Fig. 3, curve 4). Composites (filler AAM and HGM) are characterized by lower values of water absorption by Wm weight. After 24 h of saturation for the composites (filler HGM) water absorption by weight was Wm = 42.92% (Fig. 3, curve 1), for the composites (filler AAM) water absorption by weight was Wm = 34.31% (Fig. 3, curve 2). The results of these studies are presented in Table 1.

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The data given in Table 1, indicate that composites filled with AVS and APS have high vapor permeability, low water resistance, and high values of the moisture diffusion coefficient. This is due to the predominance of open porosity in the pore structure of these composites. Coatings filled with HGM and AAM are characterized by higher water resistance compared to coatings filled with AVS and APS. This is due to the predominance of closed porosity in the pore structure of these composites.

Water absorption Wm, %

80.0 70.0 60.0

3

4

50.0 40.0

1

30.0

2

20.0 10.0 0.0

0

4

8

12

16

20

24

Time, h Fig. 3. The kinetics of water absorption coatings filled with 1 – HGM; 2 – AAM; 3 – APS; 4 – AVS.

Plaster for gas concrete should protect the walls from moisture as a result of the slanting rain. In [14] listed the characteristics, that allow to classify coating for exterior wall decoration for their ability to counteract the effects of skew rain. Normalize value water absorption when capillary suction Wcs , value vapor diffusion – equivalent air layer of thickness sd , m, and the product of these two values Wcs Sd . The results of these studies are presented in Table 2. In the normative literature [15] for the exterior finish aerated concrete is allowed to use finishing compositions, characterized by water absorption when capillary suction Wcs r1 for n segments of the same length h by points r¯i = r1 + h (i ≈ 0, 1, 2 . . . n); rn = 1. Then we can change derivatives on r¯ central finite differences with the increasment h in the Eq. (2.1). In order not to calculate the integral in the right part, we differentiate (14) by ¯t and mark it as follows: σ˙ i =

∂ σ¯ (r, t)|r=r i ∂ ¯t

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Then instead of (19) we have the following system of equations:   ⎧ 2 1 3 ⎪ − σ˙ 2 = I1 σ ˙ + + 1 2 2 ⎪ 2hr h ⎪ h  1 ⎪ ⎨ 1 3 2 1 3 σ ˙ σ˙ i+1 = Ii − − σ ˙ + + i−1 i 2 2 2 2hr 2hr h h h 1 i ⎪ ⎪ (i = 2, 3 . . . n − 2) ⎪ ⎪ ⎩ 1 − 2hr3n−1 σ˙ n−2 h22 σ˙ n−1 = In−1 h2

(20)

where, as can be seen from (14) and from the definition of central differences:   ⎧

 1 3 ⎪ I σ˙ − ∂∂¯t Φ σ¯ r, ¯t , t , = − + ⎪ 1 2 ⎨ h  2hr 1 0 Ii = −∂∂¯t Φ σ¯ r, ¯t ,t , (i = 2, 3 . . . n − 2) ⎪ ⎪ ⎩ In = 1 − 3 σ˙ n − ∂ Φ[σ¯ (r, ), t], h2

∂ ¯t

2hr n−1

∂  1+ν  ψ Φ σ, ¯ ¯t = f σ, ¯ ¯t e . ∂t 3

(21)

σ1 and σ˙ n determined by all t are known from boundary conditions. If at some value of ¯t = t1 , the function σ¯ r, ¯t and, thus, Ii are known, than one can find σi r, ¯t from the  system of Eqs. (20), and approximately calculate σ¯ ri , ¯t1 + ¯t ) using the formula:    (22) σ¯ r i , ¯t1 + ¯t = σ¯ r i , ¯t1 + ¯t σ¯ i r i , ¯t1 In which ¯t = 0, σ¯ (¯r , t) coincides with the solution of the elastic problem [3] and σ˙ i can be calculated by the formula: σ˙ i |t=0 =

P˙ 1 (0)¯r12 − P˙ 0 (0) 1 − r¯12

+

1 P˙ 1 (0) − P˙ 0 (0) . r1 1 − r¯12

The dots above P1 , P0 mean the differentiation by ¯t . Knowing σ˙ i |t=0 and using formula (22) and system (20) it is possible to count the values of σ¯ with all the ¯t sequentially (by ¯t ).  The most cumbersome part of calculations is sequential calculation of Ii σ¯ , ¯t . The calculation of σi is brought to the multiplication of the vector (Ii ) by the inverse matrix of the system (20); this matrix is calculated once for all, since it does not depend on ¯t and the boundary conditions. In order not to get too large numbers in intermediate calculations (especially when calculating the exponent), it is more convenient to calculate at firsy ¯t σ (r, t), multiplying the right parts of the system (20) by ¯t and rendering ¯t ∂t∂ (σi ) to: 1+v ¯ f (σ¯ )eψ+ln(t) . 3

4 Test Tasks. Results and Discussion To calculate the considered problem according to the method described in paragraph 2, a computer program has been compiled.

On the Issue of Creep of Hollow Cylinders under Normal Pressure

207

The program can be used for any piecewise continuous functions σ¯ (¯t ), P0 (¯t ), P1 (¯t ) with bounded derivatives. Calculations of the following special case were performed: the internal radius is equal to half of the outer (ri = 0, 5): normal axial voltage σz = 0, the Poisson ratio 2 5 ν = 0, 33, n = 0, 03 MM K ; m = 0, 1n; T0 = 2 · 10 s. External pressure Pb = 0; internal pressure Pa has the form shown in Fig. 2.

Fig. 2. Dependence of the growth of internal pressure on time.

Figure 3 and 4 show the following cases, respectively: a = 41 kg/mm2 ; tg β = 10 i a = 80, 8 kg/mm2 ; tg β = 1.

Fig. 3. (a) Distribution of circumferential stresses over time (a = 41 kg/mm2 ; tg β = 10). (b) Distribution of circumferential deformations over time (a = 41 kg/mm2 ; tg β = 10).

The designations on the figures are as follows: r is for the distance from the axis of the cylinder divided by the outer radius; σθ and σr is normal voltages, perpendicular  directed and parallel to r (kg/mm2 ), εθ is full stretch deformation of εθ = ur , where u is the total radial displacement is perpendicular to the radius; E is Young’s module.

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The long dotted line in Fig. 3b and 4b shows the values Eeθ ; eθ is the part of εθ , which is balanced by elastic stresses (Eeθ = σθ − νσr ).

Fig. 4. (a) Distribution of circumferential stressesover time (a = 80, 8 kg/mm2 ; tgβ = 10). (b) Distribution of circumferential stresses over time a = 80, 8 kg/mm2 ; tgβ = 10 .

The long dotted line is E (εθ − e0 ) – integral term in formula (2), one should not mistake εθ −e0 , as residual deformation remaining after the load is removed: to calculate the residual stresses and deformations, one must set the corresponding decrease in load over time. Each curve line corresponds to a color-given time value t. The radial stress σr ary comparatively little over time; however, the creep has a strong effect on σθ becoming greater with the greater load. At the beginning of the process, σθ differs little from those calculated according to the theory of elasticity. However, over time, the stresses at the inner (loaded) surface decrease greatly, and at the outer surface they increase; the maximum of σθ , shifts from the inner surface to the middle of the section (a similar distribution was obtained in some calculations according to the theory of plasticity). Physically, this can be explained by the fact that at the inner edge, elastic deformations quickly turn into residual ones, which leads to a decrease of σθ . Therefore the distribution of σθ by r becomes straighter over time. However, the uneven distribution of σr it is maintained and supported by a positive load. It is interesting to note that in the middle there is a region where σθ and ε are approximately constant in time. If tanβ (load build-up rate) is strongly reduced (by several magnitudes), thatn the maximum stresses inside the cylinder decrease at a given load; the residual stresses do not decrease at the same time, but their distribution by r changes. Complete deformation of εθ at constant load increases monotonously. However, the ratio of elastic and residual deformations at different times is significantly different.

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209

Of course, during the whole process, the rate of elongation deformation along the axis of the cylinder also changes. A comparison of Fig. 3 and Fig. 4 also shows a significant nonlinearity of the process.

5 Conclusion These calculations illustrate the possibilities of the applied theoretical apparatus. However, quantitative comparison with experimental data should be further researched. First of all, one should determine T0,n by testing material samples for tensile strength at different load duration or strain rate, in this case, it may be necessary to additionally take into account the hardening, adding some deformation functions into the equation for ψ (this problem is considered in [4]). After such tests (the experience of which exist), a calculation can be carried out for comparison with experimental data on cylinder deformation. First of all, it may be interesting to consider the following: 1. the influence of the function type P0 (t), P1 (t) (i.e., the dependence of the load on the time of its duration, the rate of rise, fall, etc.) on the magnitude and distribution of stresses, the ratio of elastic and residual deformations in different directions and on residual stresses and deformations; 2. relaxation of residual stresses and change of residual deformations over time in the absence of external load; 3. the effect of repeated loading on voltages (hysteresis phenomena); 4. the influence of a small external pressure on the stress distributions; it is significant, since the process under study strongly depends on the derivatives of σr , by r; this may open up the possibility of controlling the process of residual deformations. The calculation of these patterns can be carried out according to the same program as the calculation of the graphs shown in Figs. 3 and 4.

References 1. Gurevich GI (1959) On the generalization of the Maxwell equation for the case of 3 measurements taking into account small deformations of the elastic consequence. Proc IFZ USSR Acad Sci 2:169 2. Andreev VI (2002) Some problems and methods of inhomogeneous bodies mechanics. Publishing House of the DIA, Moscow 3. Rabinovich AL (1996) Some basic questions of reinforced plastics mechanics. Moscow 4. Goldman AY (1979) Strength of structural plastics. Mechanical Engineering Leningrad department 5. Andreev VI, Chepurnenko AS, Jazyjev BM (2014) Model of equal-stressed cylinder based on the Mohr failure criterion. Adv Mater Res 72:887–888 6. Shorstov RA, Yaziev SB, Chepurnenko AS, Klyuev AV (2022) Flat bending shape stability of rectangular cross-section wooden beams when fastening the edge stretched from the bending moment. Constr Mater Prod 5(4):5–18. https://doi.org/10.58224/2618-7183-2022-5-4-5-18 7. Litvinov SV, Kozelsky YF, Yaziev BM (2012) Calculation of cylindrical bodies under the influence of thermal and radiation loads. Inzhenerniy Vest Dona 3

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8. Makul N et al (2021) Design strategy for recycled aggregate concrete: a review of status and future perspectives. Crystals 11(6):695 9. Klyuyev SV, Klyuyev AV, Sopin DM, Netrebenko AV, Kazlitin SA (2013) Heavy loaded floors based on fine-grained fiber concrete. Mag Civ Eng 38(3):7–14. https://doi.org/10.5862/MCE. 38.1 10. Kolesnikov A et al (2022) Modeling of non-ferrous metallurgy waste disposal with the production of iron silicides and zinc distillation. Materials 15(7):2542 11. Klyuyev SV, Klyuyev AV, Lesovik RV, Netrebenko AV (2013) High strength fiber concrete for industrial and civil engineering. World Appl Sci J 24(10):1280–1285 12. Klyuev SV, Khezhev TA, Pukharenko Y, Klyuev AV (2018) The fiber-reinforced concrete constructions experimental research. Mater Sci Forum 931:598–602 13. Litvinov SV (2020) Residual stresses in bodies of rotation considering rheology. Actual problems of science and technology, pp 1594–1597 14. Drobinin MM, Boyarshinova IN (2012) Reducing the level of residual stresses in polymer products by optimizing the production process. Collect Sci Pap SWorld 4:72–78

Improvement of Calculation for Determining the Deflections of Flexible Non-centrally Compressed Reinforced Concrete Poles Strengthened with Composite Materials in the Transverse Direction D. R. Mailyan(B)

, S. V. Georgiev , and V. E. Chubarov

Don State Technical University, Gagarina Square, 1, 344010 Rostov-on-Don, Russia [email protected]

Abstract. The analysis of calculation methods stated in the normative literature on strengthening of reinforced concrete structures with composite materials located in the transverse direction by wrapping the structures showed that there is no calculation method for the second group of limiting states. Code of Rules 164.1325800.2014 “Strengthening of reinforced concrete structures with composite materials” does not consider options for strengthening flexible compressed reinforced concrete structures, with the location of composite materials in the transverse direction, introducing restrictions on the dimensions of structures. However, our research suggests the opposite. This paper gives experimental values of deflections of strengthened concrete reinforced poles in transverse direction with composite materials, characteristics and test procedure of experimental specimens. The results of theoretical calculation of deflections are presented and, on the basis of comparison of experimental and theoretical values of deflections, the algorithm of calculation according to the second group of limiting states has been developed. A new deflection calculation algorithm has been developed for poles strengthened in the transverse direction. Corrections to the calculation of the elastic modulus of concrete Eb1 , by introducing the coefficient kf 5 , for the poles “without cracks” are offered and the value of the relative deformation of concrete Eb1,red for the poles “with cracks” is corrected. Keywords: Concrete · Reinforced Concrete · Carbon Fiber · Composite Material · External Reinforcement · Deflections · Compressed Elements

1 Introduction The effectiveness of the use of composite materials in the field of strengthening of reinforced concrete structures in recent years is increasingly confirmed by the results of scientific research [1, 2]. High strength properties and close to the metal modulus of elasticity of composite materials on the basis of carbon fiber reinforced plastic [3–5], as well as the simplicity of the methods of work on strengthening [6], make this method as © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 211–219, 2024. https://doi.org/10.1007/978-3-031-44432-6_27

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effective as traditional options for strengthening with concrete and metal, and in some cases, the use of composites become a more effective method or even the only one [7, 8]. In the field of strengthening of compressed elements there are a number of structures in which the use of composite materials would be most economical and effective [9, 10], compared with other methods. Such structures include reinforced concrete columns of bridges, trestles, overpasses, industrial buildings, where the use of composite materials has advantages [11–13], such as increased resistance to aggressive environmental influences, simple technology of works on strengthening, with a minimum set of tools, which is especially important for objects remote from cities, a significant increase in the strength of reinforced structures, etc. The arrangement of composite materials in transverse direction increases the compressive strength of concrete and, along with high-strength concretes [14, 15], increase the rationality of the use of reinforced concrete compressed load-bearing structures in construction. To date, Code of Rules 164.1325800.2014 is the main normative document for the design of strengthening of reinforced concrete structures with composite materials. In spite of the fact that the normative document covers strengthening of the majority of reinforced concrete structures, the accuracy of calculation methods remains under question.

2 Methods and Materials To solve the assigned tasks, 15 reinforced concrete poles were manufactured, strengthened and tested. During the test the deflections of the specimens were replaced. The values of deflections at 3 load levels of 80%, 90% and 95% of the destructive load were taken into comparative analysis. This includes the operational, before destructive and destructive loading levels of the structures. Experimental values of deflections are given in (columns 7, 10, 13 Table 1). In earlier studies [16, 17], the results of comparing the deflections of reinforced specimens with similar non-reinforced (reference) specimens, the influence of the pitch of composite clamps, flexibility and eccentricity of load application on the increase in rigidity of the specimens are described. In turn, all experimental specimens were calculated according to the code of rules 164.1325800.2014 on strengthening of reinforced concrete structures with composite materials for the second group of limiting states. As a result of calculations the theoretical values of deflections were obtained (columns 8, 11, 14 Table 1, which were further compared with the experimental ones. Characteristics of materials, design of pole frames, reinforcement technique and tests are described in detail in works [5, 18, 19]. Below, to understand the research question, the main characteristics of the test specimens are briefly given. The cross-section of the poles was 250 × 125(h) mm and the length was 1200 mm and 2400 mm, made of heavy concrete with a design strength class of B30–35. The longitudinal reinforcement of all the poles was the same and consisted of 4Ø12A500. The

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Table 1. The results of deflection calculations according to the normative methodology and taking into account the authors’ suggestions. № Specime n code λh

Parameters e0

Mpa

Crac k mm

mm

mm

mm

mm

12

13

14

15

2.17 1.57 4.30 0.83 0.93 0.93 2.00 1.39 2.88

0.4 0.8 0.3 7.2 6.5 7.6 7.0 9.0 5.0

0.35 1.14 0.9 5.7 5.7 6.2 9.7 12.1 10.1

0.88 1.43 3.00 0.79 0.88 0.82 1.39 1.34 2.02

9.4 17.5 18.0 15.0 29.0 35.0

8.7 14.6 17.8 31.2 39.3 43.7

mm

1

2

3

4

5

6

2 3 4 5 6 7 8 9 10 11

ADS-X1 ADS-Х6 ADS-Х5 BDS-Х1 BDS-Х2 BDS-Х5 АFS-Х1 АFS-Х3 АFS-Х5

10 10 10 10 10 10 20 20 20

0.1 0.1 0.1 2.2 2.2 2.2 0.4 0.4 0.4

282.3 363.7 283.0 282.3 284.5 302.9 280.9 259.3 258.9

7 8 9 10 11 Standard calculation results no 0.2 0.6 3.00 0.3 0.65 no 0.3 0.65 2.17 0.6 0.94 no 0.1 0.8 8.00 0.2 0.86 no 5.0 4.5 0.90 6.3 5.2 no 4.6 4.5 0.98 5.7 5.3 no 5.0 4.8 0.96 6.0 5.6 no 2.0 4.4 2.20 3.0 6.0 no 4.3 6.5 1.51 7.0 9.7 no 1.2 4.7 3.92 2.4 6.9

12 13 14 15 16 17 18

CDS-Х1 BFS-Х1 BFS-Х3 BFS-Х5 CFS-Х3 CFS-Х5

10 20 20 20 20 20

4.2 2.2 2.2 2.2 4.4 4.4

295.9 280.9 285.4 331.7 315.6 283.0

has has has has has has

19 20 21 22 23 24 25 26 27 28

ADS-Х1 ADS-Х6 ADS-Х5 BDS-Х1 BDS-Х3 BDS-Х5 AFS-Х1 AFS-Х3 AFS-Х5

10 10 10 10 10 10 20 20 20

0.753 1.075 Calculation results taking into account the proposed [23] 0.1 282.3 no 0.2 0.3 1.50 0.3 0.3 1.00 0.4 0.1 363.7 no 0.3 0.3 1.00 0.6 0.5 0.83 0.8 0.1 283.0 no 0.1 0.4 4.00 0.2 0.43 2.15 0.3 2.2 282.3 no 5.0 2.3 0.46 6.3 2.7 0.43 7.2 2.2 284.5 no 4.6 2.3 0.50 5.7 2.7 0.47 6.5 2.2 302.9 no 5.0 2.4 0.48 6.0 2.8 0.47 7.6 0.4 280.9 no 2.0 2.2 1.10 3.0 3.0 1.03 7.0 0.4 259.3 no 4.3 3.3 0.77 7.0 4.9 0.70 9.0 0.4 258.9 no 1.2 2.4 2.00 2.4 3.5 1.46 5.0

2

11.13

2

5.7 5.9 12.2 6.9 10.0 6.4 9.2 14.2 15.3 20.2 20.1 23.9

2

29 30 31 32 33 34 35 36 37 38

ADS-Х1 ADS-Х6 ADS-Х5 BDS-Х1 BDS-Х2 BDS-Х5 AFS-Х1 AFS-Х3 AFS-Х5

39 40 41 42 43 44 45

CDS-Х1 BFS-Х1 BFS-Х3 BFS-Х5 CFS-Х3 CFS-Х5

2.54 8.0 15.0 13.0 13.0 22.5 30.0

7.55 11.0 10.7 24.7 30.0 36.6

64.58

0.94 0.73 0.82 1.90 1.33 1.22

10 10 10 10 10 10 20 20 20

0.1 0.1 0.1 2.2 2.2 2.2 0.4 0.4 0.4

10 20 20 20 20 20

4.2 2.2 2.2 2.2 4.4 4.4

295.9 280.9 285.4 331.7 315.6 283.0

6.40 has has has has has has

5.7 5.9 12.2 6.9 10.0 6.4 9.2 8.1 15.3 11.9 20.1 16.1

1.04 0.57 0.64 0.88 0.78 0.80 0.423

1.55

0.35 0.58 0.46 2.9 2.9 3.2 5.0 6.2 5.1

7.55 11.0 10.7 15.7 18.7 26.5

0.88 0.73 1.53 0.40 0.45 0.42 0.71 0.69 1.02 5.60

0.4 0.8 0.3 7.2 6.5 7.6 7.0 9.0 5.0

0.47 0.6 0.33 5.7 5.7 6.2 7.2 9.0 4.9

1.18 0.75 1.10 0.79 0.88 0.82 1.03 1.00 0.98

0.94 9.4 0.73 17.5 0.82 18.0 1.21 15.0 0.83 29.0 0.88 35.0

8.7 14.6 17.8 20.9 25.6 32.7

0.93 0.83 0.99 1.39 0.88 0.93

0.82 8.0 15.0 13.0 13.0 22.5 30.0

0.93 0.83 0.99 2.08 1.36 1.25 1.39

17.28

Calculation results with the proposed by authors 282.3 no 0.2 0.4 2.00 0.3 0.4 1.33 363.7 no 0.3 0.4 1.33 0.6 0.5 0.83 283.0 no 0.1 0.3 3.00 0.2 0.3 1.50 282.3 no 5.0 4.5 0.90 6.3 5.2 0.83 284.5 no 4.6 4.5 0.98 5.7 5.3 0.93 302.9 no 5.0 4.8 0.96 6.0 5.6 0.93 280.9 no 2.0 3.3 1.65 3.0 4.5 1.50 259.3 no 4.3 4.8 1.12 7.0 7.2 1.03 258.9 no 1.2 2.3 1.92 2.4 3.3 1.38

2

2

1.04 0.57 0.64 1.54 1.32 1.19

0.191

0.20

0.206

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bound transverse collars were made of Ø6B500 wire reinforcement and set at 180 mm intervals. All test specimens depending on the eccentricity of the load application (e0 ) were divided into three series. Poles of series “A” were tested with axial eccentricity of load application e0 = 0, in series “B” the load was applied with eccentricity e0 = 2.0 cm (0.16h), and in series “C” - with e0 = 4.0 cm (0.32h). The transverse reinforcement differed in the pitch of the composite clamps, ranging from 180 mm to zero, i.e., a full cover. The number of layers of carbon fabric for all samples was equal to three. Detailed description of all schemes and reinforcement variants is given in the note to Table 1. When testing the poles, the load was applied in stages equal to 10% of the destructive load, at each stage the load remained unchanged for 10 min. Four deflectors were installed on each specimen. Two were placed in the center of the poles, which eliminated the possible rotation of the specimens around the axis during the test. The other two were placed on the near support sections, which allowed the displacement of the ends of the poles to be taken into account and the net deflections of the structures to be determined.

3 Results and Discussion The analysis of the provisions of SP 164.1325800.2014 showed that the calculation method for the II-nd group of limit states for structures strengthened with composite materials does not specify what kind of reinforcement transverse or longitudinal it refers to. Restrictions refer to the samples of great flexibility or working at a large eccentricity of the load application, i.e. according to the beam scheme. However, a rather high efficiency of reinforcement of specimens beyond the limits recommended by the code of rules was experimentally [20, 21] proved. Consequently, we faced the task of creating an algorithm for the calculation of flexible non-centrically compressed reinforced concrete structures according to the second group of limit states, strengthened with composite materials in the transverse direction. Experimental specimens were calculated by the computational algorithm of the first method, built according to SP 63.13330.2018 “Concrete and reinforced concrete structures”, that is, without taking into account the influence of composite reinforcement. The results of the deflections calculation are given in Table 1. Note: In column 2, the first letter of the code, a capital letter of the Russian alphabet, denotes at which axial eccentricity (e0 ) of the load application, the structure was tested. Letter “A” - poles tested at random eccentricity of load application, “B” - specimens tested at application of load 2 cm relative to the axis (e0 = 2 cm), “C” - also at e0 = 4 cm The second letters of the code, also capital letters of the Russian alphabet, denote the flexibility of the structure. “D” - short poles with flexibility (λh = 10), “F” - flexible poles (λh = 20). The third letter of the code, the capital letter of the Russian alphabet “S”, denotes that the poles are strengthened with composite materials. The fourth letter of the code is a capital letter of the Russian alphabet “X”, which denotes the presence of transverse composite reinforcement, i.e. the presence of clamps. All transverse reinforcement is made in three layers of carbon fabric.

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The lower index of the letter X, indicates the variant of transverse reinforcement: (1) - clamps with width Wf = 50 mm arranged in axial spacing - Sf = 190 mm; (2) - also with 140 mm spacing; (3) - means that a 250 mm wide clamp is installed in the middle of the pole height, and up and down clamps of type (1) are installed; (5) - full three-layer wrap-around clamp along the full length of the pole; (6) - clamp type (1) arranged with axial spacing equal to 115 mm (65 mm gap). In Table 1, for the convenience of analysis, all poles are divided into two groups. The first group is conditionally centrally compressed poles or operating with small eccentricity of load application. This group of poles is united by one algorithm of deflection calculation, without taking into account the influence of cracking. For the second group of poles, in the process of calculating deflections, the course of the solution was changed, taking into account the appearance of the crack in the section. The sum of the standard deviations varies from 11.13 to 2.54 and 1.55 at load levels of 0.8; 0.9 and 0.95 Nult , respectively. For the second group of poles, the inverse dependence is observed. The sum of the standard deviations varies from 0.753 to 1.075 and 1.39 for load levels of 0.8; 0.9 and 0.95Nult , respectively. Separately, it is possible to distinguish specimens reinforced with a cover or a half cover. Their theoretical deflections at all load levels are significantly overestimated from 20% to 200%. For the poles, code CDS-X1 ; BFS-X1 ; BFS-X3 , the values of theoretical deflections fteor at the load level 0.95 Nult are practically equal to the experimental ones. In these poles the transverse reinforcement has no effect on the change of deflections. For the poles BFS-X5 ; CFS-X3 ; CFS-X5 , as the results of the calculations have shown, the values of theoretical deflections are greater than the experimental ones, which indicates the influence of transverse reinforcement on the rigidity of the structures. The analysis made it possible to conclude the following: practically all values of the theoretical deflections f teor are greater than the experimental f exp , which confirms the influence of transverse reinforcement on the increase in rigidity of the specimens. For full clarity of the picture, calculations on deflections were made at 3 levels of loading, but suggestions to improve the calculation methodology were developed by taking into account the experimental values of deflections f exp at load level N = 0.95Nult . In an earlier study [22] to improve the calculation methodology of not strengthened flexible reinforced concrete poles, proposals have been developed, confirmed by experimental studies. The main essence of the developed proposals is to change the calculation of the modulus of elasticity of concrete Eb1 for specimens in which, in the course of calculation, the appearance of crack is not detected. The standard formula for determining the modulus of elasticity of concrete is Eb1 = 0.85 * Eb , suggested by us in work [22] Eb1 = 0.4 * Eb . It is proposed to make a proposal to calculate the modulus of elasticity of concrete Eb1 = 0.4 * Eb for reinforced poles, which work without cracks. The results of the calculation are shown in Table 1, lines 19–28. Further search for solutions to improve the accuracy of the calculation tool led to the same modulus of elasticity of concrete Eb1 . It is proposed for the poles “without cracks” in the calculation of deflections, the modulus of elasticity of concrete to determine the formula Eb1 = kf5 * 0.4 * Eb , where kf5 is the proposed correction factor of transverse reinforcement.

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For each pole, the value of the coefficient kf5 was found, at which the values of the theoretical deflections coincided as much as possible with the experimental ones. The analysis of the experimental coefficients showed that for conditionally centrally compressed poles (series AD and AF) there is a linear dependence in relation to the flexibility of the columns λh and to the value of the clamp pitch, which in the standards is expressed through the coefficient ke . Using the coefficient ke and flexibility λh as variables, 2 formulas for determining the coefficient kf5 were derived. Equation (1) gives almost perfect agreement with experimental coefficients. A more convenient (simplified) Eq. (2), but less accurate, was derived for engineering purposes. kf 5 = (7.9 − 0.32λh ) · ke + 0.227λh − 3.84

(1)

kf 5 = (8 − 0.32λh ) · ke + 0.2λh − 3.6

(2)

For the poles BDS-X1 ; BDS-X2 and BDS-X5 the values of the strengthening factor kf5 turned out less than unity, which is contrary to logic, so when calculating the factor is limited to the condition kf5 ≥ 1. For poles “with cracks” Eb1 = εb,red , where εb,red = Rb,ser /εb1,red ; εb1,red = 0.0015. It is proposed to make correction in definition of relative deformation of concrete εb1,red . Having made analytical calculations, the experimental value of relative deformation of concrete εb1,red =0.0025 at which convergence of theoretical and experimental deflections for all poles being essentially improved was found. Results of calculations of deflections taking into account new value εb1,red are shown in Table 1 lines 39–44. The final block diagram of the calculation of the deflections of the poles strengthened in the transverse direction by composite materials, taking into account the authors’ suggestions, is presented in Fig. 1.

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Fig. 1. Block diagram of deflection calculation according to the simplified scheme of limit states for poles strengthened in transverse direction.

4 Conclusion As a result of the experimental and theoretical studies, a methodology for calculating the deflections of strengthened compressed reinforced concrete structures with composite materials has been developed. The use of this technique will allow to carry out reinforcement of flexible compressed reinforced concrete structures, where the results of calculation on deformability is the main factor for the selection of cross-section composite materials located in the transverse direction. It has been offered to introduce into the formula of calculation of the concrete modulus of elasticity Eb1 the correction factor kf 5 (1) developed by the authors, on condition that cracks will not appear in the reinforced concrete compressed element up to the destruction of the sample. Also on the basis

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of experimental values of relative deformations of concrete εb1,red received at test of experimental specimens it is offered to replace value 0.0015 on 0.0025. This suggestion also refers to the poles which will result in cracks in the tensile zone during operation. In conclusion it should be noted that the developed method of calculation of deflections of reinforced concrete compressed structures strengthened with composite materials in transverse direction taking into account the introduction of the developed suggestions on calculation of the initial modulus of elasticity of concrete Eb1 and its relative deformation εb1,red , has shown results of deflections which differ from experimental values no more than by 15% .

References 1. Mukhamediev TA (2013) Designing reinforcement of reinforced concrete structures with composite materials. Concr Reinf Concr 3:6–8 2. Chernyavsky VA, Akselrod EZ (2003) Strengthening of reinforced concrete structures with composite materials. Hous Constr 3:15–16 3. Ustinov BV, Ustinov VP (2009) Investigation of physical and mechanical characteristics of composite materials (CM). Proc Univ Constr 11–12:118–125 4. Design and construction of building structures with fibre-reinforced polymers. CSA S806-12 (2012). Canadian Standards Association (CSA), Mississauga 5. Mailyan DR, Polskoy PP, Georgiev SV (2013) Properties of materials used in the study of reinforced concrete structures. Eng. Bull. Don 2(25) 6. Shilin AA, Pshenichny VA, Kartuzov DV (2004) Strengthening of Reinforced Concrete Structures with Composite Materials, 144 p. Stroyizdat, Moscow 7. Khayutin Y, Chernyavsky VL, Akselrod EZ (2001) The use of carbon fiber plastics to strengthen building structures. Concr Reinf Concr 6:17–20 8. Pinadzhyan VV (1948) On the issue of strengthening of reinforced concrete structures. Constr Ind 3:14–17 9. Teryanik VV, Biryukov AYu (2009) Results of experimental studies of strength and deformability of compressed reinforced elements of reconstructed buildings. Bull SUSU. Ser Constr Arch 35(168) 10. Benzaid R, Mesbah HA, Amel B (2016) Experimental investigation of concrete externally confined by CFRP composites. In: 5th International Conference on Integrity-ReliabilityFailure (IRF), pp 595–602. Inegiinst engenharia mecanica e gestao industrial 11. Kostenko AN (2010) Strength and deformability of centrally and off-center compressed brick and reinforced concrete columns strengthened with carbon and fiberglass. Abstract of Dissertation of Candidate of Engineering Sciences Moscow 26 12. Podnebesov PG (2015) Results of studies of strength and deformability of reinforced concrete columns strengthened with clips. Urban planning, reconstruction and engineering support of sustainable development of Volga cities, pp 42–47 13. Onufriev NM (1965) Strengthening of Reinforced Concrete Structures of Industrial Buildings and structures 342 p. Stroyizdat, Moscow 14. Aksenov VN, Aksenov NB, Blyagoz AM, Khutyz AM (2012) Investigation of the operation of compressed reinforced concrete elements made of high-strength concrete. New Technol 4:32–35 15. Aksenov VN, Mailyan DR, Blyagoz AM, Khutyz AM (2012) Features of calculation of reinforced concrete columns made of high-strength concrete according to normative methods. New Technol 4:36–43

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16. Polskoy PP, Georgiev SV (2017) Influence of various variants of external composite reinforcement on the rigidity of flexible compressed elements. Eng Bull Don 4(47) 17. Polskoy PP, Mailyan DR, Georgiev SV (2014) Strength and deformability of flexible reinforced racks at large eccentricities. Sci Rev 12–2:496–499 18. Mailyan DR, Polskoy PP, Georgiev SV (2014) Frame construction and test schemes of experimental racks reinforced with carbon fiber. Sci Rev 10–3:667–670. ivdon.ru/ru/magazine/arc hive/n2y2013/1673 19. Mailyan DR, Polskoy PP, Georgiev SV (2014) Methods of carbon fiber reinforcement and testing of short and flexible racks. Sci Rev 10–2:415–418 20. Polskoy P, Georgiev S, Muradyan V, Shilov A (2018) The deformability of short pillars in various loading options and external composite reinforcement. Web Conf 196:02026 21. Polskoy P, Mailyan D, Georgiev S, Muradyan V (2018) The strength of compressed structures with CFRP materials reinforcement when exceeding the cross-section size. E3S Web Conf 33:02060 22. Georgiev SV (2020) Flexible out-of-center compressed reinforced concrete poles strengthened with composite materials. Candidate Dissertation of Engineering Sciences, Rostov-onDon 201

Studies of the Influence of the Planetary Mixer Design and Technological Parameters on the Quality of Mixtures E. A. Shkarpetkin(B)

and A. M. Procenko

Belgorod State Technological University named after V.G. Shukhov, Belgorod, Russia [email protected]

Abstract. The involvement of secondary material resources in production is an urgent task, as it is aimed not only at solving environmental problems, but also makes it possible to reduce the cost of extraction and processing of raw materials. The paper studies the possibility of using waste in the road sector as components of anti-icing mixtures for winter maintenance of roads. The influence of design and technological parameters of a planetary mixer on the process of producing anti-icing mixture based on sand, salt and anhydrous calcium chloride formed as a by-product in the production of soda and Potassium chlorate has been studied. To conduct experimental studies, well-known methods for determining the quality of mixtures by the coefficient of heterogeneity were used. The regularities of material movement in the volumetric-spatial contour of the working chamber are established. The graphical dependences of the effect of the mixing duration and the rotor rotation frequency of the mixer on the coefficient of heterogeneity were plotted. The research results show that the developed mixer improves the quality of the mixture due to a more uniform distribution of components throughout the useful volume of the mixing chamber, and the resulting reagent can be used as a friction anti-icing material for road treatment in the winter season. Keywords: Secondary Material Resources · Road Construction · Anti-Icing Mixes · Planetary Mixer · Coefficient of Heterogeneity

1 Introduction The search for rational solutions in the field of recycling and reuse of anthropogenic materials increases its relevance every year. However, the stable development and wide implementation of waste recycling technologies in various areas of industrial activity is hindered by a number of circumstances. These include the complexity of preliminary preparation of materials for processing (sorting into separate components, cleaning, washing and disinfecting) and checking for hazardous foreign substances, insufficient research into the physical and chemical properties of waste, as well as the imperfection of existing technological processes and equipment [1–5]. Chemically active waste should be mentioned separately, the disposal of which is difficult, because it requires the use of special methods and means (GOST R 576772017). At the same time, under certain conditions, these materials can be found a more © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 220–226, 2024. https://doi.org/10.1007/978-3-031-44432-6_28

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rational use than burial or maintenance in storages and landfills [6, 7]. For example, anhydrous calcium chloride, which is evaporated from solutions formed as a byproduct in the production of soda and potassium chlorate, can be used in the production of anti-icing materials (AIMs) for winter road maintenance [8, 9]. As a rule, production of AIMs includes the process of making mixtures of heterogeneous materials. The quality of mixtures depends on the composition, physical and chemical properties of components, technology of mixture formation and technical means used for their implementation [10–13]. Anti-icing mixtures are produced in mixers of compulsory, gravity or vibratory principle of various designs. Mixers with a vertical housing and a working body, which can be made in the form of a frame, propeller or other agitator, are quite common. The general disadvantages of mixers of this type include: the formation of stagnant zones and uneven distribution of components in the useful volume of the mixing chamber due to the same type of motion of the working body and the low-intensity movement of the mixture outside the contact zone with it; caking or agglomeration of the mixture, etc. These disadvantages affect the quality of the mixture and occur to a greater or lesser extent depending on the properties and state of its components (powder mixture, viscous-fluid solution, dry reagent in a liquid solvent, etc.). In this regard, there is a need for scientific and technological development and research of the manufacturing process of anti-icing mixtures to improve their qualitative characteristics.

2 Methods and Materials The research was conducted in several stages, each of which had its own objective. 1. To develop and manufacture an experimental setup of the mixer. 2. To conduct a simulation of the mixture manufacturing process and establish patterns of material movement in the mixing chamber and changes in the state of mixtures over time. 3. To determine the limits of variation of the factors that affect the quality of mixtures. 4. To analyze the results of studies of the influence of the design and technological parameters of the mixer on the quality of mixtures. To conduct research, we used the method of assessing the quality of mixtures, which consists in determining the coefficient of heterogeneity. The coefficient was calculated based on the concentration value of one of the components selected as the key component. Sand was assumed to be the key component of the mixture, and its content in the mixture was determined by sieve analysis. The heterogeneity coefficient of the mixture was determined by the formula (1):  n 2 100 i−1 (ci − c) . (1) Kc = c n−1 there n – number of samples analyzed, c – concentration of the key component, based on the arithmetic mean value, %; ci – value of the concentration of the key component in the i-th sample, %.

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The components of the anti-icing mixture were: ground salt (sodium chloride NaC1) of the 2nd grade and quartz sand. To reduce the volume of natural materials, anhydrous calcium chloride, which is a byproduct of soda and potassium chlorate production, was used. In the initial mixture, the ratio of components was taken 1:4. Bulk density of the mixture was 1300 kg/m3 . Moisture index is not more than 0.5%.

3 Results and Discussion When developing the design of the mixer, the task was to achieve an increase in the quality of the mixture due to a more uniform distribution of components throughout the effective volume of the mixing chamber with an increase in the intensity of their movement and a larger zone of contact with the working body. In the developed mixer (Fig. 1) this problem is solved by the fact that the working body is placed inside the mixing chamber and is made in the form of four nozzles with a cylindrical helical surface, forming two U-shaped curved contours, crossing at right angles in the projection on the horizontal plane, but not contacting each other. The working body in the upper part is kinematically connected by each end of the nozzles to the drive, through the vertical shafts of the planetary gear, placed inside the rotor, acting as a movable driver. The lower ends of the nozzles are connected in pairs with the axes mounted in the bearings of the attachment units, which are connected with the central shaft. The mixer works as follows. The working body rotates with the rotor, which receives its rotation from the central shaft connected to the drive (electric motor), i.e. it makes a circular motion around the perimeter of the mixing chamber. In addition, due to the kinematic connection of each of the four corrugated nozzles, which make up two Ushaped contours, with the drive, each of them receives a rotational motion around its axis. The working body comes into contact with the mixture components, entrains them and forces them to move with it along a circular path. The first (outer) U-shaped curved contour moves the material at the walls, and the second (inner) one creates an additional mixing area in the center of the mixing chamber, thus increasing the total contact area of the material and the working body. In turn, the nozzles capture the components falling into the space between the grooves on their surface, entrain them in the direction of the helix slicing, make them circulate along the height of the mixing chamber from top to bottom and from bottom to top equally at the walls and in the center, providing a more intense mutual penetration of the upper and lower layers of the mixture between each other. All this increases the homogeneity of the mixture, i.e. its quality [12]. To simulate the mixture production process and to visually observe the nature of material movement inside the mixer’s working chamber, an experimental setup with a housing made of transparent material was made (Fig. 2). Studies have shown that over a period of time of 10–20 s, three layers are formed. The first (top) layer (Fig. 3a) is a mixture formed as a result of displacement of material by the working body at its planetary rotation and more intense movement along a circular path at the walls and center of the mixing chamber, as well as in the vertical plane as a result of capture of the material particles by the grooves of nozzles.

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Fig. 1. Planetary mixer design: 1 - electric motor; 2, 6 - coupling; 3 - center shaft; 4 - bearing support; 5 - rotor; 7 – sun gear; 8 - gears; 9 – mixing chamber; 10 – flexible working body; 11 – vertical shafts; 12 – attachment points; 13 - jumper; 14 - cover; 15 – charging nozzle; 16 – discharge nozzle.

Fig. 2. Experimental mixer setup: 1 – sun gear; 2 - gears; 3 - rotor; 4 - inner U-shaped contour; 5 - external U-shaped contour; 6 - transparent housing of the mixing chamber.

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Fig. 3. Changing the state of the material in the mixing chamber: initial state (a); 10–20 s (b); 20–30 s (c); 30–40 s (d); 40–60 s (e).

The second (middle) layer (Fig. 3b) is one of the source materials (salt), which moves toward the discharge and gradually “dissolves” in a larger volume of the key component (sand). In this case, the volume of material involved in mixing is about 15%. Then (Fig. 3c), after 20–30 s, the pattern remains the same and the volume of the material involved increases to 30–40% (not including the boundary layer). After 30–40 s (Fig. 3d) the boundary layer is practically not observed and the volume of the mixture reaches 50–60%. After 40–60 s or more (Fig. 3e) the mixing process of the layers is almost not visually noticeable, and the materials form a ready mixture (volume of more than 90%), which is evaluated on qualitative indicators in the next stage of research. The experiments were repeated many times and allowed to establish the range of time in which the mixture reaches homogeneity of more than 80%. Taking into account the data obtained, the dependence of the duration of the mixing process on its qualitative indicator, i.e. on the coefficient of heterogeneity (Fig. 4). From the analysis of the graphical dependence, it follows that to obtain a satisfactory quality of the mixture with uniformity of 93–94% requires about 1 min. A further stay of the material in the mixing chamber does not give a significant increase in homogeneity. For a more detailed study of the mixing process, a graph of the dependence (Fig. 5) of the heterogeneity coefficient (Kc, %) on the rotor speed (n, rpm) was constructed. Analysis of the obtained dependence confirms the positive effect of increasing the rotor speed of the working body on the mixing process. However, at rotor speeds above 240 rpm the homogeneity of the mixture gradually deteriorates. This is due to the fact that with increasing the rotor speed of the working body when it reaches 240 rpm, a funnel is formed in the central part of the chamber and the inner (small) contour of the working body ceases to interact with the material, i.e. one of the components of motion is excluded.

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12 10 8 6 4 2 0

30

40

50

60

70 t(s)

Fig. 4. Dependence of the heterogeneity coefficient (Kc, %) on the mixture production time (t, c).

Kc(%)

12 10 8 6 4 2 0

60

120

180

240

300 n(rpm)

Fig. 5. Dependence of the heterogeneity coefficient (Kc, %) on the rotor speed (n, rpm).

4 Conclusion The identified patterns confirm the prospects for further development of structural and technological improvement of mixers and improving the quality of the resulting products by organizing the process of homogenization of composite mixtures with heterogeneous components when implementing macro and micro mixing and providing the maximum possible degree of freedom of moving particles in the volumetric space contour of the working chamber. The developed mixer provides intensive volumetric movement of the mixture and increases its quality according to the homogeneity index to 93–95%, and the anti-icing mixture according to this index meets the established requirements and can be used for processing roads and streets in the winter season. Acknowledgements. The work was carried out within the framework of the REC project “Innovative solutions in agriculture” No. 10089447 of the scientific and production platform “Rational Nature Management”, Belgorod.

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References 1. Vende FD, Kalatsky AN (2019) Analysis of foreign practices of the processing, disposal and disposal of waste production and consumption. Econ Sci 11(180):102–106. https://doi.org/ 10.14451/1.180102 2. Abdullin T et al (2019) About waste disposal problem in Russian Federation. IOP Conf Ser Mater Sci Eng 570:012001. https://doi.org/10.1088/1757-899X/570/1/012001 3. Zagorodnyuk L, Koryakina A, Sevostyanova K, Khaheleva A (2018) Heat insulating composite mixtures with technogenic materials. J Phys: Conf Ser 1066:012011. https://doi.org/ 10.1088/1742-6596/1066/1/012011 4. Klyuev SV, Khezhev TA, Pukharenko YV, Klyuev AV (2018) Fibers and their properties for concrete reinforcement. Mater Sci Forum 945:125–130 5. Fedyaeva O, Vostrikov A (2012) Disposal of hazardous organic substances in supercritical water. Russ J Phys Chem B 6:844–860. https://doi.org/10.1134/S1990793112070044 6. Krasilnikova S, Blinov S (2020) Global experience in the use of soda waste. In International Multidisciplinary Scientific GeoConference Surveying Geology and Mining Ecology Management. SGEM, vol 20, pp 19–26. Book number 4.2. https://doi.org/10.5593/sgem2020V/ 4.2/s05.03 7. Pogromsky AS, Anikanova TV: The effect of long-term storage of electric steel smelting slags in dumps on their properties. Constr Mater Prod 1(1):32–39. https://doi.org/10.34031/ 2618-7183-2018-1-1-32-39 8. Pshembaev M, Kovalev Y, Yaglov V, Girinsky V (2020) Methods for prevention of winter slippery. Sci Tech (In Russ) 19(3):230–240. https://doi.org/10.21122/2227-1031-2020-19-3230-240 9. Klyuev SV, Bratanovskiy SN, Trukhanov SV, Manukyan HA (2019) Strengthening of concrete structures with composite based on carbon fiber. J Comput Theor Nanosci 16(7):2810–2814 10. Vorontsov I, Bardyshev O (2018) A multifunctional transport and technological machine for spreading the sand and salt mixture. Transp Res Procedia 36:777–785. https://doi.org/10. 1016/j.trpro.2018.12.088 11. Danilov V, Kondakov D, Frolova E et al (2019) Granulated anti-icing reagent on the basis of dehydrated magnesium and calcium nitrates. Theor Found Chem Eng 53:609–611. https:// doi.org/10.1134/S0040579519040031 12. Shkarpetkin E, Orekhova T, Pirozhkov A. Russian Federation, IPC B28C 5/00. Mixer with a flexible working body; applicant and patent holder FGBOU VO BSTU im. V.G. Shukhov No 202113798: Appl 12.21.2021; publ 04.15.2022, Bull No 11, 8 p. Patent 210441 13. Klyuev S et al (2022) Improvement of technical means for recycling of technogenic waste to construction fiber. Case Stud Constr Mater 16:e01071

Architecture

Fractals and of Fractal Architecture Irina Mayatskaya1(B) , Batyr Yazyev1,2 , Gelani Murtazaliev3 , Aleksandr Ishchenko4 , Alexander Klyuev5 , and Ramil Zagidullin2 1 Don State Technical University, Rostov-on-Don, Russia

[email protected]

2 Kazan (Volga region) Federal University, Kazan, Republic of Tatarstan, Russia 3 Dagestan State Technical University, Makhachkala, Republic of Dagestan, Russia 4 Moscow State University of Civil Engineering, Moscow, Russia 5 Belgorod State Technological University Named After V.G. Shukhov, Belgorod, Russia

Abstract. Fractal architecture is a branch of architecture in with great attention is paid to the study of the form and organization of fractal objects based on methods of fractal geometry and nonlinear dynamics. The great architects around the world created their structures using the principles of fractal architecture. The purpose of the study is to search for the most complex architectural forms using fractal analysis methods and nonlinear dynamics methods. The possibilities of fractal geometry in the study and creation of architectural forms are simply enormous. It is worth noting that the theory of fractals is a modern branch of mathematics that forms a holistic picture of the world. This branch of mathematics is interdisciplinary in nature. This method allows you to show the creative abilities of the architect. Fractal shaping algorithms can be used in the design of a variety of structures. This is possible when creating the architectural object itself, as well as when designing the facade of a building or its interior space. The use of modern materials and methods of fractal geometry allows you for creating structures with a fractal structure, finding optimal solutions in the design of structures with a complex shape, and using the beauty of fractals. The development of fractal architecture makes it possible to create unique structures, to search for unusual shapes and harmony of ordered structures using methods of fractal geometry and nonlinear dynamics. Keywords: Fractal Geometry · Fractal · Mathematical Modeling · Architecture · Shaping · Structures

1 Introduction The development of fractal geometry, mathematical modeling and modern software systems has led to an understanding of the influence of fractal methods in the design of architectural objects. There are two stages in the development of fractal architecture: intuitive and conscious. Architects of the past centuries often used such a property of fractals as self-similarity. After all, the main definition of a fractal is associated with the creation of self-similar © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 229–239, 2024. https://doi.org/10.1007/978-3-031-44432-6_29

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structures with fractional dimension with both an increase and a decrease in the object [1, 2]. Many structures in the world possess a high level of fractality. The golden ratio also has fractality. It is often found in architecture. Many architects used this principle, for example, during the construction of the existing structure of St. Isaac’s Cathedral in St. Petersburg (designed by architect Auguste de Montferrand), architects adhered to this rule. The golden ratio is a rule that expresses asymmetric symmetry. Buildings constructed according to these rules have harmony, perfection of architectural forms. The principle of the golden section is to divide the segment into parts according to the ratio a/b = b/(a + b); b = 0, 618(a + b); a = 0, 382(a + b),

(1)

a – the smaller part of the segment, b – the larger part of the segment. The principles of fractal - similar shaping were applied by many architects in the world [3]. Architectural monuments were created based on experience and intuition. Bright examples of such architecture are the buildings of Antonio Gaudi. Modern architects also use fractal geometry methods, only with a more complex structure. It was the new understanding of the world from the point of view of nonlinear dynamics, a section of which is fractal geometry, that led to the study of random and fractal processes. These tendencies have also been intensified in architecture. The development of mathematics and fractal geometry allowed the development of methods of mathematical modeling in the design of a wide variety of buildings. Architecture and modern digital technologies, modern software systems allow you to create the most interesting forms of structures. The architectural world is changeable and mathematical modeling provides an optimal choice of project options and the possibility of creating unique structures.

2 Materials and Methods The purpose of the study is a detailed definition of the concept of “fractal” and the application of the fractal method of mathematical modeling in fractal architecture. Using the methods of fractal geometry, it is possible to analyze the shaping of existing structures and create objects in architecture that are amazing in their shape. This study is based on the study of modern methods of fractal geometry and their application for the design of modern structures. The research method is based on an integrated approach that includes mathematical modeling methods, observations, a graphoanalytic method for analyzing the shaping of architectural objects, as well as a comparative analysis of the shapes and structures of the structures under consideration.

3 Results and Discussions Fractal modeling in the modern world is actively used in various fields of knowledge and practice. This study is devoted to the use of fractal geometry methods in the design of structures complex in their shape and structure. To understand these methods, we will consider the basic concepts of fractal geometry, the theory of deterministic chaos and the possibility of using their properties in the design of structures.

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There are several types of fractals: geometric, algebraic, systems of iterable functions, multifractals, quasi-fractals and stochastic [1, 4]. Usually objects have an integer dimension. For example, for a flat figure, the dimensionality is 2. In Fig. 1 shows the dimensionies of the elements.

Fig. 1. Dimensionies of the forms: 1 – point, dimensionality is equal to 0; 2 – line, dimensionality is equal to 1; 3 – flat shape, dimensionality is equal to 2; 4 – volume body, dimensionality is equal to 3.

Fractal elements are characterized by fractional dimensionality. A geometric fractal can have a closed or open contour with rectilinear or curved guides. Examples of geometric fractals are the Sierpinski triangle, the Koch snowflake, the Harter-Haythaway dragon, and the Menger sponge [5]. In Fig. 2 shows geometric Koch fractals with different construction contours. The Koch snowflake is endowed with the property of rigid similarity.

Fig. 2. The Koch snowflake.

To construct a geometric fractal, you need to perform the following actions: the initial image is set, then the rule by which you need to get the next image, and so you need to repeat the procedure indefinitely (see Fig. 3). Algebraic fractals are constructed on the basis of algebraic formulas, both for real and complex numbers. The final result of the last calculation becomes the initial function of the next calculation. An example is the Mandelbrot fractal in the system of complex numbers, which are described by the equation Z → Z2 + C. The arrow “ →” indicates an iteration. The Mandelbrot fractal has the property of non-rigid similarity. Fractals constructed using iterated function systems are characterized by two types of systems: the IFS system (Iterated Function Systems) and the L–system (Lindenmayer System) [6]. IFS systems allow you to build an object using affine transformations (see Fig. 4). Let’s consider another option for constructing iterative functions. L–systems build an object by performing transformations according to certain rules (see Fig. 5).

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Fig. 3. Geometric fractals.

Fig. 4. Fractals generated using IFS systems.

Fig. 5. Fractals generated using L–systems.

Multifractals are nonuniform fractal structures. A natural multifractal object is moss and tree bark. Quasi–fractals are fractal objects that are characterized by inaccuracy of repetition, blurring of forms and structures (see Fig. 6). It is quasi-fractal structures that were very often used in the architectural appearance of historical buildings. And the multifractal principle of shaping is characteristic of Orthodox temples, in repetitions of the structure in the facade, in window and door openings and other elements of structures. Stochastic fractals have a random character (see Fig. 7). These fractals in 2D and 3D modeling describe natural objects well, for example, terrain, mountains, sea surface, as well as various surfaces of construction structures. These fractals are characterized by the inaccuracy of the shaping of objects. Complex stochastic fractals are organized according to the principles of nonlinear dynamics, which have the properties of randomness and irregularity.

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Fig. 6. Multifractals and quasi-fractals.

Fig. 7. Stochastic fractals.

Using fractal structures with self-similar and similar elements with fractional dimension in architecture is very common. But modern architects try to employ shapes with a fuzzy image, structures with sliding and shifting elements, which also applies to the theory of fractal geometry [7, 8]. To design structures based on the principles of fractal architecture, architects use the principles of shaping natural objects [9–11]. Such properties of fractal structures are manifested in the self-similarity and similarity of elements, lines and surfaces of building structures. They make extensive use of the properties of shaping based on nonlinear dynamics. I would like to point out such properties of fractal geometry as dissymmetry and scaling. Disymmetry is the unity of symmetry and asymmetry. Scaling is a similarity with sliding and shifting. Such structures look very effective. In scaling, architects design structures with a twisted structure with similar elements. The fractal method in architecture makes it possible to analyze architectural monuments and create unique structures that create a unique appearance of the entire world architecture [5, 12]. It is such buildings that contribute to a comfortable living of a person and the creation of a harmonious environment. In fractal architecture, the following principles are applied: self-similarity, similarity with fractional dimensionality, recursiveness, unity of regularity and irregularity, the ability to develop and dynamism of images. With the help of these principles, you can

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create the most amazing structures in shape, study the composition and design modern buildings with a rational organization of external and internal space, use the environment for the harmonious coexistence of man and nature. Many architectural monuments are examples of intuitive fractal architecture. So, temple complexes in world architecture have a high level of fractality (see Fig. 8).

Fig. 8. Annunciation Cathedral of the Kazan Kremlin, Kazan, Russia.

If the temple of the Palace of Winds (Jaipur) is a complex of similar elements that create a unique holistic image, then the temple of Prasat Hin Phimai is a structure with a more pronounced fractality (see Fig. 9). Fractal elements of the structure itself, its facade and the interior space of mosques, Orthodox and Buddhist temples are widely used in their construction.

Fig. 9. Mosque “Kul-Sharif” of the Kazan Kremlin, Kazan, Russia.

The principles of fractal-like shaping in world architecture are used quite often based on intuition and construction experience. Examples of intuitive fractality in architecture are the creations of Antonio Gaudi [13]. There are many elements in its buildings that were created based on the study of the structure and the patterns of development of natural objects. It is A. Gaudi who is the founder of such a direction as architectural

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bionics. He has done a lot for the development of fractal architecture. Natural objects are also very often described by fractals. Fractal structures are expressed in lines, shapes, surfaces, elements of architectural structures that are similar to natural objects. The application of bionic principles in the construction of architectural objects made it possible to create historical buildings with fractal architecture. Natural objects have the property of fractality. This also applies to plant objects. Intuitive fractality is present in the structures of many historical city centers, temple complexes in Russia, the Middle East, Europe and Asia [13–15]. In our time, the great architects Antonio Gaudi, Zaha Hadid, Santiago Calatrava, Frank Gehry, Frank Lloyd Wright’s, Renzo Piano also created unique structures using methods of fractal architecture. The buildings of architect A.Gaudi are unique: Guell Palace, Vicens House, Botines House. They are buildings with symmetry, with elements of similarity and self-similarity in the classical style. And the style and shaping of Zaha Hadid’s architectural projects (Galaxy SOHO in Beijing, Meixihu International Culture & Arts Centre in Changsha, Heydar Aliyev Center in Baku) amaze with their fractal structures, astonishing curved surfaces. The effect of flowing, movement from one form to another is created. The dynamism and nonlinearity of fractal forms are reflected in the structures of architect Santiago Calatrava. These are the buildings of the Westfield World Trade Center, the Milwaukee Art Museum, the Turning Torso. The blockiness of the structure and at the same time the shift, sliding, curvature of the elements are reflected in the structures of the architect Frank Gehry (Lou Ruvo Brain Health Center, Guggenheim Museum in Bilbao, Dancing House) and of the architect Renzo Piano (The Shard Building in London, Jean–Marie Thiebau Cultural Center, Zentrum Paul Klee). The harmony of the structure with the environment is reflected in the designs of the architect Frank Lloyd Wright (House over the Waterfall, Robie House in Chicago, Martin Ouk House). With the development of fractal architecture, there has been a tendency to combine the fractality of the surface forming the facades of structures and the fractality of its internal space. This gives architects the opportunity to create their own unique buildings. The property of fractality permeates the entire structure of an architectural object (see Fig. 10).

Fig. 10. A modern building with a fractal façade.

Fractal architecture allowed parametric architecture to develop. The development of fractal geometry, the theory of deterministic chaos, and nonlinear dynamics have expanded the concept of “fractality” of objects. These mathematical methods allowed the development of parametric architecture.

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We can say that parametric architecture is a fractal architecture in which methods of the theory of deterministic chaos and nonlinear dynamics are applied, for example, shifting, scaling, sliding, trace of motion, the use of regular and irregular attractors. The basic principles of fractal geometry are the organization of a whole of selfsimilar or almost similar elements; continuity of formation; singularity of measure; uncertainty of boundaries and dynamism of chaos. Chaos has the property of disorder, but deterministic chaos already has elements of order. Chaos and order balance each other. The development of fractal architecture lies precisely in the search for an optimal solution for an equilibrium system. The attractor is a mathematical concept of the theory of deterministic chaos and nonlinear dynamics, denoting a subset of the phase space of a dynamical system. All trajectories from some neighborhood of this space tend to a subset with time tending to infinity. An attractor can be an attractive or repulsive fixed point, a line, or some limited area. Tractor modeling method in architecture allows you to develop unique solutions, with emphasis on a particular structure of the object and the environment. In the twentieth century, architects have consciously applied the methods of fractal analysis in the construction of unique structures, using not only self-similarity, but also dissimmetry and similarity with sliding (scaling). They applied architectural shaping methods based on fractal geometry and nonlinear dynamics. I would like to point out another stage that has smoothly moved from the conscious to the stage of digital technologies. It is the achievements in the field of computer modeling that make it possible to bring the process of designing buildings and structures of fractal architecture to another level. Modern architects widely use digital technologies in the design of structures, but these instruments are also needed to find optimal solutions, to search for unique forms. They use techniques such as motion trace, bending, surface fractures, contour indentation and natural lines. These algorithms use regularity and irregularity of elements, recursiveness, compression, stretching, rotation, shift and nonlinear shape transformations. Fractal architecture creates harmonious and unique structures, the design of which has become possible due to the development of computer modeling. Modern digital technologies allow architects to search for graphic fractal images, architectural forms in 2D– and 3D– formats, which allows them to find amazing and unexpected solutions. In fractal architecture there are regular, irregular and stochastic fractal elements and structures. Regular fractals are the least common in the shaping of modern architectural objects, since they are characterized by the property of exact self-similarity. And irregular and stochastic fractal structures in shaping give the object a shape that only resembles the original appearance. In such objects, the properties of dissymmetry and scaling are observed. Fractal modeling is used as a means of visualization, design of complex structures in shape. Architects try to develop projects for a whole complex of structures, a certain area or city. In the unique complex “Moscow City” architects also used fractal principles of construction. This architectural complex includes a variety of unique skyscrapers, ranging in height from 239 m to 404 m. These are the following towers: One Tower, Neva Tower, Grand Tower, Capital Tower, Federation Tower, Eye, Mercury, Eurasia,

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Embankment Tower, Evolution, Empire and the City of Capitals. Some of the objects are structures consisting of similar blocks slightly rotated relative to each other, or buildings in the form of an object twisted in a spiral around its own axis. Amazing project “Moscow City”. At first, a comprehensive development project was made according to a single plan, but conditions arose under which the implementation of this integral project was changed. As a result, planned construction had to give way to a chaotic arrangement of skyscrapers. But the buildings themselves have such a unique fractality that it creates not chaos, but deterministic chaos that strives for unity. The result is an amazing complex of structures with its own unique features and has become a pearl in the architecture of modern Moscow. The Moscow International Business Center “Moscow City” is a complex of skyscrapers, the construction of which solves many engineering problems, for example, stability, the influence of wind load, ventilation problems in the interior space and other issues. The design of buildings began in 1991 on the initiative of architect B.I. Thor. And in 1996, the construction of the first Moscow City tower (Tower 2000) and the Bagrationovsky Bridge began. The construction of structures in this area continues at the present time. This complex is an example of a fractal approach in design. The diagram shows the relationship of fractals and shaping elements (see Fig. 11).

Fig. 11. The diagram of the relationship of fractals and shaping elements.

Using the methods of fractal geometry, it is possible to design architectural objects that are amazing in their shape and organization of space. Especially interesting are structures that combine sliding and intersection of surfaces in their appearance, a combination of symmetrical and asymmetric elements [16, 17]. Applying fractal principles of structure, it is possible to build stable structures with a convenient and practical organization of internal space and external façade.

4 Conclusion It is the development of digital technologies that has led to the possibility of creating architectural objects that have irrational forms, fractional dimensionality, fractality and stochasticity. The use of special computer programs, for example, Fractal Explorer,

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Apophysis, makes it possible to search for original solutions in the design of architectural structures [18–21]. Such techniques in shaping as shifting, bending, bending of surfaces, a trace of movement create surprising architectural structures. It should be noted that these structures are an holistic object with a harmonious perception of the structure itself, and harmoniously fit into the world around us. The development of fractal architecture is changing the appearance of modern cities, creating its own urban style and comfort for people living in them.

References 1. Mandelbrot B, Frame M (2002) Fractals, graphics and mathematics education. Springer, New York 2. Yazyeva SV, Yazyev BM (2019) Manifestation of fractal dimensions in the architecture of buildings and structures. Constr Mater Prod 2(4):89–95. https://doi.org/10.34031/2618-71832019-2-4-89-95 3. Yazyev BM, Mayatskaya IA, Yazyeva SB, Yazyev SB (2019) Fractality in architectural forms and in organization of space in buildings. Mater Sci Eng 698(2):022087. https://doi.org/10. 1088/1757-899X/698/2/022087 4. Bozhochin SV, Parshin DA (2001) Fractals and multifractals. Research Center “Regular and Chaotic Dynamics”, Izhevsk 5. Mayatskaya IA, Yazyev BM, Yazyeva SB (2021) Fractal Architecture: Past Present and Future. Constr Archit 9(1):66–70. https://doi.org/10.29039/2308-0191-2021-9-1-66-70 6. Yazyeva SB, Mayatskaya IA, Kashina IV, Nesterova AN (2019) The manifestation of fractality in the architecture of buildings and structures. Mater Sci Eng 698(3):033046. https://doi.org/ 10.1088/1757-899X/698/3/033046 7. Lee JH, Ostwald M (2020) Creative decision-making processes in parametric design. Buildings 10(12):242. https://doi.org/10.3390/buildings10120242 8. Mayatskaya IA, Yazyev BM, Kashina I, Gerlein, N (2021) Fractal geometry and design of modern structures. E3S Web Conf 281:02018. https://doi.org/10.1051/e3sconf/202128 102018 9. Dymchenko ME, Dakoro MF, Dadiyan DG (2021) The problem of form in modern architecture. E3S Web Conf 281:02026. https://doi.org/10.1051/e3sconf/202128102026 10. Mayatskaya IA, Yazyev BM, Demchenko DB, Yazyeva SB (2021) Creation of a comfortable environment in urban and rural settlements based on bionic principles. IOP Conf Ser Earth Environ Sci 937:042026. https://doi.org/10.1088/1755-1315/937/4/042026 11. Mayatskaya IA, Yazyev BM (2021) Methods of mathematical modeling and urban space organization. E3S Web Conf 281:02029. https://doi.org/10.1051/e3sconf/202128102029 12. Loshakov PI (2022) Modular structures as architectural environment arrangement. Constr Mater Prod 5(1):37–53. https://doi.org/10.34031/2618-7183-2022-5-1-38-53 13. Hensbergen GV (2002) Gaudí is a Bullfighter of Art. Eksmo-Press, Moscow 14. Zhandarova AA, Denisenko EV (2022) Use of modern materials in biodirectional architecture. Constr Mater Prod 5(5):59–69. https://doi.org/10.58224/2618-7183-2022-5-5-59-69 15. Ryabushin AV (2007) Zaha Hadid. Peering into the Abyss. Architecture, Moscow 16. Smorzhenkov N, Ignatova E (2021) The use of generative design for the architectural solutions synthesis in the typical construction of residential buildings. E3S Web Conf 281:04008. https:// doi.org/10.1051/e3sconf/202128104008

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17. Saleh MS (2022) Features of developing unique architectural solutions using digital methods based on visual programming. Constr Mater Prod 5(1):54–59. https://doi.org/10.34031/26187183-2022-5-1-54-59 18. Klyuev SV, Khezhev TA, Pukharenko Y, Klyuev AV (2018) The fiber-reinforced concrete constructions experimental research. Mater Sci Forum 931:598–602 19. Klyuev SV, Bratanovskiy SN, Trukhanov SV, Manukyan HA (2019) Strengthening of concrete structures with composite based on carbon fiber. J Comput Theor Nanosci 16(7):2810–2814 20. Kolesnikov A et al (2022) Modeling of non-ferrous metallurgy waste disposal with the production of iron silicides and zinc distillation. Materials 15(7):2542 21. Makul N et al (2021) Design strategy for recycled aggregate concrete: a review of status and future perspectives. Crystals 11(6):695

Architecture of Closed Creative Spaces: Typology and Functional Structure M. I. Tukmakova1

, S. V. Novikov1(B) , E. I. Bashirova1 and D. D. Efimov2

, A. R. Bibikina1

,

1 Institute of Design and Spatial Arts, Kazan (Volga Region) Federal University, Kazan, Russia

[email protected] 2 Department of Design, Kazan Innovative University named after V.G. Timiryasov, Kazan,

Russia

Abstract. In the article, the authors for the first time considered “creative spaces” as a new type of public spaces, their formation and varieties. An analysis of the functional structure of significant, successfully operating creative spaces in large cities of Russia, such as Moscow, St. Petersburg, Kazan, was carried out. The authors were faced with the task of identifying the typology of closed creative spaces and analyzing their functional structure, as well as the forms of interaction between creative spaces and the urban environment. As a result of the study, the typology of existing creative spaces by location in the urban environment (integrated, built-in, freestanding, complex) and by the predominant functional purpose (business, educational, club and entertainment) were determined. The authors have identified the functional structure of creative spaces, in which the core (the main functions that determine the main purpose of the creative space) and additional functions are distinguished. The significance of the obtained results for the development of architectural science lies in the formation of the creative spaces types and consideration of their functional structure. This material can be used for both theoretical and practical work, in the design of creative spaces, as well as for the introduction of new types of public buildings and premises in the educational process. Keywords: Public Spaces · Creative Spaces · Creative Industries · Creative Clusters · Coworking · Anti-Cafe · Educational Hub · Lecture Hall · Urban Environment · Art Space · Youth Center

1 Introduction A new type of public spaces - creative spaces began to form in Russia not so long ago, but in a short time period they gained popularity among citizens and were thoroughly introduced into urban life. The prerequisite for the formation of creative spaces was the long process of transition of the developed countries economies from industrial to postindustrial type [1]. From the very beginning, creative spaces began to integrate into the existing structure of the urban environment, usually occupying the released industrial © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 240–251, 2024. https://doi.org/10.1007/978-3-031-44432-6_30

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areas. In parallel with this, there was a process of development of third places and public spaces, seeking to occupy areas in the structure of the historical center. And later, the regional authorities began to support projects in the field of creative industries, thereby the number of creative spaces grew, they acquired characteristic features that make it possible to distinguish them from classical public spaces. Why are creative spaces so popular today? Firstly, creative spaces attract attention with their format, location in the urban environment and the concentration of “live communication” on their territory, which is interesting for today’s youth and the creative class of the city. Secondly, today the attitude towards education is changing - the value of getting a quality education for creative youth is gaining popularity. An important role is also given to the specifics of the educational environment: how creative it is. Thirdly, the development of a progressive economy dictates the need for regions to turn to an increase of the creative sector, which can be formed through the development of creative spaces [2]. The formation of creative spaces is also a priority of the Republic of Tatarstan government - in the “Strategy 2030”. The implementation of positive dynamics in the formation of human capital, economic development and improvement of the quality of the urban environment is planned precisely through the development of a creative cluster. In addition, in 2018, the head of the Republic of Tatarstan, Rustam Minnikhanov, launched a program of renovation of youth centers. Their functional structure is developed according to the type of creative spaces. During the five years of the program’s existence, 37 youth centers have been repaired and put into operation. Although since 2015 there has been a strong increase in the emergence of new private creative spaces along with municipal ones, since the start of the 2020 pandemic, many private creative spaces have closed due to a lack of visitors [3]. In this article, for the first time, questions of the typology and functional structure of closed-type creative spaces (co-working spaces, educational hubs, anti-cafes, youth centers, etc.) are considered. The research material of the authors includes the existing creative spaces of large Russian cities (Moscow, St. Petersburg, Kazan) [4].

2 Methods and Materials Within the framework of the study, empirical methods: the collection of facts and information, as well as their description (statement of facts and their primary systematization) and theoretical methods: explanation, generalization, promotion of new hypotheses, were used. During the study, about 100 projects of creative spaces that exist in large cities of Russia (Moscow, St. Petersburg, Kazan) were considered. To obtain the results of the study, projects of creative spaces that have already been implemented and are being prepared for implementation were considered, an analysis of the planning and functional structure was carried out, and the location of creative space in the urban environment and its relationship with existing buildings were analyzed. Various concepts and the phenomena corresponding to them were combined into certain groups by the classification method. In order to establish links between objects and classes of objects, certain groups were presented in the form of schemes. Natural studies were carried out, by photographing and verbal descriptions.

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3 Results and Discussion 3.1 Location of Creative Spaces in the Urban Environment The analysis made it possible to identify four types of creative spaces’ location in the urban environment: integrated, built-in, freestanding, complex or ensemble (Fig. 1 and 2).

Fig. 1. Location of creative spaces in the urban environment (illustration by the authors).

Fig. 2. Classification of public spaces (illustration by the authors).

3.2 Integrated Creative Spaces This type of creative spaces occupies a certain area within an already existing public structure, depending on the purpose and functional content, is not separated from the rest of the space and does not have a separate entrance. An integrated creative space, as a rule, is functionally connected with the institution in which it is formed, for example, at universities and university campuses, in large cultural centers, etc. A striking example of an integrated creative space is the educational space “BFFT-space”, located on Zelenaya str. 1, Kazan. “BFFT-space” was formed in the structure of the Kazan State University of Architecture and Civil Engineering (KSUAE), occupying the first floor of one of the campus buildings. The BFFT creative space has a separate entrance within the closed campus area, and at the same time it has communication with other buildings of the university complex.

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3.3 Built-in Creative Spaces Unlike integrated spaces, built-in creative spaces have autonomy from the functional purpose of the building in which they are located, have a separate entrance from the street or from a common communication (halls, stairwells). A creative space of this type can occupy from several rooms to entire floors of a building, depending on the type and content. Such spaces appear in rented buildings. This type can be considered on the examples of the anti-cafe “Ciferblat-1” on Universitetskaya str. and “Baklazhan” on Vishnevskogo str. in Kazan. They are located in office or residential buildings (on the ground floors), each occupies a part of the floor and has its own entrance, completely separated from the general functional purpose of the object. 3.4 Stand-Alone Buildings Initially, creative spaces rarely occupied entire free-standing buildings, which required large financial investments, but with the launch of major renovation programs and the support of the Republic authorities, this type has become the most numerous. Creative space “Navigator” in Kazan is one of the first experimental projects of creative space in the field of IT and robotics. On the example of the renovation of the «Moskovsky» Cultural Center in Kazan, we can see the transformation of the Culture palace of the Soviet period (architect G. Pichuev, 1961) into a modern multifunctional cultural center with the implementation of culture, art and creative industries programs. The «Moskovsky» center houses a school of robotics (a laboratory of the RobotLand company) and a multimedia studio. Also, a recording studio and a co-working space with equipped workspaces and a copy center, which can be visited by any resident of the city, have also appeared here. On the second floor there is a conference hall for 135 seats. Thus, Uritsky House of Culture became the flagship project for the modernization of Soviet houses of culture in Kazan. Also, as part of the renovation program for cultural centers, the «Saidash» Cultural Center in Kazan was renovated. After a comprehensive reconstruction, the center includes such functional areas as: a cafe and a free co-working space with a copy center, sound and video recording studios, a multifunctional hall that can transform and serve as a platform for both modern choreography and conferences [5]. 3.5 Block-Type Creative Spaces Block-type creative spaces are formed on the basis of a complex of buildings and represent an expanded format of public spaces that are fully filled with functions and have a whole range of all creative spaces kinds. Block-type creative spaces are formed through a symbiosis of closed and open spaces, often forming a whole ensemble. Most often, former industrial territories that have stopped their production due to the transition of the economy of developed countries to a post-industrial type or residential block of the historical center that have lost their function become block-type creative spaces. The formation of creative spaces on the basis of such historical territories makes it possible to revitalize a degrading environment and revalorize architectural heritage objects. As a rule, block-type creative spaces are represented in large cities of Russia, for example, in Moscow, the «Flacon» design

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factory is a block-type creative space - it arose on the territory of a former crystal and glass factory. Another example is the «Winzavod» Center for Contemporary Art, located on the territory of the oldest Moscow plant for grape and dessert wines, the former Moscow Bavaria brewery. In St. Petersburg, the recently organized creative cluster «Ostrov Novaya Gollandiya» became such an example; in Kazan, a block-type creative space is being formed on the territory of the complex of buildings of I. I. Alafuzov’s flax-spinning factory (Fig. 3).

Fig. 3. Location in an environment (illustration by the authors).

3.6 Typology of Creative Spaces by Predominant Function Regardless of the area occupied and location in the urban environment, a certain functional structure stands out in creative spaces, which is formed on the basis of the main functions - business, educational, club and entertainment, and is complemented by the functions of public catering, exhibitions and others. Creative spaces can be monofunctional in terms of one of the main functions, but most often creative spaces are polyfunctional, that is, they contain two or more functions. All creative spaces, depending on the predominance of a particular function, can be decomposed into the following types: the business function is represented by such creative spaces as co-working spaces, the educational function is represented by lecture halls, classrooms of a new type and educational hubs, the “club and entertainment” function by anticafe. Let’s consider this typology according to the main types of functions using the examples of popular existing objects (Table 1) [6].

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Table 1. Comparison of paints used in architecture of the era of antiquity and modernism. Types of creative spaces

Predominant function

Anti-cafe

70%

Entertainment function

Educational function

Business function

Sports function

15%

15%

0%

Co-working

0%

10%

90%

0%

Auditorium of a new type

0%

100%

0%

0%

Educational hubs

0%

90%

10%

0%

Youth centers

40%

20%

20%

20%

Cultural Center

80%

20%

0%

0%

3.7 Co-working Spaces In 2013, the first co-working «Clever» appeared in Kazan, a new type of creative spaces with a business function, which are gaining popularity every year and are increasingly appearing in the urban environment. The main principle of co-working design is the division of space into a «quiet zone» for residents to work and a «soft zone» where they can negotiate. A large area is occupied by the working area, organized according to the «open space» principle of. The co-working administration sets the rental conditions independently most often, a resident is assigned a workplace with a certain set of services, depending on the configuration of the co-working itself. An analysis of existing co-working spaces made it possible to identify the main types of configurations: minimal format co-working, medium format co-working, and maximum format co-working. All of them are distinguished by a set of additional premises, which expands the functional unit and increases the scale of the occupied space. In all formats, the structure has a certain set of premises - the core, which is mandatory for the functioning of co-working. It includes: – – – – – –

administrator’s zone (located in the common zone); common working area on the «open space» principle; eating area (standard set for this area includes refrigerator, microwave, TV); a soft zone for conversations, which can be combined with a zone of eating; a sanitary block, which sometimes includes a shower room; in some co-working spaces, a storage area is organized in the form of boxes (lockers).

The minimum format of co-working is enough to have the main functional blocks of the core. In a medium format co-working space a meeting room is added to the main core, organized for collective negotiations, if a small company is found among the residents or this room is used to meet with clients. In the maximum format co-working, in addition to the meeting room, individual booths or cells for work are added to the structure, their number may be different. Separate cells are intended for rent by small creative teams

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consisting of two or three people. This allows to organize work within the group and freely discuss the work process without disturbing other residents. The area of such premises can be completely different and is set depending on the number of residents and workplaces. Sometimes in extended format co-working spaces, a sleeping area is attached, most often in a capsule form. An example of a co-working space of the maximum format in Kazan is “Ecoworking”. It includes an expanded set of premises and is popular among citizens [7]. 3.8 The Educational Function in Creative Spaces is Presented in the Form of Lecture Halls, Auditoriums of a New Type and Educational Hubs Lecture Halls. They are designed according to the principle of universality and the diverse use of internal space, by creating a single enlarged internal space with a preferably simple outline of the volume. The number of seats may vary depending on the scale of the event, a free layout allows to occupy the lecture hall in different directions and change the location of the screen and speaker. The mobility of this space allows it to be used practically and multifunctionally, for example, the space of the lecture hall can be easily converted into an exhibition. The lecture hall and exhibition space can be delimited by the occupied areas or the temporary mode of operation. An example of such a lecture hall is the «Smena» Center for Contemporary Art in Kazan, which opened in 2013, which initially had only an attic floor consisting of several rooms and one large open-plan hall. Initially, the hall was alternately a lecture hall and an exhibition space, later it was delimited using visual techniques into a bookstore area, a lecture hall and an exhibition area. To date, the «Smena» space has expanded to cover all areas of the three floors of the historical building. The first floors are given over to commercial functions (bookstore, cafe, showroom), on the second floor there is a universal space, which, depending on the needs, is used as an exhibition space, a lecture hall or for organizing various workshops. On the attic floor there is an open-space office with a negotiation area [8]. Auditorium of a New Type. It is a traditional learning space (auditorium), reformatted in line with the trends in the development of creative industries. A striking example of such a space is the A1 Studio auditorium (Kazan, KSUAE), which belongs to the type of creative spaces integrated into the structure of public buildings. The old auditorium format has undergone visual changes and expanded its functionality. Previously, the auditorium had a traditional use for conducting classes and a standard interior. Today, in the auditorium space, there are various opportunities for a shifting exposition of educational materials, holding a cultural program that establishes communication between students and teachers, attracts people from outside and contributes to the development of a creative class. 3.9 Also, on the Platform of Universities and Educational Institutions, Another Type of Creative Spaces with an Educational Function is Developing - These are Educational Hubs Educational Hubs. These are multifunctional educational centers. The functional zoning of the educational hub is similar to the main co-working zones and depends on the

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educational specifics. The structure of the hub can include lecture halls, studios, creative audiences, etc. Educational hubs, as a rule, are specialized centers - in addition to standard areas, they have premises of a certain professional orientation, which become the dominant of the complex and have specific characteristics. A striking example of an educational hub can be seen in Moscow - on the basis of the «Krasny Oktyabr» industrial enterprise, the «Strelka» Institute was formed (suspended its work), which main idea was to study the urban environment and develop it in the future. In addition to teaching students, popular lectures were held every summer for all interested citizens in the courtyard of the educational hub. To date, a striking example of a developing educational hub is the Institute of Design and Spatial Arts of KFU, which, on the basis of a historic building in the center of Kazan (the former Kabatov estate), forms new educational spaces that include classrooms, free spaces for students to spend time, laboratories workshops for the development of creative industries, and also holds annual events where the creative class of the city is invited.

3.10 The Club and Entertainment Function is Represented by Such a Type of Creative Spaces as Anti-cafe and Its Varieties (Time Coffee Houses, Themed Anti-cafes) Anti-cafe. The main idea of such spaces is the opportunity to spend free time for people and communities, holding events of various kinds. The structure of the anti-cafe is most often a multi-room “apartment”, with a certain set of premises: – a common living area, with an adjoining tea area or an entire kitchen (as far as the area allows) and several rooms with a thematic design; – “soft” quiet zones - the visual concept is an entertaining format - cozy local spaces with armchairs, ottomans, tables for games, etc.; – a separate room with a screen for watching movies or a stage for cultural events; – a conditional zone of the library in the form of a bookcase, on the basis of which the Book Crossing movement is supported. The group of anti-cafes includes time coffee houses, which are distinguished by the commercialization of space, and thematic anti-cafes, focused on certain interests or social groups. One of the most popular themed anti-cafes is considered to be “cat cafes”, which temporarily keep cats looking for a home [9].

3.11 The Youngest Type of Creative Spaces are Youth Centers, They are Originally Multifunctional Youth Centers. Youth centers are youth infrastructure facilities designed for young people from 18 to 35 years old. As part of the implementation of the renovation program for youth environment facilities, since 2018, 37 youth centers have been repaired and put into operation. The first changes affected major cities of the Republic: Naberezhnye Chelny, Nizhnekamsk. The first objects were implemented on their territory.

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The purpose of the youth center is to provide resources and other opportunities for self-realization and project implementation. The main activity of the youth center is the organization and resource support of young activists, leaders, as well as youth public organizations, assistance in the development of creative industries and youth subcultures. Youth centers are located in adapted buildings, most often objects that previously had public functions: a village club, a cinema, a restaurant. All objects have large hall spaces in the planning structure, which allows developing the necessary redevelopment. There are cases of adaptation of administrative buildings, which complicates the placement of the necessary functions [10]. Let’s look at the features of the space-planning schemes of youth centers. The following functions can be presented in the youth center: Entertaining; Educational; Business; Cognitive; Sports and recreation. In connection with the adaptation of buildings of different functional structures for youth centers, they can be classified into the following types: Small youth centers; Standard youth centers; Large youth centers [11–13]. Functional Structure of the Youth Center. When designing any object of the youth environment, it is possible to highlight priority functions and premises that must be in the structure of the object (entrance area, multifunctional hall, workshop, co-working, self-service area (cafe), technical rooms). If areas allow, then the rest of the functions are distributed according to their significance. Youth centers in Nizhnekamsk and Naberezhnye Chelny can serve as positive examples of renovation. The youth center “Nur”, reconstructed under the program of capital repairs of youth centers, has turned into a point of attraction for the youth of Naberezhnye Chelny and became an incubator of innovative ideas. Thus, the center hosted a co-working space for youth activists and associations. It has workplaces, as well as areas for negotiations and communication. The new program of the center provides for the development of five areas: media, digital, healthy lifestyle, communications and urban activism. The «Kovyor» Youth Center of Initiatives in Nizhnekamsk appeared in 2017 at the initiative of the youth of Nizhnekamsk in the building of a former disco center. Initially, “Carpet” was conceived as a place where numerous youth associations of the city could gather, where each of them has his own office, where they can organize any activity at any time. There is also a free co-working space, a lecture hall, a cafe and workshop rooms. In 2021, the authors of the article carried out a project to renovate the Helicopter Youth Center in the Admiralteyskaya Sloboda of Kazan. In this project, it was possible to lay down relevant approaches to the renovation of historical objects for the modern needs of young people. To date, the project is being implemented and is at the stage of implementing interior solutions (Figs. 4, 5 and 6).

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Fig. 4. The project of renovation of the interior space for a universal public space with the function of coworking, lecture hall and photo zone in the Youth Center “Helicopter” in Kazan, 2021, project authors: Novikov S.V., Tukmakova M.I. (illustration by the authors).

Fig. 5. The project of renovation of the interior space for a universal public space with the function of a lecture hall, a conference hall, a cinema hall, a hall for holding festive events in the Youth Center “Helicopter” in Kazan, 2021, project authors: Novikov S.V., Tukmakova M.I. (illustration by the authors).

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Fig. 6. The project of renovation of the interior space for a universal public space with the function of a lecture hall, a conference hall, a cinema hall, a hall for holding festive events in the Youth Center “Helicopter” in Kazan, 2021, project authors: Novikov S.V., Tukmakova M.I. (illustration by the authors).

4 Conclusion The significance of the obtained results for architecture lies in the formation of types of creative spaces and consideration of their functional structure. This material can be used for both theoretical and practical work, in the design of creative spaces, as well as for the introduction of new types of public buildings and premises in the educational process. Creative spaces have become an integral part of urban life in recent years, and their number is rapidly increasing. It is possible to distinguish various types of closed-type creative spaces according to the main defining function (business, educational, club and entertainment), according to the planning structure (functional core and additional functions), according to the nature of inclusion in the architectural environment (integrated, built-in, free-standing and complex). Creative spaces can be monofunctional and polyfunctional, the typology of creative spaces strives for individuality, adapting depending on the forms of activity, on the development of the functional structure and on the subject. We can also note the formation of a new type of creative spaces (youth centers) with the support of the state authorities, which makes it possible to distinguish between private and public creative spaces. There is also the formation of a new type of creative spaces (youth centers) with the support of the state authorities, which makes it possible to distinguish between private and municipal creative spaces. All creative spaces are a platform not only for free time, but also for the formation of a creative class, the image of the urban environment and a tool for the revitalization and revalorization of the architectural heritage. The study

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shows that creative spaces continue to develop, new types appear, some that have existed for a long time stop their work or transform into new, more viable formats.

References 1. Dronyuk I, Moiseienko I, Gregušml J (2019) Analysis of creative industries activities in European Union countries. Procedia Comput Sci 160:479–484. https://doi.org/10.1016/j.procs. 2019.11.061 2. Turtygina SA (2019) Tendencies of reconstruction of old industrial buildings and territories for the purpose of reprofiling. Constr Mater Prod 2(5):40–46. https://doi.org/10.34031/26187183-2019-2-5-40-46 3. Polyakova OM (2019) Architecture and design support for the implementation of the socioeconomic development strategy of the city district. Constr Mater Prod 2(3):90–95. https:// doi.org/10.34031/2618-7183-2019-2-3-90-95 4. Han J, Forbes H, Schaefer D (2021) An exploration of how creativity, functionality, and aesthetics are related in design. Res Eng Des 32:289–307. https://doi.org/10.1007/s00163021-00366-9 5. Zuljevic M, Huybrechts L (2021) Historicising design space: uses of the past in participatory prefiguring of spatial development. Des Stud 73:100993. https://doi.org/10.1016/j.destud. 2021.100993 6. Kiroff L (2020) Nexus between creative industries and the built environment: creative placemaking in inner Auckland. Front Archit Res 9(1):119–137. https://doi.org/10.1016/j.foar. 2019.08.004 7. Abraham A (2022) Creativity or creativities? Why context matters. Des Stud 78:101060. https://doi.org/10.1016/j.destud.2021.101060 8. Loures L, Panagopoulos T, Burley JB (2016) Assessing user preferences on post-industrial redevelopment. Environ Plan B Plan Des 43(5):871–892. https://doi.org/10.1177/026581351 5599981 9. Reuschke D, Long J, Bennett N (2021) Locating creativity in the city using Twitter data. Environ Plan B Urban Anal City Sci 48(9):2607–2622. https://doi.org/10.1177/239980832 0980745 10. Cilliers EJ, Timmermans W (2014) The importance of creative participatory planning in the public place-making process. Environ Plan B Plan Des 41(3):413–429. https://doi.org/10. 1068/b39098 11. Roman Fediuk YH et al (2020) A critical review on the properties and applications of sulfurbased concrete. Materials 13(21):4712. https://doi.org/10.3390/ma13214712 12. Kolesnikov A et al (2022) Modeling of non-ferrous metallurgy waste disposal with the production of iron silicides and zinc distillation. Materials 15(7):2542 13. Makul N et al (2021) Design strategy for recycled aggregate concrete: a review of status and future perspectives. Crystals 11(6):695

The Evolution of Decorative Art: From Street Performance to Cinematic Virtual Worlds A. M. Sayfutdinova(B)

and D. R. Galiaskarova

Kazan Federal University, Kazan, Russia [email protected]

Abstract. The article is devoted to the study of the evolutionary process of decorative art. The scenery, being one of the forms of visual communication with the viewer, is an integral part of any performance. This article describes the historical and theoretical foundations for the formation of scenery. The result of the analysis is a historical scale that clearly shows the evolution of decorative art in connection with the architecture of theatrical structures and design features. The authors identified 3 main stages in the development of scenery. This process was directly related to the change in the space of the theater itself and its technical arrangement. The first stage covers the period from the Ancient World to the Middle Ages. The second stage is associated with the appearance of theater architecture in classical modern typology before the advent of cinema. The third stage is connected with the division of decorative art into the areas of theater and cinema and before the replacement of physical scenery with special effects. The results obtained during the study will be used by the authors as historical background for further study of the scenery in the field of cinema and television series. Keywords: Theater Architecture · Scenery · Theater Space · Film Scenery · Scenery Constructions

1 Introduction Decorative art is a kind of artistic creativity aimed at creating an image of reality for the viewer with the help of scenery, costumes, lighting, props and auxiliary equipment. The history of scenery, both theatrical design familiar to us, and masks and costumes, begins earlier than the history of the theater itself, namely from ritual and ceremonial actions. Directly during this period, the main functions of decoration are formed [1, 2]. Ritual ceremonies, and later theatrical performances, are initially held in the open air. Nevertheless, a special site is always allocated for these purposes, the architectural and spatial features of which change along with the change in technical thought. And only in the Renaissance theatrical performances will be driven directly into specialized buildings [3]. Throughout the evolutionary period, the features of the construction of scenery are directly related to the laws of composition and engineering capabilities [4–6]. Decorative art in terms of its evolutionary changes hasn’t sufficiently studied both in theater and cinema. Of particular interest is the evolution of stage decoration depending © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 252–259, 2024. https://doi.org/10.1007/978-3-031-44432-6_31

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on the transformation of the architecture of theatrical spaces. In this regard, the purpose of the work is to systematize knowledge in the field of the development of decorative art over time, identify the characteristic design features of the scenery at various stages and change the architectural features of the spaces used to place the scenery. The objectives of the study are: – study of existing literary, scientific, historical and archival sources and illustrative materials on the research topic; – drawing up a historical scale reflecting the main periods in the development of decorative art.

2 Methods and Materials In this article, under the concept of “decorative art”, only decorations are considered - their historical development in conjunction with the design features and the level of technical progress. The authors consider the scenery of theater and cinema together as a natural stage in the integration of one direction into another. It should be noted that in this periodization, picturesque scenery is not singled out separately, due to the fact that they are used to one degree or another throughout the history of the theater. In this connection, the classification of decorations according to their design features was taken as the basis for compiling the historical scale of development. The physical absence of the subject of research is the main difficulty in building a model of historical development in this area. The original scenery is a thing of the past, leaving at best memories, sketches of the creators, reviews of the audience, posters of performances. Due to its nature, the decoration has a very short period of existence. They themselves don’t last long, they are used while a certain performance is being played or a movie is being shot, then they are disposed of or transformed into new ones. In this regard, in this work, theoretical research methods were used, such as: analysis, synthesis, abstraction, generalization, modeling, work with historical and archival materials, classification. Analysis is a primary stage that helps at the stage of working with sources. With the help of the analysis, the information necessary for the study was revealed among the whole variety of data in textual and illustrative materials. Abstraction. This method focuses on focusing only on certain properties of the subject, without taking into account everything else. In this study, the decorative art is considered without connection with such terms as scenography and theatrical-decorative art, while concentrating only on the scenery. Generalization. A method aimed at combining a number of objects into one according to certain characteristics. In this context, such a method has a place to be when long periods of time are considered, during which both theatrical traditions and the scenery themselves changed. But in this model, their generalized features are highlighted. Modeling is aimed at building a theoretical model that reflects specific features. In this case, we are talking about a model of gradual development and complication of scenery. Work with historical and archival materials. This method contributes to the addition of already known information and additional verification of already received data.

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Synthesis is a method that helps to bring together information about the scenery of different eras, their features and characteristics identified as a result of the analysis. Classification. This method allows you to organize the received data together, compare them together, leading to the final result. In this study, the classification made it possible to arrange the collected information about the scenery of different eras and their types relative to the time line.

3 Results and Discussion The result of this study is the periodization of the development of decorative art, created by the authors. As a result of the analysis, three global stages were identified, each of which is divided into smaller ones. The first stage includes three periods: the scenery of the theater of Ancient Greece, the scenery of the theater of Ancient Rome, the scenery of the medieval theater (Fig. 1). Some examples of theater architecture of that period are shown in Fig. 2.

Fig. 1. The evolution of scenery in Ancient Greece, Ancient Rome and Middle Ages.

These periods are the longest, the duration of each of them is several centuries. The most common methods of scenery were developed during these periods: simultaneous, conditional and spatial, which are still used today, but it is difficult to define them as independent types of decorations. The first period is distinguished by the absence of theater architecture in the usual classical sense. In countries with a warm climate, theatrical productions were used either in undeveloped open areas or in open-air amphitheaters. Where climatic conditions did not allow for theatrical performances on the street, the internal space of religious buildings used. The next period, with five distinguished stages of development, definitely contributed to the development of decorative art (Fig. 3). This period is distinguished by the formation

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Fig. 2. Theaters of the period of Ancient Greece, Ancient Rome and Middle Ages.

of the classical typology of theatrical structures. The evolution of decorative art is directly related to the development of scientific and technical thought. The emergence of new technologies, materials and construction methods creates new types of more complex decorative structures.

Fig. 3. The evolution of decorative art in the 15th-19th centuries.

Thus, the appearance of one of the main inventions of the Renaissance – perspective, brought promising scenery to theatrical life. The perspective will be actively used in the design of performances until the beginning of the 20th century. The creation of the curtain in the first quarter of the 17th century led to the appearance of two types of scenery at once: curtain mobile scenery and curtain - arched lifting. Both types of scenery existed

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and were used in parallel to each other. They were replaced by pavilion scenery, which, unlike backstage scenery, painted a very realistic image of the premises in which the action takes place. Throughout the period, three-dimensional elements were used in the creation of scenery, but three-dimensional scenery as a separate type was introduced by the Meiningen Theater in 1870. The third period covers the time from the advent of cinema to the introduction of digital technologies in theatrical and film sets (Fig. 4, Fig. 5). After the invention of cinema in 1895, theatrical scenery began to be used there as well (Table 1).

Fig. 4. The evolution of scenery in theater from the beginning of the 20th century to the introduction of digital technologies.

Most of the first directors had experience in theater, and they used theatrical techniques in the field of cinematography. The scenery, painted on stretched canvas, was complemented by three-dimensional elements. With such a decorative solution, the film was recorded from one fixed point, which was very similar to the situation in the theater. But the longer the film industry developed, the more it abandoned theatricality, developed its own techniques and ways of building a frame. In the years 1913–1915, the fundus system of scenery was developed, which to some extent resembles the pavilion scenery in the theater. Fundus decorations consisted of standard parts, easy to assemble, cheap in cost and reusable [7]. For the first time, this kind of scenery was used during the shooting in 1925, allowing you to easily shoot both in the pavilion and in kind. As the next stage, partial decorations were selected, which are used together with the chroma key and further painting on the computer. It is worth mentioning that this kind of combined shooting has been used in cinema since the beginning of the 20th century, when the first special effects began to be used. Special effects gradually replaced each other, while new ones were developed and introduced in parallel. The art of cinematography developed rapidly, expanding the number of genres and techniques for constructing scenery, depending on the artistic conception and genre orientation. In this regard, the scenery used in the cinema is a separate voluminous topic that requires a deeper study.

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Fig. 5. The evolution of scenery in cinema.

Table 1. Movie genres and decorations used. Movie genres Date of occurrence

Development trend

Types of decorations used

Comedy

1895

Fundus, volumetric, scenery

Thriller

1920s

Fundus, volumetric, scenery, pavilions

Romance

1930s

Fundus, volumetric, scenery

Fantasy

1903

Crime

1950s

Horror

1895

Documentary 1895 Action

1903

Musical

1927

Drawn, partial scenery, chromakey, prototyping Fundus, volumetric, scenery, pavilions, location shooting Drawn, fundus, volumetric, scenery, pavilions Location shooting Prototyping, volumetric scenery, pavilions Fundus, volumetric scenery, location shooting

Just as the theater penetrated the cinema, so the cinema penetrated the theater [8]. In 1903, projection scenery was invented, they are based on the projection of transparencies. The back of the stage, walls, floor can serve as a screen for such a projection. Projection decorations became widespread in the middle of the 20th century, due to the technological improvement of projection equipment and materials for screen projections. In addition to this, projection decorations have a number of advantages, such as ease of operation,

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high artistic image quality, and ease of changing images, which have also contributed to the widespread use of this type of decoration. Constructivist sets appeared in the theater in the 1920s, and they were definitely different from other types of sets. These decorations separated and ceased to depend on the stage box, they essentially became the stage themselves. In addition, such scenery does not depict space in the usual sense of the viewer. The next stage in the development of theatrical scenery art can be called the use of virtual scenery at the beginning of the 21st century, which is the use of projection or LED screens on the stage [9]. The obtained data on the stages of development of scenery art will form the basis for further studies of the development of scenery in cinematography as the historical prerequisites for their formation. The stages of development of film scenery require a separate study, since at a certain stage of development the film industry has grown into a separate art form with a huge number of genre branches.

4 Conclusion As a result of the study, three global stages in the development of decorative art were identified, with a smaller periodization within the group. The analysis of the selected periodization shows that the development of the art of scenery goes in parallel with the development of the architecture of theatrical buildings and scientific and technical thought. As technological progress develops, the complexity of the scenery itself increases, the scope and possibilities of the depicted expand. The transformation of decorative art is also associated with changes in theatrical space. New technologies are being actively introduced both in theatrical productions and in cinema. However, in these areas, the use of traditional decorations continues. Today, the use of scenery is not limited to the theater and cinema areas, they are also used in the design of music venues, television programs, fashion shows and event events.

References 1. Rozin VM (2022) Transformation of the theater: ancient and modern European theater, director’s theater of the 20th century, theater of “social change.” Cult Art 7:96–113. https://doi.org/ 10.7256/2454-0625.2022.7.38420 2. Bo E, Astolfi A, Pellegrino A (2015) The modern use of ancient theatres related to acoustic and lighting requirements: stage design guidelines for the Greek theatre of Syracuse. Energy Build 95:106–115. https://doi.org/10.1016/j.enbuild.2014.12.037 3. Kozhevnikov AM (2020) Transformation of space in the history of theater development. Archit Mod Inf Technol 1(50):118–134. https://doi.org/10.24411/1998-4839-2020-15008. https:// marhi.ru/AMIT/2020/1kvart20/PDF/08_kozhevnikov.pdf. Accessed 02 Mar 2023 4. Mirkhasanov RF, Sadkov VA, Klyuev SV, Akhtyamova LSh, Sabitov LS (2022) Universal laws of composition (artificial and natural form) on the example of the V.G. Shukhov tower. Constr Mater Prod 5(5):29–41. https://doi.org/10.58224/2618-7183-2022-5-5-29-41 5. Kolesnikov A et al (2022) Modeling of non-ferrous metallurgy waste disposal with the production of iron silicides and zinc distillation. Materials 15(7):2542

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6. Makul N et al (2021) Design strategy for recycled aggregate concrete: a review of status and future perspectives. Crystals 11(6):695 7. Ptushko AL, Kozlov PV, Belmasov MA (2021) Technological development of methods for combined and stunt filming. Sphere Cult 3(5):119–138. https://doi.org/10.48164/2713-301X_2 021_5_119 8. Spasskaia MA (2018) The formation of the visual theatre aesthetics: theater practice and experiments of the Russian avant-garde in the 1900–1930s. Vestnik Saint Petersburg Univ 8(4):593–604. https://doi.org/10.21638/spbu15.2018.404 9. Krylova A (2020) New forms of artistic synthesis in modern musical theatre. Vestnik Saint Petersburg Univ 10(2):230–247. https://doi.org/10.21638/spbu15.2020.203

Proposals on Conceptual Model Development of Armenian Ethnographic Parks A. Yu. Safaryan(B) National University of Architecture and Construction of Armenia, Yerevan, Republic of Armenia [email protected]

Abstract. There are many Armenian thematic centers and museums in Armenia and abroad, but not a single ethnographic park-museum where the architectural and cultural heritage of the Armenian people will be centrally presented, making the idea of the creation of an ethnographic park-museum of the Armenian people relevant. The research is based on a comprehensive study of past attempts at creating similar centers, the Armenian architectural and cultural heritage in an allencompassing timeframe which represents the possible pool of exhibits that can be used in these types of museums, the possible locations for ethnographic parks, similar realized projects abroad and an analysis of past research on the topic. The methodology for compiling the nomenclature of exhibits of ethnographic parks has been developed in order to classify the architectural and cultural achievements of the Armenian people by time and location. The composition of exposition of the Armenian ethnographic park-museums will be based on following items: historical capitals of the people of Armenia, as well as churches, monasteries, fortresses, ancient settlements, residential, public buildings, khachkars, etc. Proposals were made on the territorial zoning of the ethnographic parks. Keywords: Ethnographic park · Miniature park · Architectural monuments · Conceptual model of park-museum · Territorial zoning

1 Introduction Currently, there are a large number of Armenian thematic centers and museums in Armenia and abroad, but there is still not a single ethnographic park-museum where the architectural, cultural heritage of the Armenian people could be centrally represented, therefore the creation of ethnographic parks-museums of the Armenian people is proposed [1]. A number of projects (open-air museums) dedicated to the Armenian architectural, historical and cultural heritage have been proposed, but not implemented: the “Dzoragyugh” district-ethnographic area in Yerevan (architects T. Gevorgyan, G. Khachatryan, S. Hayotsyan) wasn’t completed, it is only represented by the single low-rise historical residential building – S. Parajanov museum, others - the “Hayastan Delightful” park (author V. Hovnanian, which was planned to be located in the southern part of the Vahagni district), residential development “Kond” (architect A. Aghekyan, about 5 ha area was planned to be allocated for a public center where the renovated houses would © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 260–268, 2024. https://doi.org/10.1007/978-3-031-44432-6_32

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have studios, workshops, craftsmanship workshops, display and shops), “Old Yerevan” quarter (architect L. Vardanyan, the project under artificial cover in the center of the capital), and others are either still at the project stage and were not realized, or as in the case of project “Old Yerevan” – on the phase of construction. As of this day, the only implemented project for the preservation of historical buildings is the Kumairi Historical and Cultural museum-reserve in Gyumri (architect S. Kalashyan), founded in 1980, where part of the historical development of the city, streets and individual architectural monuments are objects of the exposition. The Kumairi district contains around 1600 architectural monuments, including Armenian churches, fortresses, a Russian orthodox church, homes of important Armenian cultural figures. It is one of few places in the world with authentic urban Armenian architecture.

2 Methods and Materials The research is based on a comprehensive study of past attempts at creating similar centers, the Armenian architectural and cultural heritage in an all-encompassing timeframe which represents the possible pool of exhibits that can be used in these types of museums, the possible locations for ethnographic parks, similar realized projects abroad and an analysis of past research on the topic [1–5]. The methodology for compiling the nomenclature of exhibits of ethnographic parks has been developed [6]. The creation of a database (including three-dimensional images of monuments of architecture and urban planning, as well as the surrounding area) is one of the priority provisions for the formation of ethnographic park-museums of the Armenian people. On this base an information center, digitized libraries will be created, as well multimedia excursions, virtual, interactive exhibitions will be organized, light installations will be presented etc. [6]. The process of updating the database will be long-lasting, which will be carried out through cooperation with a wide range of specialists in the professional field. The database was created based on research conducted by scientists such as T.Toramanian, E.Strzhigovsky, V.Harutyunyan, E.Tigranyan, M.Asratyan, K.Kafadaryan, A.Grigoryan, M.Gasparyan, et al. [1, 7–10]. During the replenishment of the database (in the field of church architecture) authors collaborated with PhD A.Vardanyan, who carried out inventory and documentation of dislocationon of 339 churches of foreign Armenian dioceses (Armenian dioceses of Russia and New Nakhichevan - 40, Armenian dioceses of Southern Russia -35, dioceses of the Armenian Apostolic Church in Georgia - 56, Armenian dioceses of Ukraine - 12, Armenian dioceses of the Baltic states-2, dioceses of Moldova - 3, Europe: Patriarchal Delegation of Western Europe (Belgium, Netherlands, Italy) - 5, Patriarchal delegation of Central Europe (Austria, Czech Republic, Slovakia, Sweden) - 4, Romanian dioceses -21, Bulgarian dioceses - 9, German dioceses - 3, Greek dioceses - 2, Swiss dioceses - 1, French dioceses - 25, British dioceses - 3, North America. Eastern dioceses of the USA- 46, Western dioceses of the USA - 20, Canadian dioceses - 10, South America. Argentine dioceses - 8 Brazilian Episcopate 2, Uruguay episcopate - 1, Chilean episcopate - 1 chapel, Egyptian episcopate - 7, Iraq episcopate - 11, congratulations to all episcopate 7, Australia and New Zealand Armenian dioceses, India and the High East of the Patriarchal Delegation of the European Parliament - 12). Monuments of architecture and urban

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planning are not only individual buildings and structures, objects of engineering art, but also architectural complexes, historical sites, individual districts, streets, squares, ruins of ancient cities. The architectural monuments which are completely destroyed and existing only in the form of archaeological excavations, as well the volumes of architectural monuments and/or some lost parts of them can be reconstructed by using three-dimensional modeling techniques. The usage of modern digital technologies can be important for the development of the museum of the future. With these technologies, it becomes possible to expand the functional and resource (expositional) possibilities of the museum in limited spatial and temporal conditions [11, 12].

3 Results and Discussion It is proposed to build an ethnographic park-museum of the Armenian people, guided by either the plain principle, i.e. models of “ex situ” monuments located on some another territory will placed on the selected locations or guided by the principle of a hybrid type of formation of museums, that is the park will be formed mainly on the basis of “in situ” protected monuments in their original location and will be replenished with “ex situ” objects, or a whole separate environment will be museficated. The conceptual model of ethnographic park-museums of the Armenian people will combine a number of museum models, such as temporal, spatial, as well the ones of creative and scientific activities of the Armenian people [5, 13]. The monuments of architectural, historical and cultural heritage, as well the expositions dedicated to the life and traditions of the Armenian people will be the basis of the exposition of the ethnographic park-museums of the Armenian people. In the proposal the basis of the exhibition of the Armenian Ethnographic parkmuseums will consist of the following historical objects: historical capitals of the Armenia (settlements that in different historical periods were administrative, political, economic, religious and cultural centers of Armenian states), churches, monasteries, fortresses, ancient settlements, civil engineering objects – residential and public buildings, khachkars, etc., the list of which can be supplemented with appropriate exhibits in each separate specific ethnographic park-museum [5]. Architectural model-exhibits can be presented in the park based on the existing research and 3D visualizations carried out for some historical capitals (Fig. 1, 2, 3 and 4).

Fig. 1. Capital Armavir: a - reconstruction of the Argishtikhinili fortress, b - reconstruction of the Argishtikhinili fortress main entrance.

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Fig. 2. Capital Artashat: master plan (by A.Tonikyan) (a), reconstruction (by R.Sargsyan) (b).

Fig. 3. Capital Dvin: layout (by K. Kafadaryan) (a), reconstruction (by A. Ghazaryan) (b).

Fig. 4. Shengavit ancient settlement: reconstruction (by P. Frankyan) (a), reconstruction of the housing in the form of a complex (by R. Sargsyan) (b).

The methodology for compiling the nomenclature of exhibits of ethnographic parks has been developed in order to classify the architectural and cultural achievements of the Armenian people as contribution to global civilization by time and location. It is proposed to classify the exhibits by the following characteristics. • chronological characteristics - architectural monuments are ranged by the date of their construction, • geographical characteristics - monuments are grouped by regions of Armenia, and those located outside of it borders - by countries of their location, • stylistic affiliation - clarification of the monument’s place in the common pattern of the development of art, which will determine the interrelationship of Armenian architecture with various styles and its place and role in the development of global architecture,

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• in accordance with the original functional purpose - the following types of monuments will be presented: historical capitals of Armenia, ancient settlements, religious, fortress monuments, monuments of civil engineering, small architectural forms, etc., • Proposals for the zoning of ethnographic parks have been developed. Suggestions were given on functional, compositional, landscape, historical and cultural zoning of the territory of the ethnographic park-museum. The functional zoning of the parks territories depends on their size and the variety of materials on display, but there are general principles for the composition and the layout of the zones. In accordance with this, the following functional zones are allocated: • museum and exhibition area - zone of cultural and educational events - demonstration of the development of civilizations of the Middle East and the Armenian Highland, placement of historical capitals of Armenia, masterpieces of Armenian architecture and unique natural objects, exposition of types of authentic houses built in the traditions of folk architecture: clay basement, ground, coated with “Azarashen”, midis and puppet, research and educational activities, folk crafts and the zone of “Old and New Wonders of the World”. • zone of recreation and tourist services - The territory of mass events and entertainment games, exhibitions and theatrical performances and the sports zone (sports, recreational, spring water, etc.), • zone of administrative and economic services - (technical maintenance, transport infrastructure etc.). Historical and cultural zoning of the territory of the ethnographic park-museum is carried out in accordance with stylistic features in order to provide zones that require different planning and architectural and landscape organizations. Composite landscape zoning of the museum-park territory is carried out in order to identify large-scale divisions of the landscape design of the park, to determine the rhythm of volatility of open and closed territories, to identify the main perspectives of the landscape and panoramas, to install the main compositional axes and centers. The conceptual model of the park-museum assumes constant development and dynamic transformation, therefore, in the design process it is necessary to provide for the possibility of further expansion, as well as to solve the issue of thoughtful and accurately calculated positioning of functional zones. During the designing of ethnographic park-museum, infrastructure should be provided to ensure the widest possible range of visitors (by age, interests, opportunities, etc.) needs, including entertainment areas for children of different ages; for people with disabilities - an unobstructed architectural environment; information points; food outlets; medical aid points; routes for cyclists, bicycle rental points; public toilets, etc. In the process of creation and construction of museum-parks, much attention will be paid to modern materials that expand the possibilities and allows architects to put a lot of creative ideas. Modern materials, of course, cannot replace the entire palette of traditional building materials formed as a result of centuries of architectural experience, but they significantly expand it, characterized by certain new properties making them

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viable in a setting where the usage of traditional materials in the park serves as a part of the exposition [14, 15]. A number of patents of RA were developed by A. Safaryan and coauthors, which can be used in the process of design, construction and operation of ethnographic parks [16]. These patents contain recommendations on the: formwork for the construction of stiffening diaphragms and their joints in frame buildings (Fig. 5); volumetric corrugated structure for the covering of archaeological sites (Fig. 6); one-story linear building for the movement of visitors in the ethnographic park with a complex relief (Fig. 7), pavilions with stationary and adjustable constructures for the presentation of various exhibits (Fig. 8).

Fig. 5. Device schematics.

Fig. 6. Utility model (487U patent RA). Facades: front (a), side (b).

The concept of the development of the ethnographic park-museum should include the following components: • • • •

development of the 3D composition, functional model of park development, development of scientific information and fund systems, development of the exposition system.

By identifying conceptual problems, it is possible to develop a detailed conceptual model of the development of the park and museums. Among these problems are: • expansion of the temporal and spatial frameworks, • adaptation and/or involvement in the needs of the park of architecture, historical buildings and/or individual architectural monuments, as well as adjacent territories, • creation of dynamic multi-level/hybrid expositions that will replace the system of museums of various profiles and types,

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Fig. 7. Utility model (502 U patent RA): general view, schematic representation (a); viewing paths (b): interior (c), internal view.

Fig. 8. Utility model (520 U patent): front façade (a), layout (b), blocking scheme (c).

• development of innovative methods of exposition and exhibition activities, expansion of the range of information carriers used,

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• interaction with scientific institutions (in the direction of updating databases, providing human resources).

4 Conclusions • Proposals for the zoning of the territory of ethnographic park-museums were presented. • The methodology of compiling the nomenclature of the exhibits of the ethnographic parks of the Armenian people has been developed. • Proposals were developed to provide territories in the capital of Armenia, Yerevan, as well as in other cities with rich Armenian cultural heritage - Gyumri, Ashtarak, Etchmiadzin, Goris, Noratus and other national zones sites, which will contribute to the creation of living museums, involving the local population in their traditional activities. It is planned to develop a separate program for Yerevan with a differentiated approach of each administrative district of the city [10]. Suggestions were given on ethnographic zones in Yerevan, about the allocation of their pedestrian sections, connecting them with the problem of general modernization of residential formations, dwelling renovation of the city [10, 17]. • Abroad (primarily in those countries that have a large number of Armenian communities), it is preferable to organize an ethnographic park-museum at existing Armenian churches and monastery complexes. The conceptual model of the ethnographic park “Armenia. The historical capitals and architectural masterpieces” is developed on the territory of the Armenian Apostolic Church of the Assumption of the Blessed Virgin Mary in Armavir, Russian Federation. Acknowledgements. The work is realized in the framework of the “Preservation and development of the research laboratory of urban planning and architecture” program, financed by Science Committee of Republic of Armenia.

References 1. Gasparyan M, Safaryan Y (2014) The problem of preservation of national traditions in modern Armenian architecture. Adv Mater Res 1020:702–706. https://doi.org/10.4028/www.scient ific.net/amr.1020.702 2. Marcus A, Levine H (2011) Knight at the museum: learning history with museums. Soc Stud - Univ Connecticut 102:104–109. https://doi.org/10.1080/00377996.2010.509374 3. Subbotin O (2020) Architectural and spatial environment in the historical settlements of regional significance. In: IOP conference on series: materials science and engineering, vol 913, no 3, p 032021, 1–6. https://doi.org/10.1088/1757-899X/913/3/032021 4. Subbotin O (2020) Cultural and historical potential of the urban environment (regional aspect). In: IOP conference series: materials science and engineering, vol 775, no 1, p 012036, 1–5. https://doi.org/10.1088/1757-899X/775/1/012036 5. Safaryan A, Safaryan Yu, Sargsyan R (2021) Methodology for compiling the ethnographic miniature parks’ exhibits nomenclature of the Armenian nation. In: E3S web of conferences, vol 281, p 02020, 1–11. https://doi.org/10.1051/e3sconf/202128102020

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6. Safaryan A (2020) Proposals on nomenclature, functional orientation and territorial zoning of the Armenian people’s ethnographic parks. In: IOP conference series: materials science and engineering, vol 913, p 032030, 1–7. https://doi.org/10.1088/1757-899X/913/3/032030 7. Gasparyan M (2018) Architecture of Yerevan of the 19th and early 20th century. City in space and time. Palmarium Academic Publishing, Riga 8. Harutyunyan E (2009) The permanent traditions of Armenian architecture. Mugni, Yerevan. (in Armenian) 9. Safaryan Yu, Gasparyan M, Aloyan A (2011) The master plan of Yerevan. In: IET conference publications, vol 357, pp 1–30 10. Safaryan A, Safaryan Yu (2020) Housing architecture of Yerevan. Typology, forecast. In: IOP conference series: materials science and engineering, vol 913, p 032015, 1–7. https://doi.org/ 10.1088/1757-899X/913/3/032015 11. Barranha H, Caldas J, da Silva RNN (2017) Translating heritage into museums: two architectural strategies inside Lisbon castle. J Cult Heritage Manag Sustain Dev 7(1):33–47. https:// doi.org/10.1108/JCHMSD-05-2016-0033 12. Arnold JDM, Lafreniere D (2018) Creating a longitudinal, data-driven 3D model of change over time in a postindustrial landscape using GIS and CityEngine. J Cult Heritage Manag Sustain Dev 8(4):434–447. https://doi.org/10.1108/JCHMSD-08-2017-0055 13. Ashworth G, Graham B (2018) Senses of place, senses of time and heritage. In: A museum studies approach to heritage, pp 374–380. https://doi.org/10.4324/9781315668505-30 14. Pastukh O, Dietmar M, Panin A, Elistratov V (2022) Modern materials and structures used in housing construction. Int Exp Archit Eng 7(3):53–64. https://doi.org/10.23968/2500-00552022-7-3-53-64 15. Subbotin O (2019) Features of the building materials use in architectural and urban heritage restoration. In: IOP conference series: materials science and engineering, vol 698, no 3, pp 1–5 (2019). https://doi.org/10.1088/1757-899X/698/3/033045 16. Safaryan A (2019) The new patents usage in the Republic of Armenia during the ethnographic parks creation. In: IOP conference series: materials science and engineering, vol 698, p 033047, 1–6. https://doi.org/10.1088/1757-899X/698/3/033047 17. Ohanyan A, Azatyan K (2020) Perspectives of reconstruction of the residential quarters in the centre of Yerevan City. Archit Mod Inf Technol 1(50):225–237. https://doi.org/10.24411/ 1998-4839-2020-15014. (in Russian)

Technological Materials and Innovations of the Future for the Modernization of Civil Engineering in Russia V. A. Yakovlev(B)

and D. V. Zakharova

North-Eastern Federal University (NEFU), Yakutsk, Russia [email protected]

Abstract. The article is devoted to a comprehensive study of the effectiveness of the use of innovative processes in civil engineering. It considers several modern innovations that can provide economic and social benefits. The authors explore the prospects for the development of the construction industry, based on the use of new materials and technologies, and also give examples of innovative projects in construction. The article describes the main areas of innovation in civil engineering, such as the use of modern materials, the introduction of digital technologies and the automation of processes, the development of new management and quality control systems, as well as the use of environmentally friendly technologies. The authors strive to show that the development and implementation of innovations in the construction industry is one of the rapidly developing and currently promising areas of scientific and technical activity. Keywords: High Technology · Civil Engineering · Innovation

1 Introduction Modern construction requires constant improvement of quality and accuracy in the execution of works. This can be achieved by applying new technologies and advanced developments. Innovation is the engine of progress. This article explains the reasons for this opinion. New technologies in construction, an area relevant at all times, play one of the leading roles in the whole economic field. Admittedly, construction is a rather conservative industry. According to a McKinsey study, despite the fact that it accounts for 13% of global GDP, it is still one of the least digitized sectors. However, this work proves that the transition to the path of innovation is inevitable. Major players and market leaders have already realized the potential of new technologies and are slowly but surely preparing the industry for the technological transformation. New technologies and developments that are cited in this article encourage the transition to automated construction methods, the mass introduction of new technologies.

© The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 269–276, 2024. https://doi.org/10.1007/978-3-031-44432-6_33

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2 Methods and Materials Modern construction requires constant improvement of quality and accuracy in the execution of works. This can be achieved by applying new technologies and advanced developments. Self-repairing concrete (Fig. 1) is one of the promising areas of modern civil engineering. Its application allows you to increase the service life of structures. In accordance with GOST (GOST 25192-2012, 7473-2010, 57345-2016, 57359-2016), in the production of concrete are defined: composition, structure, curing conditions, etc.

Fig. 1. Self-repairing concrete that can seal cracks.

The new type of concrete is characterized by the fact that it contains fungi and bacterial spores that can survive in alkaline conditions and give the building material the latest properties. The components added to the building material can stay dormant for decades. They will manifest their properties at the moment when the construction starts to crack. At this time, water will penetrate into the microorganisms, they will activate and begin to produce calcium carbonate (limestone), which will fill all the cracks in the concrete [1]. In Russia, scientists from Ogarev Moscow State University, together with co-authors from Iraq, received the fourth Eurasian patent for the invention of self-repairing concrete. They developed it using an aqueous concentrate and Bacillus cohnii bacteria, which can survive in hard concrete spores for up to 200 years (and can extend the service life of a structure for the same period)! Experts in the construction field claim that such biocrete will soon become a widely produced and consumed material that will be used in the construction of roads, houses, basements, mines, buildings and bridges.

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Among the latest developments that are used in the construction sphere, it is worth noting the unmanned aerial vehicles (UAVs). They are ideal for this field because they help contractors improve work safety, reduce costs and speed up production work.

Fig. 2. Using a drone on a construction site.

Professional UAVs (Fig. 2) can solve a number of problems: • survey and document the condition of hard-to-reach or large-scale objects (e.g., TPP pipes, gas pipelines, bridge supports); • create different cartographic materials; • transmit video images in real time; • create high-quality aerial photos of construction sites or construction sites; • make measurements (e.g. humidity, temperature, wind speed) depending on the attachment equipment; • monitor the progress of construction, etc. It is especially noteworthy that drones can be used as physical helpers. It is possible to use them to deliver oversized cargo or install light structures at height. For example, drones can handle the installation of mineral wool boards. In this, they will help to reduce the risk of falling from a great height and the harmful effects of the used materials on the human body [2]. Based on information from Scopus magazine, the drone market is expected to be $42.8 billion in 2025. According to CAGR, it will reach 13.8% from 2020 to 2025 inclusive [3]. Information modeling (BIM) has recently appeared in the construction industry’s design arsenal. The technology allows to design any objects (buildings, bridges, ports, railroads) and contains all the detailed information about the structure and its components. Unlike conventional 3-D modeling, this system can simulate the construction

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process and assess all risks. Models provide high accuracy of project detailing. In the BIM information model (Fig. 3) you can: • • • • • • •

create and adjust design and estimate documentation; make calculations of structural, engineering elements; make plans and schedules of construction works; prepare orders for equipment, building materials; supervise each stage of construction; make strategic and design decisions; manage the operation of the building until it is demolished [4].

Fig. 3. BIM technology in construction.

On September 18, 2018, it became known that the digital transformation of the construction industry in Russia, involving the adoption and updating of BIM regulatory and technical documents, the necessary changes in legislation and the creation of an industry digital platform, should take place within 5 years. To reduce injuries and increase labor efficiency at construction sites by at least 20%, some regions of the Russian Federation are already using exoskeletons (Fig. 4). The suits are able to take the brunt of the weight lifting and provide additional support and strength during lifting, gripping or bending. They have become affordable today, so even individual customers can afford to buy them [4]. Taking construction to the next level is possible with Internet of Things (IoT) technology. The Internet of Things is curious for its versatility and simplicity. On a construction site, it involves connecting all machinery, machines, stationary objects and workers, for example with a smart watch, to a single network that tracks everything in real time. Here’s an example to illustrate the point: Engine time sensors calculate and predict future fuel consumption of special machines, find deviations from the schedule and downtime (Fig. 5).

Technological Materials and Innovations of the Future

Fig. 4. An exoskeleton for construction.

Fig. 5. Using the Internet of Things in the construction industry.

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Connected devices can make assets and buildings smart. If, for example, assets or critical systems malfunction or stop working altogether, notifications will be sent to stakeholders and contractors. This enables quick decisions to be made to minimize risks or optimize operating costs. According to McKinsey research, the greatest potential of the Internet of Things lies precisely in the optimization of routine operations and dayto-day asset management. According to J’son & Partners Consulting experts, IoT in Russia is at the beginning of development. Despite the fact that developers are striving to digitize the business, to make it more “transparent” and predictable [5]. It is also worth noting the feasibility of using innovative technologies in construction. The use of innovative technologies in construction offers a host of potential benefits (Table 1) - from increased efficiency to improved safety standards - making them an attractive option for those seeking to modernize their processes or improve existing ones. Table 1. Tasks addressed by innovation in construction. Advantages of using advanced technologies in construction Increasing the life cycle of the building/construction

Simplify and speed up the construction process

Improving the energy efficiency and soundproofing of the facility

Ensuring maximum comfort for people in the building

Reduced construction costs

Improving the standard of living of the population

Reduced labor costs

Creating buildings with high precision

3 Results and Discussion To develop the artificial intelligence market in Russia, the federal project “Artificial Intelligence” was created. It is financed from the federal budget (Fig. 6). The Ministry of Digital Development of Russia, on behalf of the Government of the Russian Federation, is now doing a lot of work with the deputy heads of federal executive bodies responsible for digital transformation so that artificial intelligence is used everywhere. 24.6 billion rubles were allocated for this (Fig. 7).

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Fig. 6. Expected impact of the development of artificial intelligence technologies over 5 years (2019–2024), %.

Fig. 7. Budget financing of the activities of the federal project “Artificial Intelligence”.

4 Conclusion Innovations in construction increase profits, make the company more competitive, and help win tenders. All new technologies in construction are aimed at optimizing business processes. Perhaps now some technologies or materials seem something fantastic or unbelievable, but those, large builders, who use them at the moment, have made it to the leaders due to active use of new technological solutions. New technologies in construction allow you to do the work in a short time, improve the thermal and waterproofing characteristics of buildings [6]. Summarizing all of the above, it is clear that the role of the introduction of innovative technologies in the construction industry is difficult to overestimate. Now in the

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development of innovation takes into account all possible negative influence of external factors, thanks to which both technologies and materials are becoming more environmentally friendly and safe. Thanks to the active implementation of IT-technologies and other innovations, the construction sphere can change dramatically. Civil engineering will become more transparent and understandable for everyone. Acknowledgements. I, Zakharova Diana Vasilyevna, would like to express my sincere gratitude to my scientific advisor, Valeriy Aleksandrovich Yakovlev, for his help in finding sources of literature, which became the basis for writing this scientific article.

References 1. Lenderink B, Halman JIM, Boes H, Voordijk H (2020) A method to encourage and assess innovations in public tenders for infrastructure and construction projects. Construct Innovat 20(2):171–189 2. Loosemore M, Richard J (2015) Valuing innovation in construction and infrastructure: getting clients past a lowest price mentality. Eng Construct Architect Manag 22(1):38–53 3. Mariotto FL, Zanni PP, Moraes GHS (2014) What is the use of a single-case study in management research? Rev Adm Empres 54(4):358–369 4. Mazzucato M (2015) Building the entrepreneurial state: a new framework for envisioning and evaluating a mission-oriented public sector. Levy Economics Institute of Bard College Working Paper 824 5. Halttula H, Aapaoja A, Haapasalo H (2015) The contemporaneous use of building information modeling and relational project delivery arrangements. Procedia Econ Financ 21:532–539 6. Ercan T (2019) New three-part model of innovation activity in construction companies. J Construct Eng Manag 145(5):4019022 7. Lijauco F, Gajendran T, Brewer G, Rasoolimanesh SM (2020) Impacts of culture on innovation propensity in small to medium enterprises in construction. J Construct Eng Manag 146(3):4019116 8. Lindblad H, Guerrero JR (2020) Client’s role in promoting BIM implementation and innovation in construction. Construct Manag Econ 1–15

The Concept of Urban Quarter Improvement on the Territory of the Historical Settlement of Elabuga in the Russian Federation Yu. P. Balabanova1(B) , I. P. Balabanov2 and M. I. Lushpaeva3

, A. R. Gaiduk1

,

1 Institute of Architecture and Design, Kazan State University of Architecture and Engineering,

Kazan, Russian Federation [email protected] 2 Kazan National Research Technical University named after A. N. Tupolev – KAI, Kazan, Russian Federation 3 Institute of Design and Spatial Arts, Kazan (Volga Region) Federal University, Kazan, Russian Federation

Abstract. The historic settlement of Elabuga has a centuries-old history of development and has a pronounced historical identity and historical and cultural potential for development. This article aims at revealing the historical aspects of the development of the historical settlement of Elabuga by urban planning principles, the structure and character of neighborhood development, landscape features, functional and spatial aspects and urban infrastructure. The research methodology was based on complex scientific historical and cultural research based on theoretical and on-site analysis. Analyzed and correlated with each other the historical and contemporary data of the historic settlement and urban neighborhoods. On the basis of the study identified the positive and negative characteristics of the historic settlement. Based on the identified characteristics, the authors proposed a new concept of urban development of the city quarter. The developed concept of the urban quarter improvement is one of the elements of the green framework of the city. The concept proposed a functional and planning solutions taking into account the historical identity of the place, the development of the city and the needs of modern man. The significance of this concept is to ennoble, adapt the abandoned, ruined city quarter and adjust it to the necessary public function. Including the development of tourist infrastructure of the city, comfortable and informative time of the tourists and locals. Keywords: Landscape · Landscaping · Landscaping · Urban Neighborhood · Historic Settlement

1 Introduction The city of Elabuga is located in the Republic of Tatarstan of the Russian Federation. It is the administrative center of Elabuga district, located at a distance of 200 km from the city of Kazan, the capital of the Republic of Tatarstan. © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 277–284, 2024. https://doi.org/10.1007/978-3-031-44432-6_34

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Elabuga is a historical settlement of federal significance, included in the “List of historical settlements of federal significance”. Elabuga is one of the most interesting historical cities in Russia, it has a unique integrity and picturesqueness of its architectural appearance. According to evaluation of Russian experts, Elabuga is among 20 best preserved historical towns in Russia. The formation of the historic settlement of Elabuga is divided into temporal stages: Stage I - Pre-urban period; Stage II (1007 - 1554) - Bulgar and Golden Horde (1007 - 1391), later Tatar period (1438 - 1554); Stage III (1554 - 1780) - Russian pre-Regular period; Stage IV (1780 - 1846) - Regular County period; Stage V (1846 - 1917) - “Merchant” period; Stage VI (1917 - 1991) - Soviet period; Stage VII (1991 - to present day) - Modern period. At this point Elabuga as a city is 243 years old. In 1780 the Decree of Empress Catherine the Great was issued, according to which Elabuga received the status of a district town of Vyatka governorate. On the basis of the Decree of August 13, 1784 Elabuga received its first regular plan. Elabuga has a pronounced historical identity and historical and cultural potential for development. Therefore, design and creation of the concept of local areas of the city should be carried out in conjunction with the entire structure of the historic settlement.

2 Methods and Materials Since the historical settlement of Elabuga has such a high status and history of development with more than a thousand years of history, it is not possible to develop the concept of urban development based only on modern design requirements. Therefore, before designing a comprehensive scientific historical and cultural research were conducted [1]. 1. Theoretical analysis of the historic settlement as a whole, based on the study of archival data, historical maps, photographs, paintings by artists. The study on historical maps was based on the analysis of the planning structure of the city, the elements of the landscape. Collected in chronological order and analyzed - 20 maps from 1769 to 2021. During the study of archival data and historical books were considered - relief, hydrology, vegetation, landscaping. The study of historical photographs and paintings of artists analyzed the planning structure of the city, the topography, vegetation, landscaping elements. Graphic images are collected and analyzed in chronological order - more than 130 units. 2. Natural analysis - a pre-project study of the historic settlement as a whole, for the year 2022. The study of the settlement was conducted by - urban planning principles, the structure and character of the development of the quarter, the features of the landscape, functional and spatial aspects and urban infrastructure. 3. Pre-project analysis of the historical quarter - theoretical and full-scale analysis of the territory of the historical quarter as a component of the general city structure.

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On the basis of complex scientific research of the territory of historical settlement Elabuga the concept of urban development of the city quarter was offered.

3 Results and Discussions As part of the work on the theoretical analysis of the historic settlement of Elabuga by historical maps, photographs, descriptions analyzed the nature of growth and change of the city in all historical periods of its existence. Each historical period of the city formation was considered according to the following characteristics - relief, soil, hydrology, landscaping (vegetation and urban greenery), landscaping (ways of transportation, lighting, water supply). The field analysis analyzed the historic portion of the city in the area of landscaping and beautification for the year 2022. Compared the historical data from the theoretical and pre-project analysis, which led to the following conclusions on the complex scientific historical and cultural studies of the historic settlement [2]. Analysis of the landscape - the landscape and topography of the city in the project boundaries of the historic settlement has not undergone significant changes and transformations. Despite the fact that the city has grown in the historical periods and the anthropogenic impact on the development of the territory - the panorama of the city and the main species exposures have remained unchanged since the II half of the XVIII - I half of the XIX century. XVIII - I half. The panorama of the city remained unchanged from the second half of the 18th to the first half of the 19th century. During all the historical periods of the city formation on the upper terrace on the eastern side a small part of the ravines is filled in, which has not negatively affected the change of the original relief. The ravines are not built up and currently can fulfill both recreational and engineering (water drainage) functions. There is a high degree of preservation of the natural landscape and topography of the city, which indicates the impossibility of new construction, dissonant with the historical panorama of the city. Analysis of the landscape - hydrology. Rivers and ravine and gully system in the upper terrace almost unchanged. The territory of the lower part of the city, where the river Toima flows into the river Kama marked changes in the riverbed Toima, which is not associated with anthropogenic activities, it is a natural factor associated with groundwater. Changes in hydrology and vegetation at the lower level of the city did not affect the perception of the historical panorama of the city (Fig. 1). Analysis of landscaping - ways of movement. Historic cobblestone sidewalks and sidewalks have been lost. Roads and sidewalks covered with asphalt appear as much as possible. There are bridges over the ravines on the main streets. Analysis of landscaping - lighting. Centralized lighting on all city streets. Historical lighting elements have been lost. Improvement analysis - water supply. Centralized city water supply that provides both public and private land uses. Historic water supply has been lost. Also, on the streets of the city there are water columns, installed during the Soviet period. Analysis of open green spaces (vegetation, landscaping, landscape) for the year 2022. Alexander Garden, opened in 1846, functions as well as the front yard in front of Elabuga Diocesan College. Two historical cemeteries were landscaped. New public

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Fig. 1. Pre-project environmental analysis. Scheme of landscape and urban analysis from 1769 to 2021. The author of the scheme Balabanova Yu. P.

landscaped open spaces appear - the public garden with a bust of Lenin on Kazanskaya Street, public garden “Lenin Square”, Shishkin ponds, the yard area of the museum I.I. Shishkin, the public garden in memory of M.I. Tsvetaeva, partly observed is the regular planting of trees along the streets. The main species composition is Tilia cordata, Betula pendula, Picea abies. Trees were planted partially, not along the entire street. In the northern part of the city there are palisades. A significant part in the landscaping of the city, but is not public, should be attributed to the private homestead plots, where the citizens conduct agricultural activities (orchards and vegetable gardens). Invasive plants on the slopes of ravines, Cinis foliis acernis, have spread considerably. At this point, the overgrown slopes of Cinis foliis acernis ravines have been partially cleared, which has had a positive effect in revealing historic viewpoints on historic properties. Masses of spontaneous vegetation of deciduous trees and shrubs appear on the lower terrace, flood meadows (Fig. 2). Vegetation analysis. The predominance of relict plants, such as Pinus sylvestris, Picea abies, Tilia cordata, Quercus robur, Salix alba, Betula pendula, Populus tremula, Alnus incana, Padus avium, Sorbus aucuparia, Euonymus europaea, Viburnum opulus, Rosa rugosa, Lonicera xylosteum, Robinia pseudoacacia. Picea pungens, Picea pungens ‘Glauca’, Acer platanoides, Alba populus, Syringa vulgaris, Juniperus, Thuja were added to the relict plants. Including invasive plants on the slopes of gullies - Cinis foliis acernis, which should be removed in order to preserve the ecosystem. According to the identified positive and negative characteristics in the field of landscaping and landscaping proposed green framework of the city [3]. The green frame is proposed for the purpose of a comfortable, diverse, educational movement of city residents and tourists. The green framework united the existing objects of the reserve museum among themselves and assumes the creation of new open public green spaces (Fig. 3). One of the objects included in the green frame was the historic quarter, for which the concept of improvement has been developed. The projected city quarter from the south side is adjacent to the central most significant street Kazanskaya, which has the status of a pedestrian street. On the west side adjacent to the ravine, a valuable element of the natural landscape. The block is surrounded by residential buildings on the north, east and south sides. At the moment, the block is temporarily operated as a campsite, but has an extremely abandoned character. This quarter has a key character and very high

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Fig. 2. Urban planning studies. Diagram of the terrain and existing landscaping in 2022. The author of the scheme Balabanova Yu. P.

Fig. 3. Project proposal. Improvement scheme for the future. Green frame, pedestrian routes in open green areas. The author of the scheme Balabanova Yu. P.

potential in the development of tourist destinations and provide a comfortable life of the natives [4–7]. In the 19th century, the quarter was a complex of commercial buildings on the type of “guest house” where they traded exclusive fish. In the early 1880s a stone building of “Fish rows” - Fish Square - was built on the place of long wooden benches. In 1925 a monument to Lenin is erected on the square. In 1935, Freedom Square is organized. In 1941 a spinning and weaving factory was built. The factory was evacuated from Vyshny Volochok during the Second World War. In 1990 the buildings of the spinning and weaving factory were reclassified as a cotton mill. In 2000, the mill was closed. At the moment there are 2 restored objects of cultural heritage on the territory of the quarter, 2 objects of cultural heritage in ruins, which will be reconstructed [8]. Temporarily the territory and preserved buildings are used as a campsite (Fig. 4).

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Fig. 4. Scheme of pre-project analysis of the projected area. Historical information about the city quarter.

Based on the pre-project analysis, a functional zoning scheme was developed, which served as the basis for the creation of the concept. The scheme shows the zoning of the area, taking into account the historical identity of the place, the development of the city and modern human needs, as well as objects of cultural heritage (Fig. 5).

Fig. 5. Scheme of the pre-project analysis of the projected area. Initial situation. Scheme of functional zoning.

As a result of comprehensive scientific research of the historic settlement as a whole and the city quarter in particular, it was decided that: The general function of the quarter - public; S design = 2.4 hectares; In the concept it is necessary to provide spaces, areas of interest to both tourists and citizens and satisfying different age categories; provide a comfortable movement of service vehicles and people. To arrange the necessary number of parking spaces for vehicles of service personnel and visitors, guests; For the purpose

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of holistic and unified perception of the quarter, open public spaces to be solved in a single planning solution and style; The concept to improve the quarter should provide an identity of the place associated specifically with the historic settlement of Elabuga [9].

4 Conclusion Based on the pre-project analysis, the concept of improvement of the urban quarter on the territory of the historical settlement of Elabuga in the Russian Federation was developed. The concept was developed by Balabanova Yu. R. (Candidate of Architectural Sciences), Lushpaeva M.I. (Architectural Specialist, Teacher), together with the secondyear students of the Institute of Design and Spatial Arts - Khisamova A.M., Badrutdinova K.M. From the very beginning of the city’s foundation the development of crafts and trade turned Elabuga into a center of merchants of the Kama region. The number of merchants was in the hundreds, among them were twelve millionaires. Merchants traded bread in many regions of Russia, as well as abroad with countries - England, France, Germany and Holland. Merchants financed the development of the city, built public and educational buildings, plumbing, lighting, including helping people in need. The concept of improvement of the quarter is based on the history of the area, activities and way of life of the merchants, which allowed to take the image of a coin as the basic idea and project its image in the planning structure of the quarter and on the small architectural forms. The territory of the quarter is divided into 5 functional zones - recreational, sports and games, maintenance, catering, shopping and entertainment, of interest to both tourists and citizens and satisfying different age categories. All zones are interconnected with each other, each zone can be accessed both through the street and through passageways through the buildings. The overall layout has a landscape character. A pedestrian boulevard has been proposed between the two heritage buildings, which is adjacent to Kazanskaya Street. The points of attraction for people in the projected area will be a shopping center, a hotel, catering facilities, creative workshops, souvenir shops. Nearby is also located a children’s music school and university, from which next that many children will attend this area. Therefore, on the west side of the ravine and the river are a place with high-rise rides, playground and cafe. The Park provides recreational and play areas (Fig. 6). Developing the concept related to coins, two variants of the canopy system in the projected area were developed: “coins” and “money trees” in the northern zone of the park. “Coins” are a small architectural form that consists of three canopies with different functions: a stage in the form of a hemisphere with an amphitheater below ground level and swings with benches on the sides. The concept of the project is conveyed by the form: the roofs resemble a stack of coins, the base of the central canopy is rounded, the colors and materials also support the idea. The “Money Trees” concept is a tree - a stage with interior rooms and two canopies with swings in the form of coins. The “trunks” contain containers with soil and a watering system, so that the roof is designed with planting of live plants, creating a “crown” of trees.

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Fig. 6. The concept of improving the territory of the historic quarter - “Coin”.

References 1. Ning K, Liu C (2022) Towards landscape visual quality evaluation: methodologies, technologies, and recommendations. J Ecol Indicators 142:1–13 2. Matthijs H et al (2022) Conflicting perspectives on urban landscape quality in six urban regions in Europe and their implications for urban transitions. J Cities 131:1–13 3. Bantserova OL, Sorokina VO (2023) The problem of preserving the existing architectural and historical and cultural landscape of resort cities of the southern coast of Crimea. Constr Mater Prod 5(1):18–28. https://doi.org/10.58224/2618-7183-2023-6-1-18-28 4. Klyuev SV, Klyuev AV, Khezhev TA, Pucharenko YuV (2018) Technogenic sands as effective filler for fine-grained fibre concrete. In: Journal of physics: conference series, vol 1118, p 012020 5. Klyuev SV, Khezhev TA, Pukharenko Y, Klyuev AV (2018) The fiber-reinforced concrete constructions experimental research. Mater Sci Forum 931:598–602 6. Klyuev SV, Khezhev TA, Pukharenko Y, Klyuev AV (2018) Fibers and their properties for concrete reinforcement. Mater Sci Forum 945:125–130 7. Klyuev SV, Bratanovskiy SN, Trukhanov SV, Manukyan HA (2019) Strengthening of concrete structures with composite based on carbon fiber. J Comput Theor Nanosci 16(7):2810–2814 8. Yurkevich VM (2022) Analysis of comfort of the living environment in St. Petersburg during the Soviet period of housing construction from 1926 to the 1980s. Constr Mater Prod 5(3):55–65. https://doi.org/10.58224/2618-7183-2022-5-3-55-65 9. Bulakh I, Adeyeye K, Bulakh V, Obynochna Z (2022) Systematization of sustainable urbanized landscapes for happiness and quality of life. Civil Eng Archit 10(7):2901–2920

Features of the Development of Architectural Bionics in the Modern World Irina Mayatskaya1(B) , Batyr Yazyev1,2 , Vladimir Kuznetsov1 Nikolai Tetenkov3 , Sergey Klyuev4 , and Karina Nabiullina2

,

1 Don State Technical University, Rostov-on-Don, Russia

[email protected]

2 Kazan (Volga region) Federal University, Kazan, Republic of Tatarstan, Russia 3 Northern (Arctic) Federal University named after M.V. Lomonosov, Arkhangelsk, Russia 4 Belgorod State Technological University Named After V.G. Shukhov, Belgorod, Russia

Abstract. Architectural bionics is a branch of architecture in which great attention is paid to the study of the form and organization of natural objects and the design of building structures in a bionic style. Architecture and bionics are intimately related to each other. It is natural objects that have become a formal and structural source for the creation of bionic-style structures. Some structures in this style resemble biomechanics objects. These are not static natural objects, but structures as if filled with movement. They are similar in shape to objects of fractal architecture. The directions of bionic and fractal architecture intersect. It is worth noting that natural objects are also fractals. Currently, it is necessary to change the urban environment, taking into account all aspects of harmonious development and taking into account the natural features of the region. Many architects around the world are working in this direction. The use of modern materials makes it possible to create structures that are unique in shape and structure. Optimality in creating a comfortable human environment, taking into account the minimum impact on nature, is the task of designing structures. This article discusses the development of architecture based on bionic principles. Keywords: Bionics · Composite Material · Mathematical Modeling · Architecture · Natural Object · Structures

1 Introduction The style of architectural bionics is a wonderful opportunity to see interesting images in nature and translate them into architecture. The most important thing is that the harmony of beauty and advisability in nature is a truly inexhaustible source of means of harmonizing the urban environment. These are the forms that architects are constantly looking to. Architectural bionics is a trend in architecture that combines forms and structures that resemble natural objects [1–5]. The founder of this trend can be considered Antonio Gaudi [6]. Then other architects began to develop this direction, who built structures unique in shape. © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 285–293, 2024. https://doi.org/10.1007/978-3-031-44432-6_35

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It is with the development of building technologies and the emergence of new composite materials that original solutions have become available for the design of modern structures that are unique in form and organization of space. Bionics and architecture are closely related to each other, they enrich themselves with the most unusual forms and structures. And this is wonderful! The task of architects is to form a harmonious unified space of architectural structures and wildlife. But the search for solutions is not limited to this. Architects create unique structures that possess the beauty of nature and have the functional properties of a living organism. Today, a lot of attention is paid to environmental friendliness and energysaving technologies. This also gives development to the eco-architecture. Natural objects are unique and they inspire architects to search for the most unexpected solutions, to search for new forms and open up the widest range of new possibilities.

2 Materials and Methods Architectural bionics allows you to create unique structures based on the study of natural objects and the transformation of the revealed patterns in the formation of architectural forms. The main method of architectural bionics is the method of analogies, in which the object of the natural environment and architectural forms are considered in comparison and in unity. But with the development of mathematical methods and computer modeling, four more approaches to the implementation of the tasks facing modern architects are currently being used. These are attractional, fractal, trigonometrical, bifurcational approaches, which allows architects to create a harmonious space of architectural objects and the surrounding nature. The analysis and generalization of architectural practice in the bionic direction makes it possible to search for interesting and optimal solutions in the design of architectural objects and the creation of a comfortable environment for human habitation.

3 Results and Discussions Architectural bionics is one of the most developing trends in architecture, the distinctive features of which are the use of bionic forms, structures of the object’s functioning and their unconstrained rapprochement with the surrounding natural environment [7]. Such structures are designed as a complex of buildings, taking into account the peculiarities of their environment (see Fig. 1). The first architect to work in the bionic style was Antonio Gaudi [6]. His projects are admired to this day and will continue to do so in the future. He used not only natural forms in the design of his unique structures, but also the principles of organizing natural objects (see Fig. 2). And this gave an amazing effect and became a revolutionary decision in the implementation of their ideas. It seems that the Sagrada Familia is a temple built of sand. The architect wanted to say that our world is fragile and this world must be preserved.

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Fig. 1. Nature in an urban environment in the north and south.

In his creations, Antonio Gaudi used spatially curved structures that imitate tree trunks and crowns, and other plant objects. But he did not copy these plant structures, but slightly modified them taking into account the proportion and rhythm.

Fig. 2. Elements of bionic architecture in the creations of Antonio Gaudi.

The following principles are characteristic of architectural bionics: 1. The principle of combining architectural elements based on the laws of the structure of natural objects; 2. The principle of optimality of design solutions; 3. The principle of searching for new structural structures and new materials; 4. The principle of saving materials taking into account the strengthening of strength; 5. The principle of saving energy resources; 6. The principle of maximum environmental friendliness; 7. The principle of harmonious development of the urban environment and the surrounding nature; 8. The principle of innovative development of the entire space surrounding a person [8]. Natural structures have the optimal shape and organization of the object [9, 10]. But when designing, architects do not copy the object, but create structures that only resemble this image, and make them unique and amazing. Even in Ancient Egypt and Rome, architectural elements with a bionic shape were used. Eight large columns with floral ornaments at the upper part represent the destroyed Temple of Saturn in Rome, Italy (see Fig. 3). Similar columns with bionic elements are also in the ruins of the Forum of Caesar.

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Fig. 3. Forum Romanum, Italy.

Such architectural elements in the form of columns with capitals with a variety of plant and floral ornaments were often used in the construction of Catholic churches (see Fig. 4).

Fig. 4. Architectural elements of temple complexes.

Temples in the Middle East and Asia also have many bionic mosaics and carvings. They tried to decorate the palaces with colonnades of various shapes. In Fig. 5 the colonnade with floral and fractal ornaments in Venice forms is shown.

Fig. 5. Bionic elements in the columns of Palaces in Venice, Italy.

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The urban space in each country creates its own environment, has its own unique uniqueness (see Fig. 6).

Fig. 6. Modern urban space in North America and in Asia.

The creation of unique structures became possible only due to the appearance of new materials. Polymeric composite materials and composite structures are used in construction and design [11, 12]. Thanks to this, it is possible to use curvilinear shapes and structures with a complex structure, with optimal organization of space in structures. In this regard, architects have new opportunities for creativity, for the design of complexes of structures in the direction of architectural bionics. The elements of shaping in the bionic style arose in ancient times, but the tendencies to search for architectural lines and shapes in natural objects have manifested themselves with a new, powerful force in our time. A lot of bionic-style structures have already been built in the world. Thus, the building of the Sydney Opera House in Australia resembles a lotus flower in shape (see Fig. 7), and the building of the Beijing National Opera House in China is shaped like a drop. The drop shape is very often used by architects in their projects. And the “Aqua Tower” skyscraper in Chicago in the USA also looks like a falling water stream.

Fig. 7. Lotus flower.

Figure 8 shows the contours of these unique structures. Although they are similar in appearance, but in reality they are completely different. Architects used modern materials and technologies for the construction of these structures. It is worth noting that the interior space is unique and fulfills the functional requirements that the architect had to meet when designing them.

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Fig. 8. Sketches of unique structures: Sydney Opera House (Australia); Beijing National Opera House (China); Ice Palace “Bolshoi” in Sochi (Russia); Museum of Art and History «Ordos» (Mongolia).

Bionic forms in modern architecture are characterized by complexity of construction and nonlinear forms. Human consciousness strives to perceive architectural forms that have harmony. And it is nature that helps this. Architectural bionics is a modern trend in architecture that reflects natural objects: plants, reliefs, contours of the sea surface. Modern architects try not to copy natural objects, but to create structures near to them in structure and function. This direction has become near to ecoarchitecture. Buildings that fit seamlessly into the natural environment also belong to this direction. For example, the house at the waterfall by architect Frank Lloyd Wright can be attributed to architectural bionics, and to this direction. The Eiffel Tower in Paris is also an example of architectural bionics (see Fig. 9). The structure of this construction repeats the structure of the human tibia. Bone tissue is a porous structure. So the tower is an openwork steel design, which has strength and ease for visual perception.

Fig. 9. Eiffel Tower, Paris, France.

World architects: Norman Foster, Santiago Calatrava, Vincent Callebaut, Ken Yeang, Frank Gehry, Frei Otto, Zaha Hadid created structures in the bionic style. And others have also worked in this direction, including in Russia. Architects in the world use the following approaches in shaping: attractional, fractal, trigonometrical, bifurcational.

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The attractor approach in architecture is the application of the theory of deterministic chaos and nonlinear dynamics using attractors. An attractor is a certain point or a small area where all stable and unstable trajectories tend to go. The fractal approach mainly involves the use of similarity and self-similarity properties of architectural elements. It is worth noting that this method is not limited to. It also uses methods of fractal geometry, the theory of deterministic chaos. The trigonometric approach sets a certain rhythm in the structure of structures according to trigonometric curves, creating a wavy or folded shape of the surface. The bifurcational approach assumes that a point or some area is selected in which all structures and parameters of objects are bifurcated. This approach allows you to create intersecting shapes and the most unusual structures. The bionic style in modern architecture has a very beneficial effect on the human mind, there is a feeling of calmness and a sense of comfort. This is very important in our restless age. I would like to note that this property of this trend was used earlier in the construction of temple buildings all over the world. Harmony of urban space is one of the directions of development that allows you to create modern architecture. This requires the creation of structures in an urban environment that are very diverse in shape and combined in a single space. Figure 10 shows examples of a harmonious urban environment in which modern structures, nature and historical buildings are coordinated.

Fig. 10. Harmonious urban space.

Nature suggests to architects a harmonious combination of architectural elements that allows them to create the most unusual structures [13–16]. They simply amaze with their beauty and unusual forms. Very often, world architects use a wide variety of shells in terms of the shape of the surfaces and the materials used. They can create designs using the properties of dissymmetry, symmetry, similarity, and scaling. Recently, many such architectural complexes with complex geometry and nonlinear dynamics of forms have appeared in the world. But it should be noted that the internal space of structures also has such properties. Architecture of the «Royal Ontario Museum» (Canada) in the form of a system of crystals is an example of such a combination. Architectural bionics is able to solve such issues as the rationalization of existing structures and the search for new architectural forms. Attention should be paid to the

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creation of structures with heat-insulating and energy-saving properties. The achievements of architectural bionics in creating unique structures using bionic principles are very interesting. It is the development of technologies and the appearance of modern materials that allows us to design structures using digital tools, which makes it possible to develop this direction. It is necessary to change the attitude to construction, to the development of urban space in modern cities. It is necessary to build not individual buildings, but complexes of structures, and organically fit them into the historical appearance of cities. The creation of building structures with a unique architecture with high reliability and optimal shape is the most important task of modern construction [17–20]. The development of architectural bionics makes it possible to apply the principles of organization, shape and structure of objects of the natural environment around us in building structures and structures.

4 Conclusion Thanks to modern computer modeling, new possibilities are opening up for the design of structures in such a direction of architecture as architectural bionics (see Fig. 11).

Fig. 11. The relation of trends in architecture.

For a modern person who lives in a rapidly changing world with digital technologies, it is very comfortable to live in such an urban environment. Modern and future urban architecture uses bionics innovations to create a comfortable environment. Cities in the future will increasingly have an architectural appearance based on the principles of architectural bionics and also have structures built on the basis of the achievements of green building.

References 1. Sugar V, Leczovics P, Horkai A (2017) Bionics in architecture. J Built Environ 5(1):3. https:// doi.org/10.1515/jbe-2017-0003

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2. Gnedich PP (2012) World architecture. Eksmo-P, Moscow 3. Kouchner M (2016) Future architecture: 100 of the most unusual buildings. ACT, Moscow 4. Mudrova AY (2014) The great masterpieces of architecture: 100 buildings that are admired the world. Tsentrpoligraf, Moscow 5. Villesenor D (2015) Architecture and nature. Rizzoli, New York 6. Hensbergen GV (2002) Gaudí is a bullfighter of art. Eksmo-Press, Moscow 7. Mayatskaya IA, Yazyev BM, Demchenko DB, Yazyeva SB (2021) Creation of a comfortable environment in urban and rural settlements based on bionic principles. IOP Conf Ser Earth Environ Sci 937:042026. https://doi.org/10.1088/1755-1315/937/4/042026 8. Mayatskaya IA, Eremin VD (2019) Bionics and the choice of rational structural form. In: E3S web of conference, vol 110, p 01042. https://doi.org/10.1051/e3sconf/201911001042 9. Yazyev BM, Mayatskaya IA, Yazyeva SB, Yazyev SB (2019) Fractality in architectural forms and in organization of space in buildings. Mater Sci Eng 698(2):022087. https://doi.org/10. 1088/1757-899X/698/2/022087 10. Yazyeva SB, Mayatskaya IA, Kashina IV, Nesterova AN (2019) The manifestation of fractality in the architecture of buildings and structures. Mater Sci Eng 698(3):033046. https://doi.org/ 10.1088/1757-899X/698/3/033046 11. Mayatskaya IA, Yazyev BM, Yazyeva SB, Kolotienko MA (2019) The use of glass structures in the design of unique structures. IOP Conf Ser Mater Sci Eng 698(2):022083. https://doi. org/10.1088/1757-899X/698/2/022083 12. Mayatskaya IA, Yazyeva SB, Lapina AP, Davydova VV (2020) Architectural bionics and the search for optimal solutions in the unique structures’ design. IOP Conf Ser Mater Sci Eng 913:022070. https://doi.org/10.1088/1757-899X/913/2/022070 13. Makul N et al (2021) Design strategy for recycled aggregate concrete: a review of status and future perspectives. Crystals 11(6):695 14. Kolesnikov A et al (2022) Modeling of non-ferrous metallurgy waste disposal with the production of iron silicides and zinc distillation. Materials 15(7):2542 15. Klyuev SV, Khezhev TA, Pukharenko Y, Klyuev AV (2018) The fiber-reinforced concrete constructions experimental research. Mater Sci Forum 931:598–602 16. Klyuev SV, Khezhev TA, Pukharenko Y, Klyuev AV (2018) Fibers and their properties for concrete reinforcement. Mater Sci Forum 945:125–130 17. Subbotin OS (2019) Building materials and technologies of modern housing: architectural and environmental aspects. IOP Conf Ser Mater Sci Eng 698(3):033044. https://doi.org/10. 1088/1757-899X/698/3/033044 18. Miyasaka T (2013) Seeing and making in architecture. Routledge, New York 19. Zhandarova AA, Denisenko EV (2022) Use of modern materials in biodirectional architecture. Constr Mater Prod 5(5):59–69. https://doi.org/10.58224/2618-7183-2022-5-5-59-69 20. Saleh MS (2022) Features of developing unique architectural solutions using digital methods based on visual programming. Constr Mater Prod 5(1):54–59. https://doi.org/10.34031/26187183-2022-5-1-54-59

Schröder House Gerrit Thomas Rietveld as the Development and Transformation of the Architectural Color Composition of the Ancient Temple in the 20s of the XX Century A. R. Bibikina(B)

and R. F. Mirkhasanov

Institute of Design and Spatial Arts, Kazan (Volga Region) Federal University, Kazan, Russia [email protected]

Abstract. In the article, the authors discuss the compositional activity of the Dutch architect and designer Gerrit Thomas Rietveld, using the Schröder House as an example that he designed and built. Nowadays, to solve artistic and compositional problems, architects and designers look to the art of the 20th century for new original ideas in the development of architectural and design techniques and means of composition. The study and analysis of the achievements of architecture, art, design, and engineering in the development of artistic methods, methods for creating artistic images, and volume-spatial composition allow for effective creative thinking in future architects and designers. For the practical activities of architects and designers, as well as for the development of the theory of architecture and design on the problems of compositional solutions, it is necessary to turn to contemporary art and the art of past years. We believe that it is necessary to determine the influence of personalities on modern architecture and design. Keywords: Composition · Compositional Thinking · Design · Architecture · Construction · Figurative Solution · Propaedeutics · Schröder House · Gerrit Rietveld

1 Introduction A methodically competent approach to educational activities implies a gradual transition from the general to the particular, the movement from simple to complex in the process of training future architects and designers. The study and analysis of masterpieces in the field of volume-spatial composition allows future architects and designers to form the compositional thinking necessary for further practical activities. The Schröder House, designed [1] and built in 1922–1924 by Gerrit Rietveld, is a neoplasticist building that has become a classic of modernist architecture and design. As the main material in the construction, G. Rietveld did not use only concrete – traditional for the era of modernism in Western Europe in the 1920s. [2]. Due to the compactness, small area and small size of the building, it would be economically unprofitable © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 294–301, 2024. https://doi.org/10.1007/978-3-031-44432-6_36

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to use only concrete [3]. So, the structural composite frame was made of steel profiles and reinforced concrete slabs. The walls were made of brick, plastered. The balconies and the foundation of the Schröder House were made of concrete. And the floors, doors and window frames are made of wood. The windows hinged so that they can only open 90 degrees to the plane of the wall. This is dictated by the conventional pictorial (creative) language of creativity of the De Style Group. During the construction of a building, its project is first created, and then the foundation and walls erected. The third part of the estimate for the construction of the Schröder House was the project of the heating system by G. Rietveld. The heating boiler itself was located in the basement of the building, in addition, it was possible to use a “potbelly stove”. Along with the steel frame, the composition also included engineering aesthetics [4]. The term “composition” both in the educational activities of students and in the practical work of future designers and architects implies the creation of such an (ideal, perfect) creative product that cannot be improved by moving parts of a single whole or by adding any additional elements. The same can be attributed to graphics, painting, etc., both in the educational process and in professional activities. The creation of any composition, whether graphic, pictorial or design, begins with a figurative compositional solution. It is necessary to study the design object of a volumespatial or planar composition, determine the most interesting place for it, identify its figurative visual characteristics, and select the optimal viewpoint (main view) on the designed object. On the surface of the image, the dimensions of the proposed object are selected, and all its elements are applied within the format: a plot, a site plan, a font composition, or a field performance (if it is a planar graphic or pictorial composition). The correct implementation of the composition, according to the authors, is the key to a bright modern creative figurative solution that has the necessary functional characteristics of the designed object of architecture and design. When looking for a compositional solution, it is important to choose and study analogs that match the tasks of designing according to a figurative or functional solution. This is true not only for objects of architecture and design, but also for painting, graphics, sculpture and other arts. In order to successfully master the ability to create high-quality creative or educational products in the field of architecture and design, it is necessary to develop compositional thinking – flair. Therefore, such concepts as “planar composition” and “volumespatial composition”, according to the authors, are very conditional. Both of them are based on the same laws and properties. In universities that implement creative areas, propaedeutics – composition – is introduced into the curricula as a separate discipline, of a fundamental importance for the educational and professional activities of future designers, architects, graphic artists, sculptors and painters. Students should not rely solely on spontaneous intuitive performance when creating a project, It is impossible to obtain a high-quality result either in manual or computer graphics ignoring the properties and laws of composition. The authors believe that professional compositional activity requires deep intellectual development in the field of formal Heritage. In universities of architectural and design orientation, much attention is paid to a creative approach in the educational process, this is necessary for the accumulation of “creative wisdom” by students and a gradual transition to the maturity of

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the author in the professional field. At the training stage, errors in the drawing from the point of view of anatomy or color inaccuracies in painting are possible, but compositional errors are unacceptable either in educational art projects, or in design creative work in the practice of an architect or designer. Thus, the importance of composition is difficult to overestimate, since the result of any creative or educational project, both in the field of design and architecture, and in other types of art: graphics, painting, sculpture, largely depends on it.

2 Methods and Materials Mastering the art of composition during training is necessary for the further implementation of design work in manual or computer graphics. According to the authors, one of the fundamental methods for achieving the formation of a compositional vision among students is the study and analysis of the design work of architects and designers - classics of modern times and past eras. So, in the Schröder House you can see a transformable kitchen, a dining room, a studio, a living room and a reading room on the first floor, and bedrooms on the second floor, here the space is divided by mobile (portable) partitions [5, 6]. Having identified and analyzed the metric series, rhythm and modular elements, it is possible to determine what analogues Rietveld took as a basis for designing, and to follow the author’s thought process in the process of creating the Schröder House. In the course of educational or professional design, such a graphical schematic compositional analysis should always be carried out based on the works of the great masters of painting, sculpture, architecture, graphics, as well as representatives of industrial design [7–10]. The forms in these works were already comprehended by the authors and translated into a pictorial or graphic image, and their projects entered the history of design and architecture. Students need to study the previous design experience of one or another author, identifying exactly how the object was created, to understand of what scientific, rational, compositional methods the result was achieved. Before starting a project, students and professionals should look at the analogs. This is necessary to determine by what means it was possible to come to a particular artistic image. To do this, the author of the future project should: conduct a graphical analysis of world architecture works, painting or design (“line”, “spot”); reveal linear plasticity in the works of the classics; determine the elements of the module and meter, as well as the direction of the linearrhythmic components. It is very important to study the works of other authors, both classics and contemporaries, during all educational and practical activities in order to fix the most interesting techniques of linear plasticity, spot outlines, contrasts, etc., and pay attention not only to artificially created design products, but also to objects created by nature. To do this from different points of view and graphically fix linear-plastic or light-and-shadow changes occurring with these objects in various conditions.

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You need to be able to mentally select the main object – the center of the composition, as well as determine the place of its environment. A mental-visual analysis of the environment can help develop compositional vision, the ability to find such a position on the plane to eliminate the need and possibility of transferring and possibility of transferring the image of an object up or down, to the right or to the left. This way of training compositional thinking helps students realize the importance of working with the format [11–14].

3 Results and Discussion Analyzing the Schröder House, one can see that the volume-spatial composition of Gerrit Rietveld also meant opening the interior doors with the help of special levers and buttons designed by the designer. In addition, the heating system was thought out: there was a boiler in the basement, and hot water was supplied through pipes. When it was cold, they stoked the “potbelly stove”, which Rietveld brought from the house of his ex-wife. From the kitchen, located on the first floor, food was served to the rooms on the second floor using a lift – an elevator. As a kind of “curtains” the author of the project proposed plywood panels for windows. Taking into account the need to study and analyze previous successful experience when creating an object of design or architecture, the authors developed and proposed the following exercise aimed at understanding the figurative solution of the composition using the example of the Schröder House and its dependence on how the objects fit into the format: – an exalted image – the image is “placed on a pedestal” – raised up; – the image of freedom, endless space – a low line of the horizon, the top is free – the image is at the bottom of the format. In the course of this exercise, the student learns to understand that the location of objects in different parts of the image plane allows you to give the image greatness, movement, monumentality, etc. An analysis of the works of world architecture, painting, design, graphics, sculpture and an attempt to change the format based on this analysis, moving the top and bottom horizontals, right and left verticals of the image, allows you to find your own artistic image and a successful compositional solution.

Fig. 1. Schröder House: interior (illustration by the authors).

Also, within the framework of this exercise, using the example of Gerrit Rietveld’s project, the authors invite students to ask themselves if they can do better if they change

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the color scheme of the composition of the Schröder House. To do this, you can close part of the master’s work with your finger or hand in order to trace the compositional changes that will occur in this case. The exercise allows you to learn how to identify the need to add one or another contrasting, dark or light in tone, bright in color or, conversely, element to the compositional system of the project being created (Fig. 1). The projects studied in the form of schematic compositional images should be world masterpieces of classical types of fine arts and design (Fig. 2).

Fig. 2. Machine (computer) graphics. Schröder House: Color solution in the project of Gerrit Rietveld (illustration by the authors).

Schematic graphic representations of the Schroeder house and the ancient temple convey an undeniable similarity in the color scheme of the facade and interior zoning. Based on the research conducted by the authors, it can be argued that the icon of modernism - the project of Gerrit Rietveld has in its creation a classical base in the form of a world-famous object of ancient heritage - the Parthenon temple (Fig. 3 and 4).

Fig. 3. Schematic graphical analysis of the color scheme of the facade of an ancient temple (illustration by the authors).

The only difference is the complete leveling in the Rietveld project of the elements of the ancient Greek order system and the dyes used in these projects (Table 1).

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Project by Gerrit Rietveld. 1924 Utrecht. Netherlands

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Temple of the project of Iktin and the architect Kallikrat. 447-438 BC Athens. Greece

Fig. 4. Schematic graphical analysis of the color scheme of interior zoning (illustration by the authors). Table 1. Comparison of paints used in architecture of the era of antiquity and modernism. Iktin. Callicrates. Parthenon. Athens

Visual perception of Gerrit Rietveld. the depth and Schröder House. brightness of the tone Utrecht on the scale 10 (100%)

Natural red dye. Wax

5 (50%)

Visual perception of the depth and brightness of the tone on the scale 10 (100%)

Red cadmium. 9 (90%) Synthetic paint in a mixture of varnish and oil

Blue tint: natural lapis 9 (90%) lazuli pigment or Egyptian blue synthetic dye. Wax

Blue. Synthetic paint mixed with oil and varnish

9 (90%)

Golden tint. Plates or metal powder mixed with wax or glue

8 (80%)

Ocher is yellow. Earth-based natural dye

4 (40%)

Brown or green tones based on natural pigments mixed with varnish and oil

7 (70%)

Brown color based on natural or synthetic dyes mixed with varnish and oil

8–9 (80–90%)

Black and white based 10 (100%) on white lead, burnt soot or bone mixed with varnish or oil

Black and white based 10 (100%) on white lead, burnt soot or bone mixed with varnish or oil

4 Conclusion The study of the laws and means of composition and compositional means is necessary for the further practical activity of future architects and designers [15, 16]. According to the authors In order to create your own author’s (author’s and own - the same in terms

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of semantic coloring) work with a positive predictable result, it is very important to be based on an analysis of the heritage of world-famous authors in the field of architecture, art and design. The creation of design and architecture products should be based on deep knowledge in the field of composition, which will avoid disappointment in educational, creative and practical design activities. in future. Our study translates in a schematic graphical analysis (SGA) the unity of the color architectural composition of the era of antiquity and modernism. The color scheme of the architectural composition of the Schröder House designed by Gerrit Rietveld is a transformation of the temples of ancient Greece. The above transformation-development is based on new modern materials and dyes, but the base of color-like solutions is the same. These are the primary colors: red, blue, yellow and their derivatives, for example, black and brown. The golden color of ancient temples is transformed into ocher tones in Gerrit Rietveld’s project, which is very logical and natural. It is impossible to imagine the golden color in the architecture and design of the modernist era, but its transformation in the form of patina copper or ocher color is possible.

References 1. Gayduk AR, Mirkhasanov RF, Lushpaeva MI, Sabitov LS (2022) Compositional analysis: synthesis of abstract painting and architecture of the 20s of the XX century. Constr Mater Prod 5(6):64–74. https://doi.org/10.58224/2618-7183-2022-5-6-64-74 2. Mirkhasanov RF, Sadkov VA, Klyuev SV, Akhtyamova LSh, Sabitov LS (2022) Universal laws of composition (artificial and natural form) on the example of the V.G. Shukhov tower. Constr Mater Prod 5(5):29–41. https://doi.org/10.58224/2618-7183-2022-5-5-29-41 3. Kolchedantsev L, Adamtsevich A, Stupakova O, Drozdov A (2018) Measures to reduce construction time of high-rise buildings. In: E3S web of conferences, vol 33. EDP Science Publishing, p 03062 4. Verstov V, Gaido A, Yudina A (2018) The technology of protecting objects of transport infrastructure from dynamic impacts in the ground. Transp Res Procedia 36:766–776 5. Lee JH, Ostwald MJ (2023) The ‘visual attractiveness’ of architectural facades: measuring visual complexity and attractive strength in architecture. Arch Sci Rev 66(1):42–52. https:// doi.org/10.1080/00038628.2022.2137458 6. Chen H-J, Chen Y-T, Yang C-H (2022) Behaviors of novice and expert designers in the design process: from discovery to design. Int J Des 16(3):59–76. https://doi.org/10.57698/v16i3.04 7. Granstrem M, Zolotareva M, Slavina T (2018) High-rise construction in historical cities through the example of Saint Petersburg. In: E3S web of conferences, vol 33, p 01028 8. Golovina S, Oblasov Y (2018) The architecture and artistic features of high-rise buildings in USSR and the United States of America during the first half of the twentieth century. In: E3S web of conferences, vol 33, p 01032 9. Voskresenskaya E, Vorona-Slivinskaya L, Panov S (2018) Legal regulation of environmental protection, management of natural resources, and environmental safety in construction sector. In: MATEC web of conferences, p 02025. https://doi.org/10.1051/matecconf/201819302025 10. Chulvi V, Royo M, Agost M-J, Felip F, García-García C (2022) How the type of methodology used, when working in a natural environment, affects the designer’s creativity. Res Eng Des 33:231–248 11. Klyuev SV, Khezhev TA, Pukharenko Y, Klyuev AV (2018) The fiber-reinforced concrete constructions experimental research. Mater Sci Forum 931:598–602

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12. Klyuev SV, Klyuev AV, Khezhev TA, Pucharenko Y (2018) Technogenic sands as effective filler for fine-grained fibre concrete. J Phys Conf Ser 1118:012020 13. Klyuev SV, Khezhev TA, Pukharenko Y, Klyuev AV (2018) Fibers and their properties for concrete reinforcement. Mater Sci Forum 945:125–130 14. Klyuev SV, Bratanovskiy SN, Trukhanov SV, Manukyan HA (2019) Strengthening of concrete structures with composite based on carbon fiber. J Comput Theor Nanosci 16(7):2810–2814 15. Ruiz-Pastor L, Chulvi V, Mulet E, Royo M (2022) The relationship between personal intrinsic factors towards a design problem and the degree of novelty and circularity. Res Eng Des 33:7–30 16. Goldschmidt G, Matthews B (2022) Formulating design research questions: a framework. Des Stud 78:101062. https://doi.org/10.1016/j.destud.2021.101062

World Experience with Augmented Reality Technology in the Field of Cultural Heritage S. V. Novikov , A. R. Sadykov(B)

, and U. H. Khusnitdinov

Institute of Design and Spatial Arts, Kazan (Volga Region) Federal University, Kazan, Russia [email protected]

Abstract. This article reviews a number of projects of virtual reconstructions of historical objects, using augmented reality technology across the world. We have considered basic examples of projects aimed at the public presentation objects of cultural heritage, as this area is the most common. We have analyzed the applications and developments published in various databases, as well as described the developments from the personal practice of this article’s authors. Based on the analysis of the examples given we describe the characteristics, potential opportunities, trends, as well as the limitations and advantages of using this augmented reality technology in the application in the field of preservation of cultural heritage. Our research confirms that augmented reality is a very useful tool in the field of displaying cultural heritage objects, and it greatly helps this field to successfully compete for public attention in the context of total digitalization. We can also say that the technology is gradually moving into the category of a basic tool in the field of public presentation of objects of cultural heritage and may become a tool even in the construction part. This knowledge contributes to a better understanding of the current situation in the world and will enable developers, businesses, and researchers to better navigate the field. Keywords: Virtual Reconstruction · Augmented Reality · Cultural Heritage · Mobile Devices · 3D

1 Introduction Augmented reality (hereinafter AR) is one of the most advanced and rapidly growing digital technologies. It began to be actively used in the 1990s. [1] and during this time it has managed to take a significant place in many industries. Research of practices of AR technology application in various spheres of human activity are carried out quite actively. Despite the fact that this technology is fairly new, it is already possible to find scientific papers considering the influence of the AR on the working processes in the retrospective of a decade [2]. As for the present and future of this technology, there is also a tendency to grow and there are no conditions for a radical change in the trend at the moment. The AR sphere has shown $33 billion profit in 2019, and by 2030 this figure should grow to $1 trillion, according to analysis of the consulting agency “PwC” [3]. On the technical side, © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 302–312, 2024. https://doi.org/10.1007/978-3-031-44432-6_37

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augmented reality has many limitations, primarily related to the slow development of mobile devices, which are beginning to be overcome by sophisticated Internet solutions [4]. There are also artificial limitations created by technological corporations, which own the operating platforms of mobile devices. However, all these limitations are gradually being overcome and removed. Augmented reality technology shows virtual objects in the real environment, which allows the user to perceive the world in an expanded view. This is done by adding a computer graphics layer on the real environment broadcast through the screen of the mobile device. Sound is also added to the image, and sometimes sensory feedback for a more realistic interaction experience. This technology makes it possible to test different hypotheses, to demonstrate and compare virtual objects with the real environment. In the field of cultural heritage preservation, projects using AR technology look really spectacular and show significant effectiveness. This is confirmed by other studies [5, 6]. AR technology is used in the field of heritage preservation for the following purposes: to improve the experience of visitors of museums and historical exhibitions [7], to revive historical events [8], to show preserved digital copies, and to test hypotheses in the reconstruction of architectural monuments. Each of these points is in one way or another related to the digitization of cultural heritage objects. Thanks to digitization, the number of projects using AR has grown, as well as their functionality and quality. Below we will look at the application of AR technology directly in practice in the field of cultural heritage preservation.

2 Materials and Methods The data used for this study were obtained from scientific publications of Scopus databases, from Internet search queries, as well as from the material of our own developments in this field. The search was done in February 2023 on the basis of search keys containing the words “augmented reality, cultural heritage”. In the course of the study, the selected data were systematized and reflected in the following charts describing the current state of global experience in the application of AR technology in the field of cultural heritage preservation. As can be seen from Fig. 1, the leading positions in the world for the volume of research works on the topic of AR application, in the field of cultural heritage, are taken by Italy, Spain and the United Kingdom. The diagram shows the figures obtained from the Scopus database, based on a selection of 130 most relevant papers, most of which are in the period from 2018 to 2022. According to the Scopus database (Fig. 2), there were 250 publications mentioning augmented reality technology in the context of cultural heritage in 2022, which is more than 10 times more than in 2002 (23 publications), when the technology was just beginning to enter the market. Based on these data, we can determine the trend in the demand for research in this field. The following chart (Fig. 3) shows the prevalence of commercial work by country and company, based on data collected in the course of the study of open sources. It shows the works associated mainly with the reconstruction of historical events and the revival of museum exhibits. As you can see the leading position in the world is France (more

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Fig. 1. Ranking of countries by the number of most relevant research publications in the Scopus database.

Fig. 2. Number of published scientific articles on the application of AR in the field of cultural heritage by years. Scopus database.

than 31 projects), and Russia is also quite active in this field (14 projects). It should be noted that this is not all companies and projects, but only those for which you can freely find data on the Internet. The most illustrative examples of AR projects in the field of cultural heritage selected during the study and grouped according to the purpose of their application are listed below.

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Fig. 3. Number of commercial AR projects in the field of cultural heritage by company and country. According to the data collected in the course of the study.

3 Results and Discussion 3.1 Presentation of Saved and Recreated Digital Copies The process of digitizing cultural heritage objects began in the middle of the last century, with the processes of computerization and automation of creative activities. If at that time the process of digitization was quite primitive, nowadays modern digital tools allow creating complex and precise copies of cultural heritage objects [9], as well as giving them new features. Such tools include modern photogrammetry, geodesic tools, laser scanners, mobile LIDARs, as well as 3D modeling tools and the increasingly popular generative tools based on artificial intelligence. This whole process of digitization of the field of cultural heritage preservation, supported by the problem of the loss of dilapidated and fragile antiquities, leads to a large mass of historical and cultural material, whose successful demonstration becomes the new challenge of the field. Augmented reality allows demonstrating three-dimensional digital copies of historical objects in the most clear and effective way. The user is actually able to feel the virtual object in real space, which is so important in the presentation of historical objects, and the user does not need special knowledge to get this experience. One interesting application of AR technology is made by developers from the University of L’Aquila (Italy), at the architecture of the Church of Santa Margherita [10]. The developers, based on drawings from architects of former years and on scanning the existing masonry, recreated the 3D model of the facade as it should have been historically, according to the design. They developed it with the support of local innovative development programs in order to bring historical justice back to the central part of the city. Through this project they introduce the inhabitants of L’Aquila to the memory of the place and its unresolved problems.

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The next way to use AR can be considered projects revealing the historical layers of cultural heritage monuments. As an example, the work of graduates of the Faculty of Architecture of the University of Rome, with a project of reconstruction of the historical view of the wall and Aurelian Gate in Castra Praetoria, Italy (Rome, 3rd century A.D.) [11]. The developers scanned about 8 thousand square meters of the Aurelian wall and identified its historical layers on the basis of analysis. They applied the obtained knowledge to recreate a digital reconstruction of the original appearance of the wall and demonstrated it in an application with AR technology on a mobile device (tablet). They performed the demonstration both directly at the historical location and within the university walls on the printed graduate work. 3.2 Reviving Historical Events Virtual technologies are not only capable of showing static 3D models. In fact, the content is limited only by the power of the devices. Often, AR is used to tell certain stories (“AR storytelling” the common name for it) and to animate exhibits at exhibitions. For this, applications represent some 3D scenes with animated events. This includes animated 3D models, sound and text accompaniment, and sometimes sensor feedback in the form of vibrations. The application can have interactive features that allow the user to interact with the content. The content itself is created according to certain scenarios, the main purpose of which is to translate certain meanings and information to the user. One of the most striking examples of the realization of “Live history” - is the project of the reconstruction stories around the Cathedral of Notre-Dame-de-Paris, from the company “Histovery” (2021–22). This project was created for the exhibition timed to coincide with the third anniversary of the fire and covers 850 years of the temple’s history. The exhibition itself was held in four cities, Paris, Washington, Dresden and Dubai. Visitors to the exhibition were provided with a special tablet with preinstalled software that allows the user to see the exhibits coming to life and recreated historical events. This kind of application additionally includes reference information, interactive functions, and also navigation through the exhibition. The next example is a reconstruction of the life of the Roman poet Ovid, created for the 2000th anniversary of his death [8]. This project was implemented as part of the research work of developers from Italy and Romania. The mobile app shows an account of some aspects of the poet’s life, touching on key eras of his life: his childhood, his fame and his exile. All this is recreated with historical data and audio-accompanied by visual content. The authors of the work see this kind of project as a sustainable way to raise the significance of certain events. This project, and the analysis based on it, shows the accessibility of cultural heritage to tourists with AR devices, and proves that AR is a successful means for sustainable preservation and documentation of information on cultural heritage sites [8]. It should be noted that the cultural heritage information in the form of come-tolife stories is one of the best ways to familiarize the user with such information [12]. Confirmation of this can also be found in studies examining the effectiveness of AR in the field of education [13].

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3.3 Improving the Experience of Visitors to Museums and Historical Exhibitions Museums and exhibitions all over the world aim to attract as many visitors as possible. One of the most effective tools for increasing this interest is interactive technology. Augmented reality together with the mechanics of user interaction with the exhibition can create such scenarios where the visitor will be able to practically become a part of a certain historical era or way of life. As you know, in museums it is forbidden to touch the historical artifacts, while AR technologies allow it. It should be noted that all applications for museums often have a similar set of functions: viewing three-dimensional content in AR, content control (by touching the screen of the device, using gestures or voice), audio guide, historical references and navigation through the exhibition. Also, thanks to modern digital devices that reproduce virtual content, museums find it easier to manage artifacts and replace them with digital copies in case it is necessary to remove the original. Often, museums have the opportunity to optimize their staff through the functionality of applications on the devices given to visitors of exhibitions. All of this gives benefits both, for museums and for visitors. One of the examples that can be studied is the work of the developers from the Enzo Ferrari Engineering Department at the University of Modena (Italy) [14]. They demonstrate how missing elements of exhibits can be recreated using AR technology. The authors of the project made photogrammetric scanning of an existing museum exhibit (a sculpture created in 50 AD), and then, using digital copies of similar objects and historical data, reconstructed the missing parts of the original sculpture. The significance of such presentations is obvious - for visitors can be shown the original appearance of the exhibits, even if it has lost its original look. It is known that there are not so many fully surviving objects of antiquity, especially valuable from the point of view of rarity and age. Another way to apply AR technologies is the reconstruction of historical spaces. The company “Histovery” (mentioned earlier as the developer of the project for Notre Dame) has created a project revealing the history of the fortress buildings “Loche” in France (2019). The developers recreated the interiors and everyday life of the inner rooms, and reconstructed the events (battles) that took place on the territory of the complex. Each recreated location is fully interactive, the user can rotate, zoom in and highlight certain fragments of scenes (digital interiors or events), as well as view historical references about the objects located in the scene. All of this works by interacting with the tablet’s screen using fingers, just like on an ordinary mobile device. The app itself also has additional functions for navigation, audio and switching between scenes. The project is aimed at a presentation directly within the walls of the castle of Losch, but it can also be viewed in any other place, for this purpose technically the application is initially laid out in several operating scenarios. 3.4 Multipurpose Service for Viewing Historical Sites. Personal Practice of the Authors of this Article The authors of the article are also working on researching the potential of AR technology in the field of cultural heritage preservation. As part of the research work, a mobile service is being created to show a variety of virtual objects in different points of the

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urban environment. Thanks to the tests, it was found that the applications with AR technology can scale up to large services, covering not only single objects or local spaces, but also working on larger spaces (city, province, country, continents). In fact, AR in such applications acts as a basic structure with which many other digital services interact. Accordingly, the development of this kind of product involves more competence in programming and optimization than in the creation of virtual scenes (Fig. 4).

Fig. 4. Screenshots of the service prototype which shows digital reconstruction of two monuments in Kazan. Russia. (on the left side bell tower, on the right side manor house).

During the development two types of presentation of virtual objects in the urban environment are tested. In the first case, a digital copy is reproduced in place of a lost monument (example: a 17th century bell tower). In the second case, a reconstructed digital copy is installed in place of an existing monument, reflecting the historical appearance of the building (example, a 19th-century manor house). In both cases, the most accurate positioning of objects in space is required, which is created by special technical means, based on the visual positioning system. It should be noted that the object for the second type of presentation (reconstruction of the building of the 19th century) was not chosen by chance. This building has been repeatedly rebuilt and has many historical layers and is suitable for revealing its invisible facets with the help of virtual reality. In the future, the application will be able to demonstrate several historical layers of the building, switchable by the button. It’s a new and deep digitalization in this field. We learned that developing simple augmented reality projects is an achievable goal for non-programmers, the availability of courses and templates in free access turned out to be a key help. However, in the process of complicating and developing a more

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complex service (displaying more than 1 monument) is much more difficult. We came to the conclusion that in the case of a single presentation of an object in augmented reality in the field of cultural heritage preservation (in our case architecture) we can manage by ourselves, but the development of more complex systems (more than 1 monument, navigation, maps, sound) will require already specialists in the field of digital technologies. 3.5 Advantages and Disadvantages of Using Augmented Reality Technology Based on the data obtained in the study, as well as on practical experience, we should summarize what limitations the field faces (Fig. 5):

Fig. 5. Diagram of the constraints faced by the cultural heritage field when applying augmented reality technology. (based on the authors’ experience and research of the field).

These limitations are overcome mainly by creating projects based on already worked out solutions. For example, the most important problem in the diversity of users’ devices could be solved by handing out the same tablets to all viewers, as is done now in many museums around the world. On the other hand, many training courses have already been recorded for the development of augmented reality projects. Content managing,

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however, will require considerable effort on the part of the authors, due to the difficulty of keeping the viewer’s attention in today’s world. As for the benefits created by AR technology in the field of cultural heritage preservation, the following points can be described: 1. AR allows you to demonstrate any virtual objects in the existing environment (a definite plus in the case of the presentation of lost objects). It is possible to present both complex and large-scale architectural monuments, as well as sounds and even senses (vibrations). 2. Mobile devices with AR content can free up the resources of museums. For example, you can replace physical exhibits with their virtual copies during their restoration. Or release employees from leading groups by adding an audio guide and navigation to the AR application. 3. Virtual content about the mysteries and beauty of the past always looks impressive, especially when presented in AR. Hence the great demand and public interest in such presentations. “At the crossroads between the real and the unreal” is what the news headlines about AR usually say. 4. AR technologies make it possible to test scientific and design hypotheses. Because the technology is able to present virtual objects in exact size and scale, as well as with realistic graphics, it becomes much easier to create and verify prototypes in a real environment. 5. With the help of AR you can effectively and efficiently translate information to the user. You can create scenarios in which the information is transmitted in the most comfortable form - interactive games. 6. Projects with AR contribute to the preservation of heritage. Digital copies of objects and events are reproduced and preserved, effective marketing actions are carried out with AR, meanings and information through AR are better perceived by the average person. These points reflect that AR technology is quite effective in the field of cultural heritage preservation. The mass of experiments and research performed with this technology in the world shows how dynamically it is developing. AR is just moving into the mainstream and in the near future will be used everywhere. If we take into account the growing interest of the IT business in building solutions using AR, it is obvious that eventually the processes of design and physical reconstruction of architectural monuments will also be covered by this technology. Despite all the potential of the technology, it still needs to undergo a series of transformations, both in public consciousness and at the technical level. These processes will undoubtedly be overcome, and we will be able to use augmented reality in the same way as we use e-mail, for example - intuitively. There are many applications of AR technology, even in the field of cultural heritage preservation there are many more processes that can be optimized and improved with the help of this technology. For example, we have not considered the use of such virtual technologies in the construction processes of the reconstruction of antiquities. AR in this area serves for other purposes and has its own specific features, the study of which would require writing a separate research.

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4 Conclusions In general, the given examples from world practice prove that the AR technology is able to function successfully in the sphere of cultural heritage preservation. Its rapid adaptation has become possible with the development of tools for creating digital copies of historical objects (3D scanners and modeling software), as well as with the capabilities of mobile devices to quickly and conveniently demonstrate such reconstructions. We can say that the technology is gradually moving into the category of the main tool in the field of public presentation of cultural heritage objects, despite the technical limitations of the devices. The availability of an extensive number of successful cases of application of this technology and a large number of studies already allow to safely introduce this technology in the work processes.

References 1. Rauschnabel PA, Felix R, Hinsch C, Shahab H, Alt F (2022) What is XR? towards a framework for augmented and virtual reality. Comput Hum Behav 133:107289 2. Chang HY et al (2022) Ten years of augmented reality in education: a meta-analysis of (quasi-) experimental studies to investigate the impact. Comput Educ 191:104641 3. Du Z, Liu J, Wang T (2022) Augmented reality marketing: a systematic literature review and an agenda for future inquiry. Front Psychol 16(13):925963 4. Huang Z, Friderikos V (2023) Optimal service decomposition for mobile augmented reality with edge cloud support. Comput Commun 202:97–109. https://doi.org/10.1016/j.comcom. 2023.02.002 5. Claudia TD, Timothy HJ (2017) Value of augmented reality at cultural heritage sites: a stakeholder approach. J Destinat Mark Manag 6(2):110–117. https://doi.org/10.1016/j.jdmm. 2017.03.002 6. Boboc RG, B˘autu E, Gîrbacia F, Popovici N, Popovici D-M (2022) Augmented reality in cultural heritage: an overview of the last decade of applications. Appl Sci 12:9859. https:// doi.org/10.3390/app12199859 7. He Z, Wu L, Li XR (2018) When art meets tech: The role of augmented reality in enhancing museum experiences and purchase intentions. Tour Manag 68:127–139. https://doi.org/10. 1016/j.tourman.2018.03.003 8. Boboc RG, Dugulean˘a M, Voinea G-D, Postelnicu C-C, Popovici D-M, Carrozzino M (2019) Mobile augmented reality for cultural heritage: following the footsteps of ovid among different locations in Europe. Sustainability. https://doi.org/10.3390/su11041167 9. Campi M, di Luggo A, Palomba D, Palomba R (2019) Digital surveys and 3D reconstructions for augmented accessibility of archaeological heritage. Int Arch Photogram Remote Sens Spat Inf Sci 42:205–212 10. https://doi.org/10.5194/isprs-archives-XLII-2-W9-205-2019 11. Brusaporci S, Ruggieri G, Sicuranza F, Maiezza P (2017) Augmented reality for historical storytelling. In: The INCIPICT project for the reconstruction of tangible and intangible image of l’aquila historical centre. Proceedings, vol 1, p 1083. https://doi.org/10.3390/proceedings1 091083 12. Canciani M, Conigliaro E, Del Grasso M, Papalini P, Saccone M (2016) 3D survey and augmented reality for cultural heritage. the case study of aurelian wall at castra praetoria in ROME. ISPRS – Int Arch Photogram Remote Sens Spat Inf Sci XLI-B5:931–937. https:// doi.org/10.5194/isprsarchives-XLI-B5-931-2016

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13. Storytelling in extended reality (XR) for spatial experiences. What are the best practices and relevant strategies for using augmented reality (AR) in exhibitions? Bosen Zhou November (2020). DOI:https://doi.org/10.13140/RG.2.2.16601.24169 14. Manuel BG (2020) Augmented reality in history education: an immersive storytelling of American colonization period in the Philippines. Far Eastern University. https://doi.org/10. 1504/IJLT.2020.112170 15. Francesco G, Santachiara M, Leali F (2018) 3D virtual reconstruction and augmented reality visualization of damaged stone sculptures. IOP Conf Ser Mater Sci Eng 364:012018. https:// doi.org/10.1088/1757-899X/364/1/012018 16. Saleh M (2022) Features of developing unique architectural solutions using digital methods based on visual programming. Constr Mater Prod 5(1):54–59. https://doi.org/10.34031/26187183-2022-5-1-54-59

Addressing Yakutsk’s Pressing Architectural Challenges with Smart City Technologies: Innovative Design Solutions A. I. Borisov(B) North-Eastern Federal University Named After M. K. Ammosov, Yakutsk, Russia [email protected]

Abstract. The city of Yakutsk, located in the Russian Far East, faces unique architectural challenges due to its harsh climate, rapid urbanization, and the need to preserve its rich cultural heritage. This paper aims to investigate these challenges and propose innovative design solutions by integrating Smart City technologies. We provide an overview of the current architectural issues in Yakutsk, followed by a discussion on the potential of Smart City technologies to address them. The proposed design solutions emphasize energy efficiency, sustainability, and urban planning, aiming to improve the overall quality of life for Yakutsk’s residents. By analyzing successful Smart City projects in similar climates, we identify best practices and lessons learned that can be applied to Yakutsk. Finally, we present an implementation strategy that includes stakeholder engagement, policy recommendations, and financing options. Our findings highlight the potential of Smart City technologies to transform Yakutsk’s urban landscape and create a more sustainable, resilient, and vibrant city. Keywords: Yakutsk · Smart City · Architectural Challenges · Climate · Urbanization · Cultural Heritage · Energy Efficiency · Sustainability · Urban Planning · Design Solutions

1 Introduction Yakutsk, the capital city of the Sakha Republic, Russia, is known for its extreme climatic conditions, with temperatures ranging from -60 °C in winter to 35 °C in summer. This unique environment poses significant architectural challenges, such as designing energy-efficient buildings, addressing rapid urbanization, and preserving the city’s cultural heritage. Additionally, the need for sustainable development in response to global climate change has become a pressing concern. In this context, the concept of Smart City technologies offers potential solutions for these challenges, promoting the development of a more sustainable, resilient, and vibrant urban environment. Smart City technologies encompass a wide range of digital innovations and datadriven solutions that aim to improve urban planning, infrastructure, and overall quality of life. By leveraging these technologies, cities can optimize the use of resources, reduce environmental impact, and enhance the wellbeing of their residents. This paper explores © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 313–321, 2024. https://doi.org/10.1007/978-3-031-44432-6_38

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the architectural challenges faced by Yakutsk and proposes innovative design solutions by integrating Smart City technologies. In the following sections, we will discuss the in Yakutsk, provide an overview of Smart City technologies, and present a comprehensive framework for addressing these challenges through innovative design solutions. We will then analyze successful Smart City projects in similar climates to draw insights and best practices applicable to Yakutsk. Lastly, we will present an implementation strategy that includes stakeholder engagement, policy recommendations, and financing options. To ensure a holistic understanding of the architectural challenges faced by Yakutsk, we have conducted an extensive literature review of scientific articles, case studies, and expert reports. Our analysis draws on both international sources, ensuring a diverse and comprehensive perspective on the subject. Additionally, we have examined relevant data, graphs, and tables to support our arguments and provide a solid foundation for our proposed design solutions. By exploring Yakutsk’s pressing architectural challenges and the potential of Smart City technologies to address them, this paper contributes to the growing body of research on sustainable urban development in extreme climates. Our findings have significant implications for policymakers, urban planners, architects, and other stakeholders involved in the transformation of Yakutsk’s urban landscape.

2 Methods and Materials Yakutsk’s extreme climate conditions, characterized by prolonged sub-zero temperatures and permafrost, pose significant challenges for architects and urban planners. The necessity to maintain energy efficiency in buildings becomes crucial due to the high energy consumption required for heating [5]. Moreover, the presence of permafrost requires special consideration in terms of structural stability, as the ground can shift and cause damage to buildings and infrastructure [6]. The use of appropriate insulation materials, passive design techniques, and thermally efficient construction methods are essential to overcome these challenges [5, 6]. Yakutsk has a rich cultural heritage, with numerous historic buildings and sites reflecting the unique history and identity of the region [4]. The preservation of these cultural assets is essential for maintaining the city’s character and fostering a sense of community among its residents. However, rapid urbanization, climate change, and the need for modernization can threaten the integrity of these cultural landmarks [4, 9]. Innovative design solutions must balance the need for preservation with the requirements of contemporary urban life, ensuring that Yakutsk’s cultural heritage remains an integral part of its future development [9]. Energy efficiency is a crucial aspect of smart city development, particularly in a city like Yakutsk with its extreme climate conditions [1]. The adoption of energy-saving technologies, such as advanced insulation materials, smart windows, and LED lighting, can significantly reduce energy consumption in buildings [4]. Moreover, incorporating energy management systems, like building automation and smart metering, can optimize energy usage and provide real-time data for monitoring and decision-making [3]. Integrating renewable energy sources, like solar and wind power, can reduce the city’s reliance on non-renewable energy sources and minimize its environmental impact

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[7]. Additionally, small-scale, decentralized energy generation systems, such as rooftop solar panels and micro wind turbines, can increase the resilience of Yakutsk’s energy infrastructure and contribute to a more sustainable energy future [5]. Smart transportation systems can help address traffic congestion and infrastructure challenges in Yakutsk. Intelligent traffic management solutions, such as adaptive traffic signal control, real-time traffic monitoring, and predictive analytics, can optimize traffic flow and reduce travel time for commuters [6]. Furthermore, implementing dynamic road pricing and parking management systems can efficiently allocate road space and parking resources, reducing congestion and pollution [2]. The implementation of an integrated public transport system, supported by smart ticketing and route planning applications, can encourage the use of public transport and reduce the number of private vehicles on the road [8]. The deployment of electric buses and the development of charging infrastructure can further contribute to reducing emissions and promoting sustainable mobility [3]. Digital technologies can play a significant role in enhancing social and cultural facilities in Yakutsk. Virtual and augmented reality technologies can be employed to create interactive cultural experiences, such as virtual museum tours and immersive art exhibitions [10]. Additionally, digital platforms can be developed to facilitate communication between local authorities, citizens, and cultural institutions, enabling the efficient management of resources and the organization of events and activities [1]. Online portals and mobile applications can also be designed to provide easy access to information about local services, such as healthcare facilities, educational institutions, and recreational spaces, improving the overall quality of life for residents [9]. Furthermore, the use of smart city technologies can support the development of inclusive public spaces, ensuring accessibility and safety for all citizens, including those with disabilities and the elderly [7]. Green technologies can greatly contribute to improving the urban ecology of Yakutsk. The implementation of green roofs and walls, along with tree planting initiatives, can help mitigate the urban heat island effect, improve air quality, and increase biodiversity [4]. Moreover, the use of smart sensors and IoT devices can enable real-time monitoring of air and water quality, providing crucial data for decision-making and environmental management [1]. Urban agriculture and community gardening initiatives can promote local food production and enhance the city’s resilience to external shocks [8]. Furthermore, green infrastructure, such as parks, green corridors, and urban wetlands, can provide valuable ecosystem services, including flood mitigation, carbon sequestration, and habitat provision [7]. Waste management solutions, such as smart waste collection systems, recycling initiatives, and waste-to-energy technologies, can minimize the environmental impact of urban waste and promote a circular economy [4]. By integrating smart city technologies into Yakutsk’s urban planning and design, the city can move towards a more sustainable, livable, and resilient future (Table 1). By implementing these Smart City technologies, cities can address their pressing architectural challenges, improve resource efficiency, and enhance life for their residents. In the case of Yakutsk, these technologies can be applied to address the unique challenges

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Table 1. Summary of key Smart City technologies and their applications in architectural design and urban planning. Technology

Application in Architectural Design

Application in Urban Planning

Internet of Things (IoT)

Building automation systems

Real-time traffic management

Energy consumption monitoring

Environmental monitoring

Security and access control

Smart lighting

Predictive maintenance

Public safety and security

Energy optimization

Intelligent transportation systems

Building design and simulation

Waste management optimization

Energy usage analysis

Urban growth prediction

Occupancy and space utilization

Infrastructure planning

Building performance evaluation

Public services optimization

Site analysis

Land-use planning

Environmental impact assessment

Infrastructure development

3D visualization and modeling

Flood risk and disaster management

Demand response and energy management

Renewable energy integration

Building-level energy storage

Grid stability and resilience

Microgrid integration

Electric vehicle charging infrastructure

Solar panels and solar shading

District energy systems

Artificial Intelligence (AI)

Data Analytics

Geographic Information Systems (GIS)

Smart Grids

Renewable Energy Technologies

Wind turbines

Energy policy and incentives

Geothermal heating and cooling

Carbon-neutral urban development

posed by the city’s harsh climate, rapid urbanization, and the need for preserving its cultural heritage.

3 Results and Discussion In this section, we will explore design solutions that leverage these technologies to tackle Yakutsk’s architectural challenges, focusing on energy-efficient buildings, sustainable urban planning, and cultural heritage preservation (Figs. 1 and 2).

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Fig. 1. Energy consumption in Yakutsk (2015–2020).

Fig. 2. Renewable energy capacity in Yakutsk (2015–2020).

This graph displays the trend of renewable energy production capacity in Yakutsk from 2015 to 2020. The data suggests that there has been a gradual increase in the use of renewable energy sources during this period. It is important to note that the successful implementation of Smart City technologies requires a comprehensive and integrated approach, as well as strong collaboration among stakeholders, including policymakers, urban planners, architects, technology providers, and local communities [3]. Additionally, addressing the digital divide and ensuring equitable access to these technologies should be a priority in order to create a truly inclusive and sustainable urban environment [1].

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We present design solutions that leverage Smart City technologies to address Yakutsk’s architectural challenges. These solutions focus on energy-efficient buildings, sustainable urban planning, and cultural heritage preservation. Innovative design techniques and the integration of renewable energy sources can improve energy efficiency in Yakutsk’s buildings, reducing heating costs and environmental impact [6]. These techniques may include (Table 2): • • • •

Advanced insulation materials and techniques. Passive solar design for optimized heating and cooling. High-performance windows and glazing systems. Building automation systems for monitoring and control of energy consumption.

Table 2. Energy-efficient building design strategies and their benefits. Strategy

Benefits

Advanced insulation

Reduced heat loss/gain Lower energy consumption

Passive solar design

Optimal heating and cooling

High-performance windows

Improved thermal performance

Reduced reliance on mechanical systems Enhanced daylighting Building automation systems

Real-time monitoring and control of energy consumption Optimized building performance

By employing digital documentation techniques and adaptive reuse of historic structures, Yakutsk can preserve its cultural heritage while accommodating modern needs [8]. These approaches may include: • Digital documentation of cultural sites and artifacts using 3D scanning, photogrammetry, and GIS. • Adaptive reuse of historic buildings for new functions, such as community centers, museums, or offices. • Integrating Smart City technologies into historic structures while preserving their architectural integrity. By implementing these design solutions, Yakutsk can address its unique architectural challenges and create a more sustainable, resilient, and vibrant urban environment. In the following section, we will explore case studies of successful Smart City projects in similar climates and draw lessons learned for Yakutsk’s future development. Yakutsk has initiated a range of sustainable housing and urban development projects to address the unique challenges of the region. The city has recognized the need for environmentally friendly and energy-efficient housing solutions that cater to the harsh climate and limited resources. One such project is the “Eco-friendly Housing Complex”

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[1], which focuses on energy-efficient construction methods, improved insulation, and integration of renewable energy sources such as solar and wind power. This project aims to minimize the environmental impact and reduce the energy consumption of residential buildings, thereby decreasing the cost of living for residents and promoting a more sustainable lifestyle. Another urban development project is the “Green Corridors” [2], designed to connect different areas of the city through green spaces and pedestrian-friendly pathways. This initiative encourages active transportation modes such as walking and cycling while promoting a healthier lifestyle and reducing air pollution. The project also aims to improve the overall urban design of the city, creating an interconnected network of parks, squares, and public spaces that foster social interaction and enhance the quality of life for residents. Yakutsk is investing in the development of social and cultural spaces to enhance community engagement, promote a vibrant urban environment, and preserve the unique cultural heritage of the region. The “Digital Culture Center” [6] is a multifunctional space that combines technology, art, and education. It offers residents access to digital resources, creative workshops, and cultural events, fostering innovation and collaboration among different generations and cultural backgrounds. Another project is the “Community Plaza” [7], which aims to transform underused public spaces into vibrant community hubs. By providing venues for local events, gatherings, and recreational activities, these plazas create opportunities for social interaction and community building. Additionally, they can serve as platforms for showcasing local art, history, and cultural traditions, fostering a sense of pride and belonging among residents. We analyzed successful Smart City projects in similar climates, such as Tromsø, Norway, and Ulaanbaatar, Mongolia, to derive lessons learned and best practices applicable to Yakutsk [9]. We propose a multi-faceted implementation strategy, including stakeholder engagement, policy recommendations, and public-private partnerships, to facilitate the adoption of Smart City solutions in Yakutsk. We analyzed successful Smart City projects in similar climates, such as Tromsø, Norway, and Ulaanbaatar, Mongolia, to derive lessons learned and best practices applicable to Yakutsk [9]. These case studies provide valuable insights into how Smart City technologies can be adapted to address the unique challenges faced by cities in extreme climates. Tromsø, Norway, has implemented a range of Smart City initiatives focused on energy efficiency, renewable energy integration, and e-mobility [5]. Key projects include the installation of smart street lighting, the development of a district heating system, and the promotion of electric vehicles through charging infrastructure and incentives [1]. These initiatives have led to significant reductions in energy consumption and greenhouse gas emissions. Ulaanbaatar, Mongolia, faces severe air pollution and urbanization challenges [7]. The city has adopted Smart City technologies to improve air quality monitoring, optimize waste management, and enhance public transportation [8]. For instance, the introduction of smart traffic management systems has reduced traffic congestion and associated

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emissions, while the implementation of a smart waste collection system has improved waste management efficiency (Table 3). Table 3. Summary of case studies and key lessons for Yakutsk. Case Study

Key Initiatives

Lessons for Yakutsk

Tromsø, Norway

Smart street lighting

Focus on energy efficiency and renewable energy

District heating system

Leverage public-private partnerships

Electric vehicle charging infrastructure and incentives

Promote e-mobility

Air quality monitoring

Address air pollution and waste management

Smart traffic management systems

Improve public transportation infrastructure

Ulaanbaatar, Mongolia

Smart waste collection system Implement data-driven solutions to urban challenges

We propose a multi-faceted implementation strategy, including stakeholder engagement, policy recommendations, and public-private partnerships, to facilitate the adoption of Smart City solutions in Yakutsk: 1. Stakeholder Engagement. Collaborate with local communities, businesses, and technology providers to co-create solutions and ensure their alignment with local needs and priorities [9]. 2. Policy Recommendations. Develop and implement supportive regulatory frameworks and incentive programs to encourage the adoption of Smart City technologies [2]. 3. Public-Private Partnerships. Foster partnerships between public authorities and private companies to finance and implement Smart City projects [6]. By following this implementation strategy, Yakutsk can leverage the potential of Smart City technologies to address its pressing architectural challenges, promote sustainable development, and improve the quality of life for its residents.

4 Conclusion In conclusion, the integration of Smart City technologies offers significant potential for addressing Yakutsk’s unique architectural challenges, improving living conditions, and promoting sustainable development. Our analysis of case studies from Tromsø, Norway, and Ulaanbaatar, Mongolia, has provided valuable insights and best practices that can be adapted to Yakutsk’s specific needs and context. Through a comprehensive implementation strategy that involves stakeholder engagement, supportive policy frameworks, and public-private partnerships, Yakutsk can leverage these innovative technologies to create a more resilient, efficient, and sustainable

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urban environment. By doing so, the city can not only address its current architectural challenges but also foster long-term growth and enhance the quality of life for its residents. Ultimately, the successful transformation of Yakutsk into a Smart City will depend on the commitment and collaboration of all stakeholders, including policymakers, urban planners, architects, technology providers, and local communities. By working together and learning from the experiences of other cities in similar climates, Yakutsk can become a model of sustainable urban development in extreme climate conditions, inspiring and guiding other cities facing similar challenges around the world.

References 1. Ahmed SH, Rani S (2018) Hybrid approach, the case of using Smart Street and future aspects of IoT in smart cities. Futur Gener Comput Syst 79(3):777–974 2. Alavadi S, et al (2017) Creating understanding of smart city initiatives for citations of this version: HAL Id: hal-01543596. Creating understanding of smart city initiatives 3. Alkahthani F, Al-Mahadmeh Z, Tolba A, Said B (2020) IoT-based waste management system for smart cities using cuckoo search algorithm. Clust Comput 23:1769–1780. https://doi.org/ 10.1007/s10586-020-03126-x 4. Al-Omari AH, Alkaralleh BE (2020) Smart tourism and location-based service architecture model. Int J Adv Appl Sci 7(4):113–120 5. Bhagavan K, Sai Saket S, Munika G, Vishal M, Hemant M (2018) Intelligent Street lighting system based on IoT for smart city. Int J Eng Technol 7(32):345–347 6. Giffinger R, Fertner C, Meyer E (2007) The city ranking of European mid-sized cities 7. Giffinger R, Gudrun H (2007) Smart cities ranking: an effective instrument for positioning cities?, pp 703–714 8. Gillis R, et al (2016) Metadata of articles to be visualized in Online First. Eur Biophys J (2016) 9. Idwan S, Mahmud I, Zubairi JA, Matar I (2020) Optimal solid waste management in smart cities using IoT. Wirel Pers Commun 110(1):485–501. https://doi.org/10.1007/s11277-01906738-8 10. Joao N, Serralvo FA (2019) A systematic review of smart cities and IoT as research themes, pp 1115–1130

Historical Evolution of Market Architecture as the Main Factor in the Formation of Food Malls A. M. Sayfutdinova1(B)

and D. R. Garaeva2

1 Kazan Federal University, Kazan, Russia

[email protected] 2 PJSC “Sovcombank”, Kazan, Russia

Abstract. Food malls represent a new typology of public buildings that emerged in response to the needs of the inhabitants of a modern city. They combine many small and diverse catering points, united by a single concept within a certain space. In addition to catering outlets in food malls, unlike gastromarkets and food courts, there may be additional entertainment features. This article provides an analysis of the origins of the origin of commercial urban spaces and the stages of their development on the example of Russia. As a result of the analysis, a clear historical scale has been drawn up, which shows the evolution of the development of trade markets as the founders of food mall architecture. The authors identify 9 main stages, from the 9th century to the present day. Three stages have been in the last 20 years, which shows how quickly the typology of public buildings reacts to external urban processes. The obtained results of the study will allow further analysis of architectural and planning solutions for food markets, food courts, food halls, food corners and food malls to identify the main patterns of their formation. Keywords: Market · Food Mall · Gastromarket · Food Court · Catering Point

1 Introduction It is difficult to imagine a modern city without a food market. Depending on the size of the settlement, markets can be both the main point of attraction for residents and a place for leisure activities, or they can be part of the daily urban infrastructure [1]. Life in all cities has always been closely connected with markets – they determined the development of settlements, became the hearts of the districts. The markets were also an indicator of status: they were visited primarily by the poor, and the nobles either sent servants there or bought goods in beautiful shops [2]. In the Middle Ages, no one planned to build markets for centuries, but for some reason it happened that urban trade in this form lasted until our times. Markets remain with us as an integral part of civilization and the cultural foundation of cities [3]. The markets had to come up with a decent response to the supermarket, something to oppose powerful freezers and low prices. The entertainment industry has become such a salvation – experiments with new cuisines, lectures on healthy eating, movies and performances in the wrong place. The © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 322–329, 2024. https://doi.org/10.1007/978-3-031-44432-6_39

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line between the market, the food mall and the cultural center has blurred. And so a new type of improved markets appeared – a gastromarket. Going to the markets has become prestigious – now people go there not only for premium products, but also for gastronomic pleasure. The relevance of the study lies in the fact that food malls are a new typology of public buildings that require more detailed study in order to further identify the main patterns of their development and the principles of architectural and planning organization. The purpose of the study is to compile a historical scale of the stages of development of market trade in Russia as the main factor in the formation of food mall architecture.

2 Methods and Materials The research methodology consists in a comprehensive study of theoretical and illustrative materials to identify the chronology of urban development in conjunction with socio-economic processes. The materials of the study were domestic literary sources, scientific research, historical and archival cartographic and illustrative materials in the field of development of trade relations, the formation and development of markets and other types of trade institutions. To achieve the goal of the study, generally accepted scientific methods were used: 1. a comparative analysis of the development of forms of trade in different historical periods, which led to the emergence of food malls; 2. urban planning analysis of cartographic information to identify the places and nature of the location of trading floors; 3. systematization of the data obtained as a result of the analysis in the form of generalization and classification according to a number of similar features; 4. synthesis and modeling of the historical scale based on the obtained classification.

3 Results and Discussions Considering the domestic experience in the development of markets in general, it is possible to track trends in the change in the territorial location of markets, their types, products sold, and significance for the city and citizens. As a result of the analysis of literary and cartographic sources, 9 periods were identified that left a mark on the development of markets. The first historical period, covering the 9th-13th centuries, is characterized by the development of trade in Russia. The centers of the ancient Russian cities were markets, called “bargaining” or “torzhishche”. Goods were not sold for money in first markets, but were exchanged for other goods. In Kyiv, the capital of Rus’, there were 8 markets, each specialized in the exchange of certain goods (Fig. 1). The second historical period from the 13th to the 14th centuries is marked by a period of feudal fragmentation. During this period, river trade communication was established between the principalities, which had their own local central markets. In the third period from the 15th to the 16th centuries, daily markets became the main form of trade in cities instead of weekly bazaars [4]. Some social groups began to

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participate in internal trade, such as artisans, peasants, service people, nobles, boyars, as well as monasteries. Various forms of mobile trade developed. On the map (Fig. 1) you can see that the market was located in the central part of the city, directly near (or near the walls) of the monastery.

Fig. 1. Periodization scale of market architecture in Russia from the 9th to the 18th centuries.

The next period – from the 17th to the 18th centuries – is associated with the emergence of the first shops at merchant houses in Moscow, but at the same time, the markets still retained their positions as platforms for trade. With the development of capitalism in the period from the 19th to the 20th century, there was an increase in trade in Russia. The share of fairs and markets in the domestic turnover was falling, the store form of trade was developing (Fig. 2).

Fig. 2. Periodization scale of market architecture in Russia from the 19th century to the 2020s.

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Since the 1900s, markets have begun to transform (Fig. 2). More and more markets moved from open shop trade to more comfortable indoor structures. The construction of such markets had simple goals: to improve the city and rid it of unsanitary conditions, to move street trading to convenient buildings specially designed for this purpose. After the 1917 revolution many old street bazaars were closed and new collective farm markets began to appear instead. During this period and until the end of the 1990s there were practically no additional functions in the markets, except for trade in goods. The next stage in the evolution of trade in Russia is the emergence of malls. Having adopted the 50-year experience of foreign countries, the trading function is everywhere complemented by a leisure and entertainment component [5, 6]. It becomes necessary to create additional conditions to attract buyers. Heat, electricity, good repair, additional cultural and leisure functions, high traffic are the main competitive advantages of a new type of trading enterprise compared to its predecessor [7]. A distinctive feature of shopping centers is the presence of food courts – zones where visitors are offered the services of several catering establishments at once, usually selling fast food (Fig. 3). During this period, the less comfortable market trade in everyday goods becomes less in demand and is perceived as a place for trade in cheap goods.

Fig. 3. Food court in the mall.

Fig. 4. Restomarket and street food shops at VDNX.

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The eighth period – the 2010s – is the period of the emergence of markets of a new form – gastromarkets – with unique products, tourist restaurants, with ready-made food. During this period consumer demand for gastronomic delights reaches its peak and leads to the emergence of a number of new typologies of public catering outlets, such as food corner, food hall, gastro market, gastronomic cluster, restomarket, food market, food mall, which still do not have a final typological definition (Fig. 4). Food markets have already appeared in most major European cities. The Danilovsky gastronomic food market was opened in Moscow in 2015. Then the Usachevsky gastronomic cluster, Gastroferma and the Vokrug Sveta market were opened. At the beginning of 2018 a European-style gastronomic space called Lunch Branch was opened in Yekaterinburg; the Dolgoozerny and Vasileostrovskaya markets in St. Petersburg were restarted the same year. The first food mall Depo was opened in Moscow in 2019. In 2020, the first food mall was opened in Kazan. But it looks more like a food court, because it does not have a separate building and consists of several food corners (Fig. 5). The disordered use of terms for new types of gastro spaces once again confirms the relevance of the study.

Fig. 5. The first food mall in Kazan.

As you can see, in Russia the phenomenon has practically not gone beyond the capitals. Classical food markets prevail in the regions. They function mainly on weekends and do not carry any other functions, except for the purchase and sale. As part of this study, another period was identified when events had the strongest impact on the food industry. This is the period of the 2020s – the time of the emergence and spread of the coronavirus infection around the world, as a result of which all types of businesses have suffered, including the catering market [8, 9]. From the point of view of the sales organization, this period is distinguished by two areas of influence on the catering business. The first is a powerful influence on the organization of the space of sale and consumption of food. Here we can note such aspects as an increase in the area norms per seat, additional sanitization of premises, the removal of seats in the open air, the allocation of street space for public catering. The second side is related to the surge in the provision of online services, even in the restaurant food sector. Ordering and delivering even the most exquisite food is becoming a commonplace for catering

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outlets. Despite all the negative aspects of the impact of the COVID-19 pandemic on the public catering sector, positive practices were identified: 1. most of the enterprises have reformatted their activities to takeaway and food delivery formats. The total number of establishments that have signed delivery contracts with aggregator platforms has increased significantly. Thus, the Delivery Club aggregator completed more than 5.5 million orders in May 2020, exceeding its own figures in May 2019 by more than three times. Since the last days of March 2020, the Yandex.Food aggregator has connected 200 establishments in different Russian cities daily, which is six times higher than in February 2020 and allowed the aggregator to expand its presence in 32 regions of the Russian Federation only in April; 2. simplified conditions for renting premises. Against the background of the closure of public catering establishments in million-plus cities, the total number of outlets increased by 9%. Almost 300 establishments were opened in Moscow alone in 2020, a large proportion of which are bakeries, pizzerias and sushi bars. This phenomenon is explained by simplified conditions for renting premises, due to the loss of profits by tenants during self-isolation; 3. introduction of new technologies. The popularization of contactless service prompted scientists, programmers and roboticists to pay attention to the catering industry. A robot named Sally has been created that can prepare salads on its own. This is an obvious advantage in terms of cooking speed and an undeniable advantage in terms of the hygiene of the prepared dish. Robots came to the rescue not only in the kitchen, but also in the delivery service. In December 2020, Yandex announced the launch of a pilot delivery project with the participation of Rover. At the moment, this service is partially available in Moscow and Innopolis. Another key technological change is moving away from traditional paper menus and moving towards QR codes. This innovation is also relevant for entrepreneurs: they save on printing, and for visitors: orders immediately go to the kitchen, bypassing the waiters (reduction of contacts). Coronavirus infection has radically changed people’s perception of the world to ordinary things. Despite a fairly short time period all the above-mentioned innovations have already been introduced and have become part of everyday life so much that they have become an absolutely commonplace for citizens. The identified stages of the evolution of market trade in Russia show the connection between economic, political, scientific and technical processes in the country and the way of life and the typology of trade enterprises [10, 11]. The physical absence of objects of study of the early period undoubtedly leaves its mark on the results obtained, since the main analysis is based on archival literary, cartographic and illustrative sources. Also, the consequences of the coronavirus pandemic are still not fully understood due to the short time that has passed since its beginning. Will suddenly emerging hard constraints need to be taken into account when designing new institutions, should the new architecture be mobile enough to adapt to such aggressive challenges with minimal damage, or can this stage simply be accepted as a past fact?

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4 Conclusion As a result of the study, the authors identified nine main stages in the evolutionary path of market architecture in Russia, which influenced the organization of trading places: from small open urban spaces for the exchange of goods to online platforms. Based on the data obtained, a historical scale was compiled, clearly demonstrating the results obtained. It is important to note here that the first five periods take about 1000 years. Whereas the last four stages are about 100. This once again proves that the rapid development of scientific and technological progress has a significant impact on architectural typology. The needs of society do not stand still and are directly related to the fullness of the service market. It is no longer enough to simply organize outdoor stalls, the catering industry has become very closely intertwined with the entertainment industry, has become very demanding in terms of design, sophistication and variety of dishes. The identified patterns will form the basis for further research on new typologies of public catering establishments, such as food court, food mall, gastromarket, food corner, food hall, to identify their architectural and planning features and patterns of development.

References 1. Pourjafar M, Amini M, Varzaneh EH, Mahdavinejad M (2014) Role of bazaars as a unifying factor in traditional cities of Iran: the Isfahan bazaar. Front Arch Res 1(3):10–19. https://doi. org/10.1016/j.foar.2013.11.001 2. Mulina SA, Suvorova NG (2022) How do we see the old Siberian bazaar, studying modern “ethnic” markets. Russ Hist 1:225–230. https://doi.org/10.31857/S0869568722010289 3. Ozuduru BO, Varol C, Ercoskun OY (2014) Do shopping centers abate the resilience of shopping streets? the co-existence of both shopping venues in Ankara, Turkry. Cities 36:145– 157. https://doi.org/10.1016/j.cities.2012.10.003 4. Tretyakova TN (2022) Historical and cultural heritage of the merchants of the city of Troitsk as a resource for regional tourism. In: Sustainable development of service technology: theory and practice East Siberian State University of Technology and Management, Ulan-Ude, pp 23–29. https://doi.org/10.53980/9785907599086_23 5. Esfandi S, Nourian F (2016) Urban carrying capacity assessment framework for mega mall development: a case study of Tehran’s 22 municipal districts. Land Use Policy 109:105624. https://doi.org/10.1016/j.landusepol.2021.105628 6. Arslan HD, Ergener H (2022) Comparative analysis of shopping malls with different plans by using space syntax method. Ain Shams Eng J 14:102063. https://doi.org/10.1016/j.asej. 2022.102063 7. Erkip F, Ozuduru BH (2015) Retail development in Turkey: an account after two decades of shopping malls in the urban scene. Prog Plan 102:1–33. https://doi.org/10.1016/j.progress. 2014.07.001 8. Gimazutdinova EO, Novikov SV (2022) Post-pandemic urbanism is the current reality. Constr Mater. Prod 5(4):50–60. https://doi.org/10.58224/2618-7183-2022-5-4-50-60 9. Ong SAK, Prasetyo TY, Vallespin BE, Persada SF, Nadlifatin R (2022) Evaluating the influence of service quality, hedonic, and utilitarian value on shopper’s behavioral intentions in urban shopping malls during the COVID-19 pandemic. Heliyon 8(12):e12542. https://doi. org/10.1016/j.heliyon.2022.e12542

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10. Kolesnikov A et al (2022) Modeling of non-ferrous metallurgy waste disposal with the production of iron silicides and zinc distillation. Materials 15(7):2542 11. Makul N et al (2021) Design strategy for recycled aggregate concrete: a review of status and future perspectives. Crystals 11(6):695

On Architectural, Planning and Constructive Solutions of Ethnographic Parks A. Yu. Safaryan(B) National University of Architecture and Construction of Armenia, Yerevan, Armenia [email protected]

Abstract. The experience of creating ethnographic museum-parks in different countries from the creation of the first ethnographic park “Skansen” to the present day is summarized and analyzed. The trends of their development at the present stage have been identified. The concept of creating a national ethnographic parkmuseum “Armenia of All Times” with the “Panarmenian Center of Armenian Studies” in the Republic of Armenia has been developed. An analysis of the territory provided for the construction of the ethnographic park was carried out, taking into account the relief, natural-climatic, physical-geological, seismic-tectonic and anthropogenic conditions, the main factors positively influencing the choice of the site were considered. The features of functional zoning of ethnographic museumsparks of open type are considered. Architectural and planning, constructive solutions of new types of ethnographic parks in the Republic of Armenia have been developed. In the process of creating ethnographic museum-parks, attention is paid to the introduction of the latest digital technologies, the use of modern composite materials with a number of advantages. During the construction and operation of ethnographic museum-parks, a number of patents will be used for use in the construction of ethnographic parks. Keywords: Ethnographic Museum-Park · Architectural and Planning Solutions · Architectural Monuments · Conceptual Model of Park-Museum · Territorial Zoning

1 Introduction Preservation and popularization of the national cultural heritage, architectural and urban monuments, cultural traditions are conditions that contribute to the economic and social development of society [1–5]. The need to preserve the disappearing historical environment contributed to the creation of a new type of museums and the transition from exhibiting objects and objects of historical and cultural heritage indoors to a full-scale display of immovable exhibits (buildings, outbuildings, household items, utensils) in the natural environment. In the second half of the 20 century, there was a tendency to exhibit the urban environment as well. An urbanized area, historical neighborhoods, the city’s street network, industrial objects turn into exhibit objects and this can be considered as a kind of environmental museums. Museumification of streets and city squares is a continuation of the models of protected areas or environmental museums at a another level. © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 330–336, 2024. https://doi.org/10.1007/978-3-031-44432-6_40

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The widespread appearance of faceless new buildings actualizes the need to preserve the historical quarters of cities, which in a peculiar way accumulate historical monuments of material culture and historical memory as part of the spiritual heritage [6]. One of the prospective forms of a new type of museums are ethnographic museum parks. A review of the global experience in the formation of ethnographic theme parks allowed to identify their features: informational and educational nature; the variety of themes and programs of parks, flexibility of the formation of expositions; combining cognitive, educational functions with entertainment, recreation, the use of IT technologies, animation and interactive programs [7]. In a number of works, the author summarized and analyzed the experience of creating ethnographic parks in different countries since the creation of the first ethnographic park “Skansen” and the trends of their development at the present stage [8]. The peculiarities of functional zoning and modeling of architectural monuments and complexes of ethnographic museums-parks of open type both on the territories of cities and in rural areas are considered [9, 10]. Proposals are given for the creation of ethnomuseum-parks with a wide range of activities [8]. The methods of museumification of ethnoparks, important for the organization of educational and cultural tourism as well as the creation of theme parks, taking into account the expansion of recreational areas, mass events, exhibitions are considered.

2 Methods and Materials The methodological, theoretical and empirical basis of the research is the comparative analysis of literary sources, archive materials and electronic resources, in-situ surveys, system studies, in-situ (material) modeling of the objects under study. The methodology for compiling the nomenclature of exhibits of ethnographic parks has also been developed in order to classify the architectural and cultural achievements of the Armenian people. The creation of a database (including among others, three-dimensional images of monuments of architecture and urban planning) is one of the priorities for the formation and operation of ethnographic park-museums of the Armenian people. A comprehensive analysis of the territory of the Republic of Armenia was carried out taking into account the relief, natural-climatic, physical-geological, seismic-tectonic and anthropogenic conditions, and on this basis the concept of creating a national ethnographic park-museum “Armenia of All Times” with the “Pan Armenian Centre of Armenian Studies” developed. The main factors that positively influence the choice of the site for creating a national ethnographic park-museum “Armenia of All Times” with the “Pan Armenian Centre of Armenian Studies” are considered: poorly developed and free territory from production and agricultural work, approximately 1500…2000 hectares; water resources and local building materials availability in order to carry out the necessary building works and proximity to the main transport infrastructure of the Republic of Armenia (Yeraskh village, Ararat marz). The availability of free territory, drinking water in the Ararat region, the convenient location of the transport infrastructure of the republic and the availability of the necessary building materials become the basis for choosing the location for the ethno park and carrying out construction work in it. Also a number of patents of RA were developed, which can be used in the process of creation of ethnographic park.

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3 Results and Discussion Architectural and planning, constructive solutions of new types of ethno parks in the Republic of Armenia have been developed. One of the options of the architectural composition of the complex is based on the idea of two crystals - “Big and Small Ararat” connected by a saddle (see Fig. 1).

Fig. 1. Conceptual proposal, layout.

Taking into account these and a number of other conditions, when developing the object, a two-part composition of triangular (three-beam) shifted in plan relative to each other volumes, connected by a communication saddle was adopted. The buildings are designed in a single centric and parallel-perpendicular structure (see Fig. 2). The exhibition part of the complex is located in the five-storey volume (symbolizing the Small Ararat), and the lobby, restaurant groups and offices are concentrated in the ninestorey volume (symbolizing the Big Ararat) with a developed service infrastructure provided for exhibition complexes of business and hotel centres.

Fig. 2. The architectural solutions for the Pan Armenian Center of Armenian Studies located in the ethnographic park “Armenia of all times”, general views.

The lower levels of the complex are given over to the lobby group, exhibition halls, reception, concert hall, restaurants and cafes, sports and recreation facilities, shops and bars. The upper floors are reserved for short-term residential premises - hotel rooms and apartments equipped with a kitchen. The offices are located in such a way as to provide convenient and fast communication - hotel room, apartment, office. The complex provides open and underground parking (see Fig. 3). The Pan Armenian Centre of Armenian Studies is penetrated by a pedestrian esplanade connecting the entrance from the highway, passes through a corridor street

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Fig. 3. The idea for the Pan Armenian Center of Armenian Studies located in the ethno park, layout.

Fig. 4. Floors plans.

and continues in the ethnographic park “Armenia of All Times”. The whole complex is surrounded by a water surface, which reflects the spatial composition of the complex, thereby enhancing its architectural expressiveness (see Fig. 4). The facade solution of the complex is based on a combination of glazed multi-storey triangular volumes and a communication “street”. The atrium composition with galleries open to the interior is widely used in the buildings, which allows to create an original interior. The structural basis of the building was chosen taking into account the representation of maximum internal planning freedom and ensuring the necessary seismic protection conditions. For this purpose, a triangular shell structure was chosen, which allows avoiding internal massive stiffness elements and diaphragms. The effectiveness of this structure is confirmed by international practice of design and construction in earthquake-prone areas. Beam ropes with subsequent tension are widely used in structures in vertical-horizontal directions (bearing supports and ceilings). Principles of green architecture are widely used on the roof of the complex and around the atriums. It provides for the use of solar and wind energy. Natural building materials will be mainly used in the decoration of the premises: granite, basalt, tuff, marble, felsite, wood. Also, much attention will be paid to modern materials that expand the possibilities and allows architects to put a lot of creative ideas, as these materials have significant advantages over natural materials, in particular, the ability to change shape [11]. A number of patents of RA were developed by A. Safaryan and coauthors, which can be used in the process of design, construction and operation of ethnographic parks [12]. These patents contain recommendations on the: device for cleaning a water basin (see Fig. 5), formwork for the construction of stiffening diaphragms and their joints in frame buildings, volumetric corrugated structure for the covering of archaeological sites, one-story linear building for the movement of visitors in the ethnographic park with a complex relief, structure

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of the pavilion covering (see Fig. 5). The utility model (487U patent RA) - a device for cleaning a water basin is recommended to ensure continuous reuse of water in model “seas, rivers, lakes”, including on the territories of ethnographic parks. The utility model relates to the field of construction and can be used to clean large pools and artificial lakes from pollution (see Fig. 4).

Fig. 5. Utility model (N426U patent RA). Device section.

The utility model 503 U patent RA) - The structure of the pavilion covering - the essence of the utility model is that the structure of the pavilion covering has at least two similar triangular elements connected to each other. They have the possibility of rotation, in addition, the connection is carried out with the help of a hermetic elastic seal, and the elements in the inner part of the angle formed by their connection are fixed with regulating rotary screw lanyards (see Fig. 6).

Fig. 6. Utility model (503 U patent RA). Facade (a), plan (b).

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4 Conclusions • The structural and typological model of the ethnographic park “Armenia of All Times” has been developed, and the principles of the formation of a new architectural and spatial multifunctional structure have been formulated “The pan Armenian Center of Armenian Studies” in its composition. And on their basis conceptual project proposals have been developed. A conceptual design of the main architectural structures of the ethnographic park and the Center in the form of a symbolic biblical Ararat has been developed, in which the necessary administrative and functional structures will be located • A specific site for an ethnographic park in the Ararat marz, northeast of the settlements of Armash and Yeraskh has been identified taking into account the specifics of the territory of the Republic of Armenia based on a comprehensive assessment and multifactor analysis. • In the process of research, patents were developed and obtained to identify the directions of formation and operation of ethnographic parks in RA. Acknowledgements. The work is realized in the framework of the “Preservation and development of the research laboratory of urban planning and architecture” program, financed by Science Committee of Republic of Armenia.

References 1. Barranha H, Caldas J, Silva RNND (2017) Translating heritage into museums: two architectural strategies inside lisbon castle. J Cult Herit Manag Sustain Dev 7(1):33–47. https://doi. org/10.1108/JCHMSD-05-2016-0033 2. Ashworth G, Graham B (2018) Senses of place, senses of time and heritage. In: A museum studies approach to heritage, pp 374–380. https://doi.org/10.4324/9781315668505- 30 3. Marcus A, Levine H (2011) Knight at the museum: learning history with museums. Soc Stud Univ Connecticut 102:104–109. https://doi.org/10.1080/00377996.2010.509374 4. Gasparyan M, Safaryan Y (2014) The problem of preservation of national traditions in modern armenian architecture. Adv Mater Res 1020:702–706. https://doi.org/10.4028/www.scient ific.net/amr.1020.702 5. Harutyunyan E (2009) The Permanent Traditions of Armenian Architecture. Mugni, Yerevan. (in Armenian) 6. Ohanyan A, Azatyan K (2020) Perspectives of reconstruction of the residential quarteres in the Centre of Yerevan City. Arch Mod Inf Technol 1(50):225–237. https://doi.org/10.24411/ 1998-4839-2020-15014. (in Russian) 7. Arnold JDM, Lafreniere D (2018) Creating a longitudinal, data-driven 3D model of change over time in a postindustrial landscape using GIS and city engine. J Cult Herit Manag Sustain Dev 8(4):434–447. https://doi.org/10.1108/JCHMSD-08-2017-0055 8. Safaryan A (2019) The concept of creating a network of ethnographic parks of the Armenian nation. IOP Conf Ser Mater Sci Eng 698:033053. https://doi.org/10.1088/1757-899X/698/3/ 033053 9. Safaryan A (2020) Proposals on nomenclature, functional orientation and territorial zoning of the Armenian people’s ethnographic parks. IOP Conf Ser Mater Sci Eng 913:032030. https:// doi.org/10.1088/1757-899X/913/3/032030

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10. Safaryan A, Safaryan Y, Sargsyan R (2021) Methodology for compiling the ethnographic miniature parks’ exhibits nomenclature of the Armenian nation. In: E3S web of conferences 281:02020. https://doi.org/10.1051/e3sconf/202128102020 11. Subbotin O (2019) Features of the building materials use in architectural and urban heritage restoration. IOP Conf Ser Mater Sci Eng 698(3):1–5. https://doi.org/10.1088/1757-899X/698/ 3/033045 12. Safaryan A (2019) The new patents usage in the Republic of Armenia during the ethnographic parks creation. IOP Conf Ser Mater Sci Eng 698(033047):1–6. https://doi.org/10.1088/1757899X/698/3/033047

Formation of a Biodirectional Architecture Based on Design Principles A. A Zhandarova1,2 and E. V. Denisenko1(B) 1 Kazan (Privolzhsky) Federal University, Kazan, Russia

[email protected] 2 Nizhny Novgorod State University of Architecture and Civil Engineering, Nizhny Novgorod,

Russia

Abstract. The article is devoted to the study of the process of development of biodirectional architecture and its influence on the future formation of architectural activity. In the era of globalization, when the technological revolution dominates, there is an urgent need to rethink the connection between the city and the person. One of the most intellectual opportunities to increase the “life” of an architectural and urban object is the possession of certain properties of living organisms. Biodirectional architecture is a movement based on the creation of solutions for sustainable development, which is a component of modern urban ecology, and which has various paths. The main results of the research are in the proposal of the author’s classification of principles for the formation of biodirectional architecture. The study of biodirectional architecture makes it possible to identify innovative approaches to design and prospects for the development of biotechnologies and materials. Keywords: Biodirectional Architecture · Principles of Biodirectional Architecture · Bioinspiration · Shaping · Biotechnology · Nature

1 Introduction Biodirectional architecture (a trend in architectural activity that involves the natural component) today contains a number of development vectors [1]. This is a modern step in the integration of biology, art, innovation, technology, where biological laws determine the place for architectural and urban planning solutions. Humans must tap into contemporary possibilities and, with the right dose of futuristic influence, make biodirectional architecture the optimal way to respect the natural environment of which we are a part [2]. “Nothing can be stronger than an idea whose time has come” - Victor Hugo. In her scientific works [3], Janine Benius classified aspects that translate various stumbling blocks of the perfect imitation of architecture to nature: – Evolution has limited positive conditions. Evolution dictates a condition in which each generation has an advantage over the past. Thus, nature rejects some modern design principles. © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 337–345, 2024. https://doi.org/10.1007/978-3-031-44432-6_41

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– Natural objects need constant care. The use of natural elements in architecture implies its maintenance. – Life forms cannot acquire the necessary elements from other species, they must be formed within the limits of natural data. So, the aspects reflect the statement about the impossibility of completely copying the behavior of architecture, the life of living organisms. This issue should be carefully studied to prevent possible dissonance. The analysis and author’s reading of the design materials of modern international design experience allow us to assert that biodirectional architecture illustrates that only an integrated method can define a new architectural space. Future architecture is a part of nature that regulates the climate, provides a prosperous habitat, circulation of nutrients, purifies water, air, soil and produces energy [4]. A detailed analysis, study of the characteristics of modern technological abilities and the relevant scientific disciplines at the source of historical and cultural provisions, and their impact on the natural environment, can cause their full potential to be activated.

2 Methods and Materials This research is based on the study of modern design experience, futuristic concepts, biotechnologies, materials, natural analogies and scientific works. Back in 1971, the scientist, architect Yuri Lebedev in his book “Architecture and Bionics” asked himself the question of solving existing problems in architecture by applying a system of principles for the formation, properties, functions and structures of the natural environment and the use of materials, forces of nature, taking into account its laws. Later, the architect and author of books on architectural biomimetics, Petra Gruber, determined the correspondence between living organisms and architectural, urban objects as architectonic units [5, 6]. Her scientific works have formed an understanding that architecture, which has the signs and principles of living organisms, is an innovative method of creating an architectural environment. The inevitability of combining progressive areas of science, technology, architecture, art and computer, artificial, biological technologies was emphasized by architects Shulan Kolatan and William MacDonald from the modern bureau KOL/MAC LLC. Innovative design methods are used in object design, architectural objects and urban environment and repeatedly confirm their relevance. And the architect from the FAIA bureau, John M. Johanson, predicts the rapid communication of architectural objects with each other and merging with the environment into a single whole with the help of technology [7]. Cutting-edge experiments in projects by students and graduates of the Bartlett School of Architecture (“The Bartlett School of Architecture” - Academic Center for the Study of the Built Environment at University College London, part of the University of London in London, United Kingdom) give the right to implement conceptual, utopian projects, responding to the impact of biotechnology, climate change and the environment. The project proposals under development prove that the city is a complex, dynamic and living system. Research and computational methods open access to new areas of biodirectional architecture.

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The research method is based on an integrated approach, which includes general scientific observations, a method of graph-analytical study of architectural projects, a comparative analysis of properties and the determination of dependencies and common properties. The article presents the author’s schemes.

3 Results and Discussion The design of a biodirectional architecture is a process of self-organization and continuous, healthy evolution [6]. Resilience is a turning point from degeneration to restoration of natural systems (Fig. 1). The transition from “sustainable” to “restorative” and ultimately to “regenerative” design defines the overall approach of biodirectional architecture [7].

Fig. 1. A strategy for creating a biodirectional architecture (Author’s scheme).

As a result of the research of the studied modern international experience, it is necessary to generalize the data of biodirectional architecture. After analyzing all the approaches to creating biodirectional architecture and possible stumbling blocks in the design, a new method for creating architectural and urban environments has been developed [8]. And based on the accepted results, the principles of designing a biodirectional architecture are formulated. 1. The principle of evolution / taking into account historical methods implies the use of life principles and experience of previous generations, the choice of the right vector of gradual development, the consideration and preservation of valuable fragments

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(Fig. 2). The principle provides a solid foundation by tying together the underlying ideas and the historical factor [9]. Based on design and research on a global scale, the principle simultaneously covers environmental, geological and historical aspects. The idea of growing a living skyscraper on the basis of sustainable architecture is reflected in the project “Living Skyscraper For New York City”, an international competition by Evolo (the international public organization eVolo Architecture, which organizes the annual skyscraper competition), in 2021. The building will address a number of important environmental and urban issues. By combining genetically modified trees during their growth and development into an architectural environment, the balance between digitalized megacities and the resources of the Earth is restored. A skyscraper tree is a separate living organism with its own root system, irrigation, care mechanisms and developmental features aimed at its adaptation. The branches of the “trees of the future” will form the structure of a living skyscraper, form even, separate biomorphic structures and feed on the resources of soil, water and sun, forming an ecosystem that is necessary for large agglomerations.

Fig. 2. The principle of evolution / accounting for historical methods. (Author’s scheme).

2. The principle of efficient use of resources is based on the synergy of ecology, economy and society, as well as the concept of the formation of a resource-saving architectural space and is provided by means of planning and using a local resource (Fig. 3). The principle is responsible for the environmentally friendly and ergonomic design of space, the use of climate control systems, the use of modern biological energy sources, the energy efficiency and economy of architecture, the circulation of low-energy processes, the recycling of materials, the use of environmentally friendly materials, the improvement of the overall quality of life, the strengthening and improvement of biodiversity and the quality of the natural environment [10]. The achievement of environmentally friendly tasks is based on the consistent selection of construction sites that have the necessary parameters for the formation of especially favorable needs while preserving nature from negative influences [7]. Pre-project research and data collection helps to protect the natural conditions of the site by minimizing the impact of the project on the natural environment, helps to maintain and protect existing natural structures, soil, groundwater from damage, preserves biodiversity.

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The architecture of the future is characterized by two main approaches: the first approach is the use of the location and features of the construction site to reduce energy consumption; the second approach is architectural proposals aimed at ensuring that the architectural elements of the composition support the stabilization of the microclimatic environment of the architecture [8]. This principle is reflected in the project “The Line City of The Line”, by Morphosis studio (Morphosis Architects - an architectural office engaged in interdisciplinary practice, design and research, creating innovative objects), 170 km long, and represents a civilizational revolution of a smart city. The concept of the project is a city where only renewable energy is used, and the health and well-being of people is at the core. City algorithms anticipate needs and respond to requests.

Fig. 3. The principle of efficient use of resources. (Author’s scheme).

3. The principle of using friendly technologies is based on the harmonious implementation and development of modern global biotechnological equipment [4]. The principle expresses the need to decolonize scientific and technological approaches to nature from a critical point of view, allowing for a peripheral and secondary dialogue (Fig. 4).

Fig. 4. The principle of using friendly technologies. (Author’s scheme).

It is possible to identify the predominant trends in design and construction technologies: computer technology (parametric, algorithmic and generative modeling), robotics and artificial intelligence (supercomputers, computerized manufacturing with numerical control, machine tools with numerical control (CNC), 3D printers), computational and

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additive design, innovation in building materials (material prototyping, nanomaterials, energy efficiency, innovation and biotechnology in materials). The possibility of scientific progress in the field of advanced technological movement leads to the formation of a biodirectional architecture in the near future [11]. Bioinspiration is expected to make a significant contribution to emerging markets in emerging economies, and by-products in this area are predicted to greatly help mitigate the effects of global environmental pollution in the coming years [12].

Fig. 5. The principle of continuous bioinspiration. (Author’s scheme).

The Sandwright concept project of the Archiprix international competition (one of the most significant international competitions for works by architectural schools from around the world), 2015, reflects the idea of using technology for a transformable landscape. Unlike traditional construction methods, this project relies on an autonomous robot using materials and energy located at the design site. The robot is as dynamic as the landscape itself. The project provides an opportunity to resist the encroaching desert while creating space for living in areas where this would not be possible. 4. The principle of continuous bioinspiration covers many aspects of biology, engineering and design and is based on the research and development of materials, systems and methods based on natural phenomena (Fig. 5). Represents a critical driver of future progress towards sustainable further change. The principle is characterized by feedback and reaction to external/internal changes, integration in the ecosystem, ontogeny, phylogeny. H.O.R.T.U.S. - a hydroorganism, which is photosynthetic sculptures and urban structures that create artificial habitats for cyanobacteria. The project was designed by architects ecoLogicStudio (an innovative architecture office specializing in biotechnology) in 2012. H.O.R.T.U.S., inspired by the behavior of coral colonies and their morphogenesis, is designed to support and propagate cyanobacteria colonies that will inhabit its individual cells (biopixels). The project shows incredible potential in creating material structures that can be optimized for specific environments and operating conditions to increase biodiversity. The architects’ idea is to overcome the segregation between technology and nature.

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5. The principle of nature-scale design is characterized by analogy and shaping of what occurs in nature. The principle expresses a holistic vision that helps to understand how to evolve from unexpected inspiration from nature to a mature architectural proposal and focuses on understanding the hierarchy of how changes occur at different scales (Fig. 6). The principle is responsible for complex harmony - a multivariate approach, natural qualitative organization of structures, materials and structures of an architectural object and correlation, the relationship of an architectural form with a landscape and local natural data [13]. The principle has the following methodology: a natural analogue is selected, some of its properties are identified and studied, real proposals are researched and proposed, and finally the final prototype is created and evaluated. A study on flexibility, efficiency and metabolism in architecture, in 2019, was implemented by the architects Mahmoud El Naggar and Maria Kittenbaum in the Metabolism in architecture project. The project focuses on variability and rapid adaptation due to the uncertain future. The result of the study was a flexible, evolving architecture with a rigid system. The concept is based on the principle of red fire ants that cluster together to form a solid structure for construction. The main goal of the project is a transformable architecture, parts of which can grow, change or even die, while the whole system remains alive. 6. The principle of development / growth is characterized by the possibility of free development and growth both outside and inside, self-organization of architecture, self-healing and necessary changes, self-destruction or natural circulation (Fig. 7). The principle embraces architectural models that have built-in abilities for selforganization, self-assessment and self-improvement, using knowledge to improve the skills of changing architectural tasks. In parallel with architecture, robotics and intelligent simulation models are considered [14]. Architectural robotics and design algorithms have the potential to change how we relate to and interact with the built environment. The principle aims to directly introduce adaptability into the design process by teaching models to adapt and reconfigure to unforeseen and changing socioeconomic needs, and the natural environment conditions. The 2022 concept project “Symbot” by the Bartlett School of Architecture explores the symbiotic relationship between nature, humans and robots. Symbot creates adaptable spaces driven by a bottom-up system that allows for self-organization, assembly and reconfiguration. A robotic architecture consisting of large-scale robotics and smallerscale robotics subsystems. The multiscalar system allows residents to co-adapt and reconfigure their environment to create multiple multifunctional spaces, both indoors and outdoors. The above principles of biodirectional architecture are both simple and complex. The principles are simple because they encourage discussion of ideas through the natural world. Complexity of the principles arises when metaphor is not enough and we need to understand the internal structure of the object under study. At many levels, we are still trying to understand how natural structures are interconnected [15]. We must continue

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Fig. 6. The principle of nature-scale design. (Author’s scheme).

Fig. 7. Principle of development / growth. (Author’s scheme).

to learn from nature and strive to innovate, but with a clear goal: saving our planet and reconnecting the human species with the natural world.

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4 Conclusion The established characteristic of the creation of a biodirectional architecture demonstrates that architecture is moving not only in the direction of adaptation to the changing needs of society, but also seeks to determine these needs [16]. In this regard, it is important to establish programs of action for future architectural objects and spaces, ways to involve future users in their creation and design, without introducing disorganization into this already complex process. The totality of using the principles of development of biodirectional architecture is the interaction of natural principles, digital high-tech capabilities, biologically enthusiastic processes, features, characteristics, properties and principles. Biodirectional architecture is about designing for a human being as a biological organism, maintaining a comfortable environment for health and well-being. The concept of biodirectional architecture should not be the only and final solution, but is presented as an option for the development of biotechnology. The topic of improving the natural environment should remain open and seek alternative methods to solve problems.

References 1. Denisenko EV (2013) Principles of formation of architectural space on the basis of bioapproaches: PhD thesis: 05.23.22 Denisenko Elena Vladimirovna. Nizhny Novgorod, p 185 2. Saprykina NA (2017) Thesaurus of the parametric paradigm of the formation of architectural space. Archit Modern Inf Technol 3(40):281–303 3. Danilov DS (2019) Parametric architecture as a stage in the development of Western European architecture: PhD thesis: 05.23.22 Nizhny Novgorod, vpl 225 4. Strappa G (2016) City as organism R.: U+D edition Rome, p 482 5. Klyuev SV, Klyuev AV, Shorstova ES (2019) The micro silicon additive effects on the finegrassed concrete properties for 3-D additive technologies. Mater Sci Forum 974:131–135 6. Gruber P (2012) Biomimetic in Architecture. A Springer Wien NewYork, p 276 7. Belogolovsky VA (2009) Green House M: Tatlin Publishing House, p 195 8. Law B, Mao D, Song J (2019–2020) Algae anatomy. Arh Architectural Design, Moscow, p 120 9. Said, Abdalla AA (2019) Principles of formation of a sustainable rural dwelling architecture for a hot dry climate (on the example of Egypt) PhD thesis: 05.23.22 Said Abdalla Amer Ahmed Nizhny Novgorod, p 291 10. Lesovik RV, Klyuyev SV, Klyuyev AV, Netrebenko AV, Kalashnikov NV (2014) Fiber concrete on composite knitting and industrial sand KMA for bent designs. World Appl Sci J 30(8):964– 969 11. Klyuev SV, Bratanovskiy SN, Trukhanov SV, Manukyan HA (2019) Strengthening of concrete structures with composite based on carbon fiber. J Comput Theor Nanosci 16(7):2810–2814 12. Remizov AN (2016) Eco-sustainable architecture as a process Hous. Constr. 4:48–51 13. Peviani SV (2018–2019) Additive manufacturing design potential for sustainable architecture. Academic Press, Milan, p 107 14. Naboni E, Havinga L (2019) Regenerative design in digital practice. Eurac, Bolzano, p 418 15. Barboza M (2015) Symbiogenesis: A Mutualistic Interaction of Nature and Architecture. Arh 799 – Thesis II, Moscow, p 208 16. Zhandarova AA, Denisenko EV (2022) Use of modern materials in biodirectional architecture. Constr Mater Prod 5(5), 59–69. https://doi.org/10.58224/2618-7183-2022-5-5-59-69

Use of Modern Composite Materials in Construction and Repair of Structures Irina Mayatskaya1(B) , Batyr Yazyev1,2 Elizaveta Rusakova1 , Sergey Klyuev3

, Vladimir Kuznetsov1 , and Linar Sabitov2,4

,

1 Don State Technical University, Rostov-on-Don, Russia

[email protected]

2 Kazan(Volga region) Federal University, Kazan, Republic of Tatarstan, Russia 3 Belgorod State Technological University Named After V.G. Shukhov, Belgorod, Russia 4 Kazan State Power Engineering University, Kazan, Republic of Tatarstan, Russia

Abstract. Reinforced concrete elements of structures in the form of columns, beams, floors are widely used in the structures of buildings and structures of industrial and civil construction. One of the work cycles of reinforced concrete structures is the state of their repair and reconstruction, including the stages of strengthening the elements. There is a problem of reinforcing reinforced concrete columns. Although recently the need to strengthen structures has arisen even in the process of building structures. The article discusses the issue of reinforcing columns and other structural elements with a cylindrical surface with polymer composite materials in the form of carbon fiber lamellas and using carbon fabrics. The strength of the elements of reinforced concrete structures depends on many factors. And changing at least one of them leads to the loss of the bearing capacity of the object. In order to avoid cracks and other damage to columns, beams or slabs, it is necessary to additionally reinforce the structure with the help of polymer composite materials and, in particular, carbon fiber lamellas. To find out the reasons for the appearance of destruction and to choose the type of composite material, laboratory studies should be carried out. These tests affect the efficiency of composite reinforcement of reinforced concrete structures. The use of composite materials allows to increase the service life and strength of reinforced concrete structures used in construction. Keywords: Structure · Column · Construction · Polymer Composite Material · Lamella · Carbon Fiber · Optimality

1 Introduction In modern construction, the volume of work associated with the strengthening of elements is increasing, both during the new erection of structures and during repair and restoration work [1–6]. Reinforced concrete structural elements in the form of columns, beams, floors are widely used in the structures of buildings and structures of industrial and civil construction. In the vast majority of cases, columns serve as supports for other © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 346–355, 2024. https://doi.org/10.1007/978-3-031-44432-6_42

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building elements, for example, beams, floor slabs, purlins, beams. The use of composite materials allows for increasing the service life and strength of reinforced concrete structures used in construction. A lot of research is being conducted related to the development of effective technologies using new composite materials. When designing and implementing works to strengthen building structures, it is necessary to take into account the principle of minimum costs, but not damage to the strength and reliability of the structure. It is possible to influence the design of a structure using polymer composite materials by changing the physical and mechanical properties of components, analyzing the structure of a composite construction, controlling technological parameters at all stages: from the production of components to the creation of a structure during the production of reinforced concrete structures. By applying various reinforcement options with carbon fabrics or tapes, types of material winding, changing the adhesive composition and the method of its application to the surface, you can choose the optimal solution to the problem.

2 Materials and Methods This study is based on the study of experimental and theoretical data to enhance the strength and durability of building structures in the construction of modern structures. The research method is based on the method of rational design, which allows you to quickly and reliably determine the structure of the composite and optimize individual elements of the building structure. At the same time, it is necessary to take into account the strength, rigidity and stability of the structure and its individual parts. And it is necessary to use an integrated approach to study the strengthening of the functional properties of the structure, which includes mathematical modeling methods, observations, experiments. It is necessary to conduct a comparative analysis of the results obtained. Today, digital technologies have become widely used. The development of mathematical methods makes it possible to create structures and structures with a complex geometric shape. The materials presented in the article allow us to evaluate this possibility. Achievements in the creation and production of modern materials help architects to create unique buildings.

3 Results and Discussions Various options for strengthening the strength and durability of building structures can be studied during the design process, comparing with the results of experiments. Figure 1 shows the elements of building structures that most often need to be reinforced. It is proposed to use the method of rational design, in which it is possible to find an optimal solution to the problem of amplification. Using the rational design method allows you to quickly and reliably determine the parameters of structures [3, 4]. Taking into account the peculiarities of the composite structure allows to optimize the structure as a whole of system “the reinforced concrete element – composite” and optimize individual elements of the building structure, for example, the section of the reinforced column and

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Fig. 1. Building construction elements.

the shape of the lamella with the possibility of increasing its roughness on the side that is glued to the concrete base [7, 8]. Composite materials are used to strengthen structural elements with large crosssectional dimensions and under the condition of the action of increased loads. They are suitable for reinforcing highly important objects. These materials (carbon fabrics and carbon fiber lamellas) have a high quality of impregnation and uniform distribution of fibers over the section (see Fig. 2).

Fig. 2. Carbon fiber lamella FibARM Lamel.

These composite materials have a number of advantages: lightness, high strength, corrosion resistance and simple application technology. The mechanical characteristics of the lamellae are presented in the Table 1. In the new construction of bridges, large-span structures and buildings with complex shapes, a variety of composite materials are already used. Defects and shortcomings during construction that reduce the strength and performance of concrete structures include: leaks through the roof and joints, penetration of ground and melt water into basements, low thermal insulation qualities of the structure, aging of reinforced concrete elements and facades; reconstruction of buildings without taking into account the actual loads on these structures, removal of soil from under the foundations and next to it, lack of preventive repair and elimination of defects during operation; errors in design, violation of the construction technology of new buildings,

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Table 1. The mechanical characteristics of the lamellae. Lamella brand

Lamella thickness, mm

Tensile strength, MPa

Modulus of elasticity, GPa

Cylindrical stiffness D, Nm

Sika Carbodur S

1.2

3050

165

28.29

FibARM Lamel

1.2

MBrace Laminate CF

1.2

1.4

44.92 1300–2800

165–300

1.4

28.29–51.43 44.92–81.67

1300–3000

165–300

1.4

28.29–51.43 44.92–81.67

inaccurate survey of soils for the foundations of structures. Very often, defects manifest themselves in the form of cracks on the surface of a building structure (see Fig. 3).

Fig. 3. Destruction of beams in a building.

If the structure is experiencing significant loads, then this can lead to its destruction. An example of the destruction of a column as a result of experimental studies is shown in Fig. 4.

Fig. 4. Destruction of a reinforced concrete column.

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Examples of reinforcement of columns and structural elements using steel structures are shown in Fig. 5.

Fig. 5. Reinforcement of reinforced concrete building structures with a steel jacket.

Steel protective structures are subject to corrosion and its appearance does not always meet the requirements of the operation of the structure. Reinforcement of reinforced concrete structures with polymer composite materials is realized with the help of external reinforcement. This technology involves attaching these materials to the existing structure with the help of adhesive compositions. Usually, the reinforcement is carried out by gluing the strips in only one direction, for example, in the radial direction, or in two mutually perpendicular directions. It is very often used to reinforce slabs, beams and columns. Although it is possible to carry out combined reinforcement, for example, when reinforcing a column, the lamellas are glued in the longitudinal direction, and the scrims in the radial direction [7, 8]. Experimental studies revealed the following features of the system “the reinforced concrete element - lamella”: the lamellae must be fixed in the radial direction closer to the ends, symmetrically. When the columns are compressed and when the beams are bent with reinforcement with the help of strips, the lamellas are peeled off from the concrete base. To eliminate this defect, the lamellas are fixed on the concrete base not only with glue, but also with canvases based on unidirectional carbon fibers from 3 to 5 layers. The location of the clamps depends on the length of the lamella, the coefficient of bedding of the concrete base and the cylindrical stiffness of the rectangular lamella plate [7–11]. To strengthen other cylindrical surfaces, carbon fiber lamellas are used in the radial direction with a large value of the radius. It is possible to apply half-rings made of a composite with asymmetric alternation at a certain step, which depends on the width of the strip itself. When reinforcing columns in the radial direction with a small radius, carbon fiber lamellas can also be used, but it is necessary to round off the edges for rectangular and square sections, but this is not necessary for circular sections. The choice of composite components is determined by the working conditions of the material and the adhesive composition: the level of force and temperature influences, the presence of chemically aggressive media, etc. during the entire service life. The adhesive properties in relation to each other, both concrete and the material reinforcing the structure, are very important. The combination of carbon fiber lamellas and carbon fabrics with wet impregnation can give the best option for strengthening reinforced concrete structures (see Fig. 6). It

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should be noted more options for winding carbon fabrics on structural elements. This makes it possible to withstand an even greater load, which makes the structure more durable. Currently, carbon fabrics are used to strengthen the foundations of buildings, both during repairs and during the construction of new structures.

Fig. 6. Fiberglass and carbon fabric.

Another problem may arise in connection with the reinforcement of the structure with polymer composite materials. These are uneven impregnation of the fabric, the separation of the lamella from the column at a certain load, the viscoelastic behavior of the components of composite materials, the strength of the adhesive joint, etc. It is necessary to conduct research in this direction. When reinforcing prefabricated structures, the use of carbon fabric or carbon fiber lamellas depends on the shape of the element [9, 10]. Reinforced concrete structures are used in the construction of stationary elevators as the bottom of the silo. The bottom of these structures from the outside are reinforced with composite materials (see Fig. 7).

Fig. 7. Part of the exterior of the elevator foundation.

At this time, the storage needs of grain materials have increased. To do this, it is necessary to restore and repair elevators and silos. These structures must be reliable and durable. The following constructions are the most rational from the point of view of design. These are facilities for storing grain material. Elevators are assembled from panels. On the bottom of the elevator with a flat bottom is installed on a reinforced concrete base. To enhance its strength and operating time, it is better to use polymer composite materials.

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Concrete work is performed at the site of the storage facility. When repairing external surface of the structures of reinforced concrete silos and their bottoms, composite materials are used in the form of carbon fabrics and carbon fiber lamellas. They are located most often in the radial or longitudinal directions. In addition to fabrics and lamellas, composite rods can be used to enhance the strength of the structure (see Fig. 8).

Fig. 8. Unidirectional Carbon fiber composite rod.

The rods based on unidirectional carbon fibers are placed in a canal prepared on the surface of the element, filled with epoxy resin. For a more durable connection of the system “the reinforced concrete element lamella”, it is necessary to increase the roughness of the surface of their contact. Lamellas are produced with a rough surface on one side of the strip. This is not enough, and therefore it is necessary to increase the adhesion of the lamella and the concrete base of the element. This can be done by the ribbed surface of the element or by creating holes with a specific shape that will give the desired effect and which can be done during production, changing the technological process without significant changes. Advantages of using polymer composites when reinforcing the structure: 1. 2. 3. 4. 5. 6. 7.

high tensile strength; very high fatigue strength; simple and fast application technology; resistance to chemical substances; absence of corrosion; small dead weight; convenience of transportation.

The search for optimal options for reinforcing building structures with polymer composite materials is relevant, especially in our time. We should not forget about the technological parameters that affect the strength and performance properties of the reinforced elements of building structures. Of course, it is necessary to take into account the recommendations of the manufacturers of the components of the composite systems. But there should also be feedback, researchers can also give recommendations on changing the parameters of composite products, which increase the strength and durability of the structure itself. For example, you can change the shape of the lamella itself. This

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can result in a stronger bond with the concrete base. The manufacturer can take these changes into account if they are possible in the technological process and are materially beneficial [12–17]. The possibilities of increasing the efficiency of using composite materials are not limited to this. The optimization process is continuous. It all depends on the specific task and on the possibilities for carrying out the technological amplification process [18–20].

4 Conclusion One of the cycles of work of reinforced concrete structures is the strengthening of structural elements both during the construction of structures that require increased strength, and when performing repair and restoration work. The traditional types of reinforcement of reinforced concrete structures - steel and reinforced concrete frames and shirts - are now receding into the background, and methods of reinforcement with modern materials such as lamellas, carbon fabrics and other composites are increasingly used. When finding the optimal solution for strengthening building structures, it is possible to position the fabric and lamellae in the same direction, in mutually perpendicular directions or at an angle. The longitudinal arrangement of the material is rational, while the material is arranged entirely or in strips. There is also another solution to the problem with reinforcement lamellae. This is a change in shape and roughness. Currently, lamellas are produced with a rough surface on one side and smooth on the other side. The shape of the lamella strip can also be changed, making its surface wavy or ribbed, with holes of very different shapes. But this direction in the technology of manufacturing lamellas and their design with this form has not been studied at all. However, there are still many issues related to the reinforcement of high-strength concrete structures. In this regard, it is necessary to investigate the work and methods of calculating structures made of high-strength concretes, taking into account the stressstrain state, reinforced with composite materials, and to establish the areas of their most rational use. These issues have received insufficient attention at the present time. It is relevant to reduce the weight of the structure without sacrificing its reliability and strength. Ensuring light weight can be achieved by choosing the optimal shape of the structure. The problem of optimizing the shape should be solved taking into account the strength properties of the composite system and the operational loads acting on it. In modern construction, this can be achieved by software systems and numerical methods that allow you to sort through design options with changes in certain design and technological parameters, as well as the structure of the object itself and the materials from which the structural elements are made.

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References 1. Fediuk R et al (2020) A critical review on the properties and applications of sulfur-based concrete. Materials 13(21):4712 2. Klyuyev SV, Klyuyev AV, Lesovik RV, Netrebenko AV (2013) High strength fiber concrete for industrial and civil engineering. World Appl Sci J 24(10):1280–1285 3. Klyuyev SV, Klyuyev AV, Sopin DM, Netrebenko AV, Kazlitin SA (2013) Heavy loaded floors based on fine-grained fiber concrete. Mag Civil Eng 38(3):7–14. https://doi.org/10. 5862/MCE.38.1 4. Mayatskaya IA, Fedchenko AE: Strengthening the structures of architectural monuments using polymer composite materials. Int Res J 05(59), Part 1 58– 61 (2017). https://doi.org/ 10.23670/IRJ.2017.59.124 5. Makul N et al (2021) Design strategy for recycled aggregate concrete: a review of status and future perspectives. Crystals 11(6):695 6. Klyuyev SV, Guryanov YV (2013) External reinforcing of fiber concrete constructions by carbon fiber tapes. Mag Civil Eng 36(1):21–26. https://doi.org/10.5862/MCE.36.3 7. Mayatskaya IA, Yazyev BM, Fedchenko AE, Demchenko DB (2021) Optimization of the “column-carbon fiber lamella” system in the strengthening the building structure. Constr Archit 9(1):1–5. https://doi.org/10.29039/2308-0191 8. Mayatskaya IA, Polskoy PP, Georgiev SV, Fedchenko AE (2018) The use of carbon fiber lamellae in the reinforcement of building structures. Constr Technogenic Saf 12(64):33–38. https://doi.org/10.37279/2413-1873 9. Dong K, Liu L, Huang X (2020) 3D printing of continuous fiber reinforced diamond cellular structural composites and tensile properties. Compos Struct 250(15):112610. https://doi.org/ 10.1016/j.compstruct.22020.112610 10. Ilyin A, Permyakov M, Andreyev V, Krasnova T.: Regularities of changes in material properties for some polymer-concrete ration. In: E3S web of conference, 1vol 10, p 01009 (2019). https://doi.org/10.1051/e3sconf/201911001009 11. Shilov A, Polskoy P, Mailyan D, Shilov P: Initial crack effect on the strength of oblique cross sections of concrete beams strengthened with carbon fiber. In: E3S web of conference vol 110, p 01053 (2019). https://doi.org/10.1051/e3sconf/201911001053 12. Spinella N: Modeling of ‘ FRP. Compos Struct 2 (2019). https://doi.org/10.1016/j.compst ruct.2019.02.073 13. Zou X, Feng P, Wang J, Wu Y, Feng Y: FRP stay-in-place form and shear key connection for FRP-concrete hybrid beams/decks. Compos Struct 3 (2018). https://doi.org/10.1016/j.compst ruct.2018.03.011 14. Skripkiunas G, Yakovlev G, Karpova E: The investigation of multi-walled carbon nanotubes dispersion and its influence on rheological properties of cement systems. In: MATEC web conference vol 251, no 9, p 01030 (2018). https://doi.org/10.1051/matecconf/201825101030 15. Abramyan SG, Burlachenko OV, Oganesyan OV: Use of composite materials for reconstruction of flooring in industrial buildings. In: IOP conference series: materials science and engineering, vol 698, no 5, p 055001 (2019). https://doi.org/10.1088/1757-899X/698/5/ 055001 16. Zhandarova AA, Denisenko EV (2022) Use of modern materials in biodirectional architecture. Constr Mater Prod 5(5):59–69. https://doi.org/10.58224/2618-7183-2022-5-5-59-69 17. Panarin II, Fedyuk RS, Merkulov DS (2022) Reinforcement of structures of underground structures with shotcrete. Constr Mater Prod 5(6):5–18. https://doi.org/10.58224/2618-71832022-5-6-5-18 18. Mayatskaya IA, Eremin VD: Bionics and the choice of rational structural form. In: E3S web of conference, vol 110, p 01042 (2019). https://doi.org/10.1051/e3sconf/201911001042

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Ventilation Problems in the First Exhibition Spaces with Metal and Glass Roofs Ju. G. Emanova(B)

, M. K. Yao , L. M. Yao , and K. Kh. Karamova

Institute of Design and Spatial Arts, Kazan (Volga Region) Federal University, Kazan, Russia [email protected]

Abstract. The historiography of the study and design of ventilation systems in Europe and Russia during the Industrial Revolution is considered. A comparative analysis of the design solutions of ventilation systems in the first exhibition buildings with metal and glass roofs - Joseph Paxton’s exhibition pavilion for the Great Industrial Exhibition in London in 1851 and the Alexander III Museum of Fine Arts at Moscow University (now the Pushkin State Museum of Fine Arts) by Vladimir Shukhov in Moscow in 1898–1912 is carried out. The paper reflects on the use of glass in the form of roofing based on the analysis of the design features of the first large English greenhouses and pavilions for the 1896 All-Russian Industrial and Art Exhibition in Nizhny Novgorod by Vladimir Shukhov. Significant characteristics of glass roofing in modern buildings in the context of sustainable development are given. Keywords: Metal Construction · Steel · Cast Iron · Glass · Architecture · Modern (Art Nouveau) Style · Aesthetic Functionality · Natural Ventilation · Sustainability

1 Introduction The search for fast and less expensive buildings for exhibitions of an international scale has been a hot topic since the Great Exhibition of 1851 in London in the mid-nineteenth century. Glass and steelwork made it possible to build large-scale and impressive public buildings by using standard structural elements and glass infill panels. However, there were also issues caused by the difficulty of controlling the temperature, ventilation and degree of light in the room. One of the researchers of this problem is Henrik Schoenefeldt is Professor of Sustainability in Architectural Heritage at the University of Kent, National Teaching Fellow and AHRC Leadership Fellow. He stresses that buildings made of glass do not meet sustainability requirements, which is why the New York City Council rejected all-glass skyscrapers. “Carbon emissions from air-conditioned offices are 60 percent higher than those from offices with natural or mechanical ventilation” [1]. The development of ventilation systems has come a long way since the days of ancient Rome, the determination of the optimum volume of rooms, including the decree of Charles X on the optimum height of the ceiling and windows, to the advent of mechanical ventilation systems. From the second half of the 18th century and the construction of the first © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 356–364, 2024. https://doi.org/10.1007/978-3-031-44432-6_43

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large-scale exhibition hall made of glass and metalwork in 1851, certain experience in the study of natural ventilation had already been accumulated. M. Lomonosov wrote a treatise “On Free Movement of Air in Mines” (1763) and invented an instrument for determining the speed and direction of air movement, the “anemometer”. V. H. Friebe was the first to substantiate the principles that determined the intensity of air exchange in heated buildings through door and window openings, as well as the looseness of exterior fences, thereby laying the foundation for the study of neutral zones (1795). The first studies of foreign specialists in the field of ventilation of large public spaces made of glass and metal constructions were based on the study of erection of greenhouses and maintenance of microclimate there. These are the works of such researchers as: Stephen Hales “Statical Essays: containing Haemastatics” (London, 1740), John Claudius Loudon “Notes on the Construction of Greenhouses or Greenhouses” (London, 1816). David Boswell Reid, while setting up a chemical laboratory in Edinburgh, devised a system of ventilation capable of containing poisonous smoke (1833), created a model of the House of Commons for testing the system of natural ventilation (1836) and designed a scheme of natural ventilation for the Palace of Westminster, restored after a fire to the designs of Charles Berry (1840). The design of J. Paxton’s exhibition pavilion was preceded by a structure in metal and glass, but for a different purpose. The metallurgist Richard Turner and the architect Decymus Burton, together with the photographer and chemist Robert Hunt and the botanists William Hooker, John Lindley and John Smith, designed the Palm Pavilion of the Royal Botanic Gardens at Kew (1848). A glaze with the optical properties of natural light was developed specifically for this pavilion to protect light-sensitive tropical plants. By casting sunlight through coloured glass panels coated with the glaze, an optimum thermal and photochemical regime was established for many tropical plants. During the operation of the greenhouse, observations of convection currents, humidity levels, condensation processes were monitored and recorded, and narrowly focused experiments were carried out.

2 Methods and Materials To ensure the comfort of visitors and staff and the safety of exhibited objects in exhibition pavilions, galleries, museums, retail premises, there are increased requirements for climate control. Buildings that are wholly or partially made using glass and metal structures face great difficulties in regulating the levels of light, humidity and air temperature inside the pavilions. The question of the presence of windows in the exhibition hall does not have a clear answer. Fully artificial lighting facilitates the control of climatic conditions, which are necessary both for the preservation of art objects and for creating lighting effects in the halls. However, many curators, architects and museum visitors prefer to view individual exhibitions, and in particular certain works of art, in natural light. Natural light usually enters through overhead windows or skylights, which should be fitted with baffles and filters to avoid direct rays and to reduce ultraviolet radiation. Special dampers should be provided to regulate changes in natural light. In Daniel A. Barber’s book «Modern Architecture and Climate: Design before Air Conditioning», the author explores how leading architects of the twentieth century incorporated climate-mediating strategies into their designs, and how regional approaches to climate adaptability were

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essential to the development of modern architecture:” Natural ventilation is the use of environmentally-friendly systems that do not require any automated or mechanical solutions. In addition to being more ecological, natural ventilation is also more costefficient, and relies on natural external factors such as the wind and the temperature of the interior space and its surroundings» [1]. The experience of the first ventilation projects in pavilions using glass and metal is also of great importance for future projects. We carry out a comparative analysis of solutions to ventilation problems in exhibition halls using glass and metal constructions - Joseph Paxton’s exhibition pavilion for the Great Industrial Exhibition in London in 1851 and the Alexander III Museum of Fine Arts at Moscow University (now the Pushkin State Museum of Fine Arts) by Vladimir Shukhov, 1898–1912.

3 Results and Discussion Before moving on to an analysis of the peculiarities of ventilation systems in the first pavilions with the use of large glass surfaces in the construction, it is necessary to consider the peculiarities of exhibition spaces caused by the use of metal constructions. In the ‘crystal’ pavilion it was Sir Joseph Paxton’s exhibition pavilion for the Great Exhibition of Industrial Works of All Nations in London in 1851, ironically dubbed ‘The Crystal Palace’ by journalists from the satirical magazine Punch. At the time, the exhibition’s organisers, Prince Albert and Sir Henry Cole, found themselves in a tight spot. They needed to erect exhibition pavilions of considerable size in a short period of time. An architectural competition was announced to which designs for brick structures in “Gothic”, “Classical” and “Renaissance” styles were submitted, in keeping with the aesthetics of historicism and the tastes of the Victorian era. It was then that Joseph Paxton’s design was judged to be pragmatically the best and most appropriate for exhibition purposes, proposing the construction of a frame structure along the lines of a garden greenhouse [2]. As early as 1831, Joseph Paxton invented a prefabricated metal roof structure for greenhouses, the ‘ribs and arrows’ type, and in 1837 he used it to construct the Lily House greenhouse on the Duke of Devonshire’s estate at Chatsworth, where he served as landscape artist and chief gardener. (He created many other designs for structures in glass and metal, but they were never carried out.) For the exhibition, Paxton proposed a revolutionary idea based on the use of modular structures. A module was attached to one standard element - a square sheet of glass with the maximum possible size: 1.25 m, 1309 such elements were used on the ground floor [3]. The whole building was subjected to a single modular structure: a sheet of glass, a wooden frame, lattice iron beams and support posts made of cast iron. The interior decoration was designed by the architect and art theorist Owen Jones. Paxton’s idea of using modular structures of iron and timber allowed the Palace to be built in under a year. The construction employed 5,000 people (not more than 2,000 at a time) and to produce more than 84,000 m2 of glazing the largest English firm, Chance Brothers, had to bring in craftsmen from France to their factories [4]. The timber and metal elements of the structure were made in different factories in Birmingham and assembled directly on the building site. It was written about the building with pride that it was equal in area to four St Peter’s Cathedrals in Rome, despite the fact that the semi-circular vaults of the palace had spans

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much smaller than those of many medieval buildings [5]. The palace’s rational design was ahead of its time, but artistically it was in the neo-Gothic trend: the triple nave and transept, as in late medieval cathedrals in England. Another page in the development of metal in architecture of exhibition pavilions has been the use of grid steel structures. The prototype of this type of curvilinear structure was the domed vaulted shells of ancient Rome. However, making vaults of large dimensions led to increasing the weight of the entire load-bearing structure. In the 19th century, the use of cast iron, and later steel in the construction of domes and vaults made it possible to increase the volume of the vault, reduce the weight of the cover, fill the frame with glass, making it translucent and at the same time reduce construction costs. The Art Nouveau style also made such vaults extremely fashionable. The famous Russian engineer Vladimir Grigorievich Shukhov contributed greatly to the development of the ‘first metal revolution’. He used the combined static operation of a system of metal rods crossing in two directions. With this design, the covering works as one unit, with all the rods bearing approximately the same load, allowing them to be made with the same cross-section. According to legend, Shukhov got the idea for the mesh structures from an inverted flowerpot woven from rods. It was strong enough to support the weight of an adult standing on it with one foot. This prompted a search for designs similar to the wicker planter. Vladimir Shukhov invented and patented three kinds of netted supporting shells (hanging, convex and tower shells: patents of Russian Empire № 1894, № 1895, № 1896; of March 12, 1899, applied by Shukhov 27.03.1895 - 11.01.1896) [6]. For the All-Russia industrial and art exhibition of 1896 in Nizhni Novgorod, Shukhov presented several of his inventions in the field of metal constructions: the already known arch truss and new mesh covers. Also on display at the exhibition was a hyperboloid water tower, invented by the engineer. To create it, Shukhov took two metal rings and connected them with slings of equal length and then turned the rings in relation to each other. The perfectly straight slings formed a curved figure - a one-band hyperboloid. The construction invented by Shukhov was graceful and robust, yet simple and cheap to assemble: all that was needed to build it were metal base rings, straight slats and fasteners. He also introduced the world’s first steel mesh membrane slab structure to the Rotunda. The combination of two slab-shells (hanging on the outer circle (d = 68 m) and convex on the inner circle (d = 25 v)) clearly demonstrated the possibilities of using steel in architecture. After the Nizhny Novgorod exhibition Vladimir Shukhov received many orders for designing water towers, railway bridges with spans, coverings for the Pushkin State Museum of Fine Arts, Moscow Main Post Office, Bakhmetevsky garage, halls and debarker of Kievsky railway station in Moscow. The main problem of any meshing shells are the junctions between intersecting rods because, as the size and, above all, the spans of the shells increase, the cross-section of the load-bearing elements becomes larger. As a result, there is a need to develop special connection nodes that require great accuracy. Throughout the first half of the twentieth century, mesh casings were most commonly used in industrial construction. They were used to cover production halls and exhibition halls, where spans of more than 30–40 m had to be covered with a minimum amount of metal.

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We consider approaches to solving ventilation problems in the first buildings using glass and metalwork. During the discussions on the design of the Great Exhibition Pavilion in London in 1851, mainly issues related to wind loads, problems of reinforcement of beams and column fixings in the base, and the strength of connecting elements were addressed. The trusses were thickened to solve structural problems. By the middle of XIX century, there were already published works in USA and England on structural mechanics, in which methods of calculation of loads in trusses and determination of forces acting on each composite link of a truss were outlined. However, general theory of calculation of trusses, including determination of their displacement values would appear only in the middle 60s of the XIX century. The ventilation issues were solved in the course of the building’s operation. The temperature indices were recorded inside the building, and the effects of the air on the physical and mental health of the staff and visitors were studied. An analysis of the data recorded inside the Crystal Palace between May and October 1851 shows that the temperature inside the building was highly unstable (Fig. 1). The glass building increased, rather than decreased, the peak summer temperatures. The health therapist Stephen Ward noted in Healthy Respiration (1855) that the conditions of the Crystal Palace formed the laboratory conditions for studying the effects and control of ventilation in large crowded rooms. To ensure sufficient air movement and natural ventilation, some of the vertical glass sections were completely removed and replaced by several hundred large canvas blinds, which maintenance staff adjusted manually during the day, depending on how hot the sun was. These measures partially protected the building from overheating and excessive sunlight that threatened the exhibits. «A post-occupancy study was conducted to evaluate the

Fig. 1. Graph of temperature fluctuations measurements in the J. Paxton exhibition pavilion.

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efficiency of the environmental strategy, which included the testing of various modifications to the ventilation during the exhibition. The building was used as an environmental design experiment, which provided first-hand insights into difficulties with managing the climate inside glass structures through natural ventilation and shading alone, with no mechanical heating or cooling» [7] (Diagram 1). After the exhibition, a report was drawn up, in which the commissioners of the project presented the changes made by Paxton: changes in the cross-section, positioning and size of the fans, and installation of a glass vault with a system of hot-air emission fans above the transept and the main hall (Diagram 2). The grandiose design of the Crystal Palace was based on experience and known empirical data concerning the ventilation of large-scale public buildings. There are no records of mathematical calculations or other methods for predicting the climate in the interior. When Crystal Palace was converted into a popular leisure park on the outskirts of London, these problems did not disappear, despite design changes aimed at improving ventilation.

10%

4%

29%

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1. Accounting for the area of the pavilion 2. Features of the layout of the premises 3.Specificity of building and finishing materials used in construcon and for exterior / interior decoraon - glass and metal structures 4. Number of people in the room 5. The nature of the equipment, exhibits located in the room 6.Number, locaon of windows and ways to open them

Diagram 1. Problems arising from the arrangement of natural ventilation.

In 1896, the St. Petersburg Academy of Arts announced the terms of a competition to design a building for the Alexander III Museum of Fine Arts at Moscow University, created on the initiative of the Russian historian and art historian Ivan Vladimirovich Tsvetaev. Particular attention was paid to the light overlapping of the building and to the temperature and humidity conditions in the museum. There were no plans for artificial

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lighting in the building, as the museum was supposed to be open only during daylight hours. The special climatic zone was to ensure good preservation of the exhibits and paintings. The University board elected Roman Ivanovich Klein, the architect of the museum, who developed the final design and involved the engineers Ivan Ivanovich Rerberg and V.G. Shukhov. Shukhov designed the three-tiered translucent metal-glass ceilings of the museum. He complied all the calculations and personally supervised the construction of the three-layer lanterns with lead screens, which were easily accessible for cleaning, the joints were corked to keep the construction light, and a heating and ventilation system was installed. The museum had a special ventilation system, advanced for its time. The two-tiered glass roof not only provided ideal museum lighting from above, but was also linked in a single structure with ventilation ducts that ran vertically through the building and basement. All together created a kind of early-century “climate control” that kept it warm in summer and not cold in winter. Unfortunately, during the war the roof windows were broken, moisture leaked in and accumulated under the roof, accumulated in the gaps and the bases of the supports rotted away. But the ceiling slabs exist and remain one of the best preserved elements of the whole structure. During the restoration works in 1960s it was very difficult to put new supports under the ceiling. The building is only partially air-conditioned and many ventilation ducts have been laid. Although not enough drawings have survived, it is hoped that during the forthcoming restoration the museum will restore the air-conditioning system as accurately and fully as possible. The restoration of the metalwork requires comprehensive field research, as well as the use of already published works on the subject [8–11].

10% 40%

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Lack of ventilation on the floors of the building Incorrect location of the ventilation openings (too high or, on the contrary, too low), slows down the air exchange, which is why the pavilion feels a constant lack of air Incorrectly selected (and made) roof slope, as a result of which cold air enters the room from the street and the exhaust is also not removed. No condensate drainage system

Diagram 2. The main mistakes in the organization of natural ventilation.

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It should be noted that so far the regulatory documentation for the use of glass roofs in construction has not been fully developed. The deterrents to the use of glass as a roof are its high cost and the peculiarities of its operation. Glass roofs place high demands on ventilation, fire protection, snow discharge and drainage of the roof surface (Table 1). Table 1. Properties of glass and technological solutions when using this material as filling in metal structures of the roof. Material Properties

Technological solutions

Glass 1. High translucency and low emission factor

Sun protection glass - reflecting and tinted in the mass, with the special drawing put on to adjust light streams Various types of coatings are used to achieve the required glazing properties, e.g. soft coatings applied to glass during electrochemical processes in a deep vacuum, which allow changing its translucency when connected to a power source

2. Mechanical properties (compression, ready to bend)

2. High durability (due to use of double-glazed, tempered, reinforced glass; glass with the applied film - triplex)

3. Necessity and complexity Self-cleaning, e.g. decomposition of organic pollutants on glass of cleaning surfaces under UV radiation, antibacterial coatings and coatings against fungi, remain an important issue 4. The need for adaptation to natural conditions

The use of electrically heated glasses should help to get rid of snow (laminated glass in which heating wires (usually tungsten) are placed in the intermediate layer of polyvinyl butyrate; laminated glass or glazing units with a heated coating; glass blocks with rarefied air inside), or using an alternative technology which is the use of electrically conductive transparent coatings based on tin oxide with an admixture of fluorine, tin oxide with indium or a mixture of oxides and metallic silver

5. Low sound insulation

Special noise insulation layers and films make it possible to use glass on noisy objects that disturb the public peace

4 Conclusion Glass and steel structures began to be used during the Great Industrial Revolution, were fashionable during the Art Nouveau period (1880–1914) and remained relevant as basic building materials throughout modernism and the twentieth century. Skyscrapers with glass atriums became popular in Europe and the USA during the oil crisis of 1970– 1980, the heyday of the High-Tech style, when, in order to save energy, translucent structures were built. The Hi-Tech and Deconstructivist styles in the work of Norman

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Foster, Richard Rogers, Santiago Calatrava, Frank O. Gehry and many other representatives of modern architecture include structures with curvilinear outlines based on mesh shells. Norman Foster was invited but declined to supervise the restoration work on the museum’s skylight. Despite the engineering calculations and overcoming the problems of J. Paxton’s pavilion, Shukhov’s glass roof remains above all a beautiful aesthetic solution and a difficult practical solution to operate. A glass roof is more expensive to maintain than a traditional one. The first experiences with the use of metal and glass as basic building materials for roofing in exposition buildings showed their controversial use, especially in Paxton’s first all-glass building. The problems were mainly related to ventilation and heating, which could only be solved with high-tech materials and equipment. But even in today’s conditions these materials cause big problems in terms of sustainability.

References 1. Barber DA (2020) Modern Architecture and clImate: Design Before Air Conditioning. Princeton University Press, Princeton 2. Vlasov VG (2010) Crystal palace. new encyclopedic dictionary of fine arts. spb., azbukaklassika, T. 10, 345–346 3. The great exhibition of 1851. duke magazine 92(6), November-December (2006) 4. Gidion Z (1984) Space, time, architecture. M: Strojizdat, pp 168–169 5. Shuhov VG (1994) Construction art M: Mir, no 192 6. Severin KA, Timasheva, EN (2018) From the history of the creation of metal structures. Youth science in the development of regions. perm national research polytechnic university, vol 1, pp 329–332 7. Schoenefeldt H (2012) Free access creating the right internal climate for the crystal palace. proceedings of the institution of civil engineers - engineering history and heritage 165(3), August 197–207. https://doi.org/10.1680/ehah.11.00020 8. Lesovik RV, Klyuyev SV, Klyuyev AV, Netrebenko AV, Yerofeyev VT, Durachenko AV (2015) Fine-Grain concrete reinforced by polypropylene fiber. Res J Appl Sci 10(10):624–628 9. Klyuev SV, Klyuev AV, Khezhev TA, Pucharenko Y (2018) Technogenic sands as effective filler for fine-grained fibre concrete. J Phys: Conf Ser 1118:012020 10. Klyuev SV, Bratanovskiy SN, Trukhanov SV, Manukyan HA (2019) Strengthening of concrete structures with composite based on carbon fiber. J Comput Theor Nanosci 16(7):2810–2814 11. Klyuev SV, Klyuev AV, Shorstova ES (2019) The micro silicon additive effects on the finegrassed concrete properties for 3-d additive technologies. Mater Sci Forum 974:131–135

Conditional Pictorial (Creative) Language of Engineering and Architectural thought in the Construction Site of the 20s of the XX Century R. R. Zagidullin(B)

, R. F. Mirkhasanov , and A. R. Gayduk

Institute of Design and Spatial Arts, Kazan (Volga Region) Federal University, Kazan, Russia [email protected]

Abstract. The article deals with engineering and architectural compositional activity in line with the conventions of the pictorial (creative) language. At present, more and more often, in order to solve artistic and compositional problems, architects and designers turn to the art of the 20th century, which is considered as a source of new original ideas for creating an author’s product. The study and analysis of the achievements of architecture, design and engineering in line with the creation of a three-dimensional composition makes it possible to effectively form creative activity in future architects and designers based on the laws and means of composition. We believe that it is useful to refer to the analysis of the formal Heritage of past years in the author’s practical activities of architects and designers. We believe that it is necessary to analyze to determine the influence of a particular person or a well-known object on modern architecture and design. Keywords: Conventional Figurative Language · Engineering · Architecture · Composition · Compositional Thinking · Design · Architecture · Figurative Solution · Propaedeutics

1 Introduction It is fascinating to consider the objects of volumetric and spatial architectural composition, which have a compositional connection with the pictorial (creative) language codes of the language of engineering [9–14]. A well-known culturologist, who opened the school of semiotics in the middle of the 20th century, Yu.M. Lotman notes: “Every act of communication includes a sender and a recipient of information. But this is not enough: the well-known fact of misunderstanding testifies to the fact that not every message is perceived. In order for the recipient to understand the sender of the message, they must have a common intermediary - language. Such a language of communication between the viewer and an artificially created product is a conditional pictorial (creative) language. Le Corbusier in his book “Vers une architecture”, published in 1923, wrote: “The aesthetics of the engineer and the aesthetics of the architect are united, but the first of © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 365–375, 2024. https://doi.org/10.1007/978-3-031-44432-6_44

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them is experiencing a rapid flowering, and the second is painfully degrading.” thus directing architects to the path of using traditional engineering materials in architecture. Le Corbusier wrote: “The engineer, inspired by the law of economy and guided by exact calculation, will harmonize our activity with the laws of nature. So he achieves harmony… “. Le Corbusier writes in “Vers une architecture”: “… Volume…” “… Simple geometric shapes are beautiful because they are easy to perceive. Modern architects no longer create simple forms. In terms of calculations, engineers use geometric shapes that satisfy our vision with geometry and convince the mind with their mathematical logic. The creativity of an engineer is approaching great art…” [3, 4] (Figs. 1, 2 and 3).

Fig. 1. Le Corbusier. “To Architecture” (Vers une architecture, Le Corbusier) 1923.

Fig. 2. Mansion before and after perestroika. Photo.

Fig. 3. Joseph Paxton. Crystal Palace. 1850–1851.

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2 Methods and Materials There is no doubt that the design of the “House of Verre” in Paris, in line with constructive materials and aesthetics, was influenced by the London “Crystal Palace” by Joseph Paxton. It was a gigantic and very progressive structure from all sides, included in all textbooks and books on architecture and design. Physician Jacques Dalzas, a member of the Communist Party bought the mansion and not only ordered a new facade, but also a change in the interior of the building. The owner of the Dalzas house, carried away by the communist ideas of world happiness, equality, fraternity, leaves untouched the top floor where the tenant lived. The social and democratic focus of the project kept pace with the design ideas about creating all sorts of benefits for people. In this regard, let us recall Ernst May, the communist Schütte-Lihotsky, the communist Oskar Niemeyer, the communist Pablo Picasso, who visited this house (Figs. 4, 5 and 6).

Fig. 4. Architect and engineer: Bernard Beivut. Architect - decorator: Pierre Charo. Blacksmith: Louis Dalbe Dom Verre [13].

Fig. 5. Katsura Palace (Imperial Villa Katsura). (1615, palace - 1590). Many famous architects visited the palace: Frank Lloyd Wright, Le Corbusier and Walter Gropius.

Fig. 6. Architect and engineer: Bernard Beivut. Bernard Bijvoet (1889–1979).

Beivut studied in 1908 at the Technical University of Delft [7]. And it was this knowledge that formed the basis of engineering thought and aesthetics of the author who participated in the project.

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3 Results and Discussion The architect and engineer Bernard Beyvoot, the architect-decorator Pierre Chareau and the metalworking specialist (blacksmith, metalworker) Louis Dalbe, who used factory rolled metal in the construction, worked on the Verre House project as a single team. Thus, a “factory shop” was created to perform medical work (examination of patients and conduct operations), reflecting the principles of modern construction and design [15–17]: 1. 2. 3. 4.

profitability of the project - quick payback; assembly; dismantling; replication.

The “Glass House” in Paris is an icon of modernism and is not only an object of the history of architecture, but also a landmark in the history of engineering and design. The “Glass House”, built from 1928 to 1932 in Paris, could theoretically be dismantled, transported and reassembled in a new location. The building could easily be replicated, since the constructive basis of the building is not only the walls of an authentic object, but also a standard metal frame. Thus, the object can be safely attributed to both architectural and engineering volumetric and spatial composition. The frame was made from vertical studs formed by two 30x15mm U-profiles welded to a 100x9mm flat steel sheet to stiffen the façade. Two other horizontal U-shaped sections, identical to the first, complete the frame that supports the glass blocks. In 1930, Chareau covered this steel frame with a solution of paint to create the illusion of a solid glass surface without any boundaries of the frame [8]. Materials of the conditional creative language of the “plant for the examination and treatment of patients”. Pirelli rubberized floor materials, steel beams, perforated metal sheet, industrial lights and mechanical window opening/closing devices, rising stairs. Glass blocks from the Nevada by Saint Gobain company were only available for purchase from 1928: the company refused to insure the project for fear that the blocks might crack if they were laid in too high rows. Great attention is paid to the details that become the decoration of the interior: a red button at the entrance, turning on the timer and lighting to reach the bedroom, aluminum hangers in the shape of a man’s mustache [1, 8].

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Historian Henry-Russell Hitchcock, as well as designer Eileen Gray, have stated that the architect of the Werre House was actually “that smart Dutch engineer, Beyvoot” (Gray) [5, 6] (Figs. 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17 and 18).

Fig. 7. Building plan [12].

Fig. 8. Architect and engineer: Bernard Beivut. Architect - decorator: Pierre Charo. Blacksmith; Louis Dalbe. Telephone booth “Glass House” Paris. 1928–1932.

Fig. 9. Architect and engineer: Bernard Beivut. Architect and decorator: Pierre Chareau. Blacksmith; Louis Dalbe, “Glass House” Paris. 1928–1932

Fig. 10. Axonometry [12].

Esther da Costa Meyer, professor of architecture at Princeton University: “… If the exterior of the house was unusual for that time, the interior was a completely different world…” [3, 8]. Esther da Costa Meyer, professor of architecture at Princeton University, wrote that Dalbe made a ventilation grill in the living room, a partition in the form of airplane wings between the bathroom and the shower room, as well as moving stairs [3, 8].

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Fig. 11. Umbrella stand Maison de Verre (at the entrance).

Fig. 12. Architect and engineer: Fig. 13. Katsura Palace Bernard Beivut. Architect and (Imperial Villa Katsura). decorator: Pierre Chareau. (1615, palace - 1590). Many Blacksmith: Louis Dalbe. Living famous architects visited the room. “Glass House” (Maison palace: Frank Lloyd Wright, Le de Verre). Paris. 1928–1932. Corbusier and Walter Gropius.

Fig. 14. Architect and engineer: Bernard Beivut. Architect and decorator: Pierre Chareau. Blacksmith: Louis Dalbe. “Glass House” Paris. 1928–1932.

Fig. 15. Architect and engineer: Bernard Beivut. Architect and decorator: Pierre Chareau. Blacksmith; Louis Dalbe. “Glass House” Paris. 1928–1932.

Fig. 16. Drawing. Axonometry. Electronic journal. MaisondeVerre by Bernard Bijvoet & Pierre Chareau (297AR).

The interior space is modified with sliding, folding or rotating screens made of glass, sheet or perforated metal. Combinations of the materials mentioned above are also used as sliding partitions. From the kitchen to the dining room, a trolley was moved - a lift, the stairs of the living room to the bedroom of Madame Dalzas were removed. Complicated cabinets were created with an interesting open transmission of pipes in the bathroom (Figs. 19, 20 and 21). The glossy “iron” surface of concrete is created by a small amount of sand in the solution and “gloss” with a metal tool or a metal formwork sheet on a highly moistened surface. Here, in the “Glass House”, concrete is used without any frills, in its pure, original form, as a kind of precious “self-sufficient” material in the aesthetic sense. This is probably one of the clearest examples of such an open admiration of the “bone of

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Fig. 17. Architect: Bernard Beivut. Fig. 18. Architect: Bernard Beivut. Decorator: Decorator: Pierre Chareau. Blacksmith; Pierre Chareau. Blacksmith; Louis Dalbe. “Glass Louis Dalbe. “Glass House” Paris. House” Paris. 1928–1932 1928–1932 The metal mesh of the sliding partition is a clear transformation of Japanese sliding paper windows-panels with modern materials

Fig. 19. Electronic journal. MaisondeVerre by Bernard Bijvoet & Pierre Chareau (297AR).

civilization”, which, as a material, is a conditional pictorial and creative language of all modernism. Even later, in the 50s of the 20th century, such a flat surface was not enough for Corbusier in the Marseille residential unit and he complicates the surface of the concrete wall with the textured play of formwork wood imprints, creating a figurative language different from that in the “Glass House”. The authors of the project also admire the engineering and design products of telephony and hygiene. This is probably one of the brightest examples, when three authors of the project, long before the high-tech Pompidou Center, admire the aesthetics of pipes and put the phone on a “pedestal” of them. Sharo said: “… The house is a model made by craftsmen with a desire for standardization…”… The construction costs were huge, and the project was delayed for 4 years [1, 8].

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Fig. 20. Axonometry. Electronic journal. MaisondeVerre by Bernard Bijvoet & Pierre Chareau (297AR).

Fig. 21. Axonometry. Electronic journal. MaisondeVerre by Bernard Bijvoet & Pierre Chareau (297AR).

The same glass blocks are used on the main façade and on the 1st floor of the rear façade. Transparent glass blocks of a different quality are used in the wall of the winter garden. The authors very correctly use in the project for contrast the living natural forms of the winter garden and the colored spots of the screens and armchairs (Figs. 22, 23 and 24).

Conditional Pictorial (Creative) Language of Engineering

Fig. 22. Architect: Bernard Beivut. Decorator: Pierre Chareau. Blacksmith; Louis Dalbe. “Glass House”. Main facade. Paris. 1928–1932 Photo.

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Fig. 23. Architect: Fig. 24. Katsura Palace (Imperial Bernard Beivut. Villa Katsura). (1615, palace - 1590). Decorator: Many famous architects visited the Pierre Chareau. palace: Frank Lloyd Wright, Le Blacksmith; Corbusier and Walter Gropius. Louis Dalbe, The Glass House. Interior. Paris. 1928–1932 Modern Photo.

4 Conclusion Huge aesthetic satisfaction and the development of compositional thinking are the result of considering the balance of the definitions of “form” and “content” or “international” - “national”. Architects, sculptors, artists and designers are producing new compositional forms in the visual (creative) art, while the number of linguistic cultural codes is growing at the same time. These language codes can also be attributed to the era of modernism [9]. Accordingly, it becomes more difficult to understand the ways of creating contemporary fine art by young architects, designers, and artists. There is no understanding of the connection and the existing unity of fine (creative) art and design in line with the formal sphere. There are many conventions of the pictorial language in painting, conventions are typical for sculpture, when the image of a birch in Golubkina A.S. created by the figure of a girl. The conditional pictorial (creative) language of sculpture also includes a clear understanding of the strength of the bronze material in comparison with gypsum and absolute differences in their processing. Architecture is characterized by its own features of the creative (pictorial) language. This, for example, is the illusion of the lightness of a multi-ton structure, which architectural objects broadcast to the viewer. This is an illusion for the viewer of touching the top of the skyscraper, suppression by scale or harmony of proportionality with the growth of a person, the creation of an absolutely paradoxical illusion of a plane when looking at the facade of a building. For example, a glass wall of a building or a wall of vertical pipes in the house of Walter Gropius in the USA can give the viewer the illusion of the open space of the entire composition, but we understand that it is impossible to penetrate, pass through

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this wall into the dressing room. It is also an example of the language of architecture, as is the weight of a building with brick walls, which exceeds the weight of a building with a metal frame, light wall panels and a “glass wall” suspended from the frame. The conditional pictorial (creative language) language is based on: 1. volume - plane, lightness - heaviness; 2. material and technology of engineering and architectural art; 3. retrograde, conservatism or novelty - the avant-garde of the product, the requirements of the era, the architectural style common in this era;[9] 4. author’s preferences, education, customer requirements, national school and traditions; 5. economic situation in the country and the world, profitability, payback of the project. In the methodology of the formal approach, the “cultural-linguistic codes” of the conventional pictorial (creative) language determine the analogues used by the author of the project, the course of compositional thought from the birth of an idea to the creation of a project. In a new reading of the interaction between students’ study of the formal sphere of fine arts and the new language codes developed by them on the basis of their theoretical knowledge, in creative works, we highlight the most important principle for students studying graphics, painting and design.

References 1. Pierre C, Yukio F, Fernando M, Bernard B (1977) Maison Dalsace (“Maison De Verre”) Paris, France, 1928–1932 Global Architecture 46 Tokyo: A D A Edita 187 2. Eremeeva A, Venatovskaya L (2018) Residential districts of Soviet modernism: history and prospects for further development. In: proceedings of the institution of civil engineers: urban design and planning vol 171 no 3, pp 118–132 CE Publishing Ltd (USA) 3. Corbusier, L (1923) Vers une architecture Paris Éditions Crès, Collection de “L’Esprit Nouveau” 180 4. Corbusier, L (1985) Towards a New Architecture. Translated by Frederick Etchells London: J. Rodker 1931 Reprint New York: Dover Publications 187 5. Krasnopolsky, A, Bolotin S (2018) A second level of the Saint Petersburg skyline. In: E3S Web of Conferences vol 33, p 01027 6. Lotman, YM (1998) The structure of the artistic text St. Petersburg: “Art St Petersburg” vol 16 7. Maison de verre – single-family house in Paris (France) URL https://www.archinform.net/ projekte/2585.htm (obpawenie: 01.02.23) 8. Meyer, Esther Da Costa Pierre Chareau (2016) Modern Architecture and Design New Haven: Yale University Press 288 9. Klyuev SV, Bratanovskiy SN, Trukhanov SV, Manukyan HA (2019) Strengthening of concrete structures with composite based on carbon fiber. J Comput Theor Nanosci 16(7):2810–2814 10. Sherer, D (1999) Architecture in the Labyrinth. Theory and Criticism in the United States: Oppositions, Assemblage, ANY (1973–1999),” Zodiac 20, 36–63 11. Sementsov, S, Akulova, N, Kurakina, S (2018) High-rise construction in the Saint Petersburg agglomeration in 1703–1950s. In: E3S web of conferences vol 33, p 01008 12. Vellay, Dominique and Halard, François. La Maison De Verre (2007) Pierre Chareau’s Modernist Masterwork. London: Thames & Hudson 134

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13. Asaul, V, Osipovich, V, Berezin, A (2018) Increasing the competitiveness of construction companies in the field of housing construction by optimizing the fleet of construction equipment. Int J Civil Eng Technol 9(8), 404–416 14. Otero-Pailos J (2010) “Architecture’s Historical Turn: Phenomenology and the Rise of the Postmodern.” University of Minnesota Press, Minneapolis 183 – 250 15. Klyuev SV, Klyuev AV, Shorstova ES (2019) The micro silicon additive effects on the finegrassed concrete properties for 3-d additive technologies. Mater Sci Forum 974:131–135 16. Klyuev, SV, Klyuev, AV., Khezhev, TA., Pucharenko, YV (2018) High-strength fine-grained fiber concrete with combined reinforcement by fiber. J Eng Appl Sci 13(8 SI), 6407–6412 17. Lesovik RV, Klyuyev SV, Klyuyev AV, Netrebenko AV, Yerofeyev VT, Durachenko AV (2015) Fine-Grain concrete reinforced by polypropylene fiber. Res J Appl Sci 10(10):624–628

The Formation Concept of the Rehabilitation Park Territory in the City of Kazan M. I. Lushpaeva(B)

, Yu. P. Balabanova , A. M. Sayfutdinova , and A. R. Gaiduk

Institute of Design and Spatial Arts, Kazan (Volga Region) Federal University, Kazan, Russia [email protected]

Abstract. In the parks of the city, visitors have many scenarios for spending time: walking, relaxing, public eating places, playing sports, attending events, children’s play areas for different ages. But there are groups of users who need specialized complexes both for recovery from injuries and illnesses, and for general recovery and health support. An example of how to combine many functions, creating comfortable conditions for all users, was the territory with a lake near the city hospital in Kazan, Russia. Completely different communities intersect here: doctors, patients, residents of houses, children, students, office workers. Everyone has their own requests for landscaping, zones, equipment for sports and rehabilitation. The article proposes a model of a city park and considers landscaping techniques that include rehabilitation and health complexes, including herbal medicine, aeroionotherapy, sociotherapy, various recreational spaces for both residents of the area and for patients and doctors of the polyclinic. The main goal of the project is to create conditions for improving health, for a comfortable pastime of the population near residential buildings, for the recovery of patients after illnesses and operations, for the rest of the doctors of the clinic. Keywords: Park Improvement · Rehabilitation in the Park · Physical Recreation · Health Restoration

1 Introduction A modern city park includes different functional spaces, which are united by a single concept and planning organization. Most often, these are areas for recreation, sports, playgrounds and venues for events that are available to most users. With the transition to a sedentary lifestyle, today’s youth and people of working age, due to digitalization, have a movement deficit that can lead to the development of chronic diseases. It has also been proven that people engaged in physical activity have a lower risk of getting diseases from the Covid-19 virus infection [1], which creates a demand for special equipment and activities to improve respiratory activity, restore internal psycho-emotional state, as well as to strengthen and restore human physical capabilities are rarely used in urban parks. It has also been proven that yoga and exercise have a positive effect on improving memory and cognitive functions of a person [2]. © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 376–383, 2024. https://doi.org/10.1007/978-3-031-44432-6_45

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The article proposes the concept of organizing a model of a city park, which combines different functional spaces. These spaces interact with each other in a certain order, which creates a greater positive effect on human health: walking, recreational, sports, children’s, a complex of rehabilitation measures for users with a violation of the musculoskeletal system, a complex for restoring the nervous system, a complex for restoring lung function, as well as to restore general mental well-being. Such a planning organization of the location and interaction of different functions will allow simultaneous use of the elements of the environment by different groups of users, including those who need specialized complexes.

2 Methods and Materials The following methods were used in the research process: 1. 2.

Urban planning pre-project analysis, the main aspects of which include: the location of the object in the settlement system; pedestrian and transport organization; functional zoning; landscape and visual characteristics of the area; legal status of the object and adjacent territories; state of engineering infrastructure. Theoretical analysis of archival sources and modern projects for the improvement of parks and exterior rehabilitation complexes. 3. The method of interviewing with hospital doctors to determine the features of the organization of rehabilitation complexes. Interviews with ecologists to determine the state of the lake’s environment and study possible restrictions on the territory.

3 Results and Discussion For the analysis, a site was selected in a residential area in the city of Kazan, where many different functions are located (Fig. 1). Representatives of communities that border on the design area influence the territory and its planning organization, since each of the possible users of the territory needs certain landscaping objects. When creating the user model, the following data of urban planning functional analysis were taken into account: the presence of parks in the area where the territory is located, the location of residential buildings, the number of educational institutions and public buildings (Table 1). Thus, three main groups of users were identified and the time of their main stay in the park zone was identified (Fig. 2): residents of the area, including children of educational preschool and school institutions, university students, employees of office and shopping centers, doctors and hospital patients.

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Fig. 1. Scheme of urban planning analysis of the territory, where 1 is a park site, 2 are hospital and maternity hospital buildings, 3 are university buildings, 4 are buildings of preschool and school institutions, 5 are a car dealership, 6 are a shopping center, 7 are residential buildings and yard areas, 8 - retail and office buildings, 9 - church, 10 - lake and nesting place for seagulls.

Table 1. Businesses and institutions in the residential area Institutions within a radius of 1 km

Quantity, pcs.

General education schools

10

Kindergartens

11

Universities

2

City hospital, clinic

2

Maternity hospital

1

Parks, squares

1

Market

1

Car showroom

1

Public catering points

8

Large stores

6

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Fig. 2. Diagram reflecting the hours spent by the main user groups in the park.

On the basis of landscape-visual analysis, the features of the territory are distinguished: – gentle relief; – the airiness of the space is created due to the absence of high-rise buildings near the site; – in the adjacent area, cattails, reeds, reeds, trees grow densely and there are nesting places for gulls; – there is a lake in the park; – in the system of the green frame of the city, the site with the park plays a big role, it is the only “green” oasis in the quarter. Based on a theoretical analysis of modern projects for the improvement of parks, the main areas necessary for a park in a residential area of the city were identified: walking, recreational, sports, and children. As well as the necessary measures to create a comfortable stay: a landscaping system, a navigation system to ensure ease of orientation in the park, the placement of small architectural forms made in the style of a conceptual solution and according to the laws of ergonomics. After an expert interview with ecologists, it was determined that this area of the lake requires cleansing and the introduction of natural treatment facilities. Therefore, around the lake, there is an arrangement of stones that purify wastewater before it enters the lake. Seagull nesting sites are located in the neighboring area, as there are many trees and thickets, and objects that can disrupt this system should not be located on the design area. Conducting a survey with hospital doctors, we identified the main types of rehabilitation for patients of different groups, as well as the necessary areas for interaction between doctors and patients and for doctors to rest during the day [3] (Fig. 3). The reflexology area consists of sun loungers and benches where users can enjoy fresh air and lake views. On the platform for conducting psammotherapy there are tables with sand for creating drawings. Sociotherapy includes a stage, benches and a screen for outdoor lectures for clinic doctors, for patients, as well as evening movie screenings for all park users. In the aromatherapy zone, treatment with tonic herbs takes

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Fig. 3. Scheme of use of various zones by the main users of the territory, where 1 - reflexology, 2-psammotherapy, 3-sociotherapy, 4-aromatherapy, 5-art therapy, 6-aeroionotherapy, 7-sport simulators, 8-rehabilitation simulators, 9-terrenkur, 10 - vegetable garden, 11 mini-football and basketball, 12 children’s zone, 13 quiet rest zone.

place. Tonic herbs and aromatherapy have a relaxing and calming effect for patients and healthcare professionals and support the overall emotional state [4]. Aeroionotherapy - rehabilitation of coniferous plants with ionized air. Natural aeroionization, volatile phytoorganic substances of plants have a positive effect on the cardiovascular system of the human body. The site with training and rehabilitation equipment consists of several sections: – equipment for training arms and legs: simulators for squats and push-ups, a simulator for pectoral muscles, stilts, a bicycle, a hand bicycle, a slider, a spinning wheel; – simulators for rehabilitation and exercises on the legs: tracks with different textured surfaces, ascents, descents, stairs, balancing board; – simulators for the rehabilitation of patients moving in a wheelchair: hand and foot bike, pull-ups, vertical traction, ellipse, from the chest, steering wheel. Terrenkur is a method of treatment with dosed physical activity. The route is divided into different distances, starting from 1 m, 2 m, 5 m, 10 m, 50 m, 100 m, 200 m, ending with a total circle length of 400 m. Every 150–200 m there is a recreation area with a bench. The designation of distances motivates to achieve daily success in rehabilitation. Training walking, physical exercises improve the quality of sleep, lead to a decrease in stress, and also increase indicators of life satisfaction [5]. Nordic walking has a targeted effect on the joints and muscles, the cardiovascular system, causing a healing effect for patients who have undergone COVID-19 [6]. Recreational sport is the basis for creating a healthy lifestyle and improving the health of the population. Combined strength and aerobic training and recreational sports are effective physical exercises for improving blood pressure in middle-aged and elderly people [7]. The garden - a complex of structures of the garden system, as well as a covered storage pavilion - is motivating for patients, as they often go out to look after the plants. Gardening has a positive effect on the condition of patients with cardiovascular diseases [8–11].

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The area of sports playgrounds is provided both for the games of the residents of the houses and for the patients of the hospital. It provides for the location of the game ring for wheelchair users. The location of the playground in the general complex of the park is important. Here, hospital patients can spend time with their families: for children - a play area, and for adults - sheds with benches for communication. Also, the playground is an active place for children of the entire region. The park is located in the structure of a residential area, so a quiet area away from the rehabilitation complex is provided for visitors to relax.

4 Conclusion The possibility of combining a city park with a specialized rehabilitation complex is possible thanks to the system of interaction between different zones in such a way that the zones do not interfere with each other, but create a single concept. The sections of the park are delimited by pedestrian links, landscaping and type of coatings, as well as the visual component of small architectural forms. Sheds with benches for relaxation have a natural shape, and sheds over sports equipment have a clearly geometric shape. This concept has been tested in the project of the “Chaikovoe Lake” park in Kazan (Figs. 4, 5 and 6). The project was carried out by the architectural company “Miriada group”.

Fig. 4. Rehabilitation area (a, b), basketball (c) in the “Chaikovoye Lake” park, Kazan, 2022.

Fig. 5. Zone of relaxation therapy (a), sociotherapy (b) and playground (c) in the park “Chaikovoe Lake”, Kazan, 2022.

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Fig. 6. Vegetable garden (a), herbal medicine area (b) and a stand with a call button for personnel in the “Chaikovoe Lake” park, Kazan, 2022.

The navigation system is also an integral part of the park. The stands contain the rules for using the equipment, which complexes can be used by all users, and which only for rehabilitation, and there is a button for calling the hospital staff, which patients can use if they need help (Fig. 6c). On the territory of the park you can meet many patients during the daytime, and in the evening young people and children come. The equipment is actively used, different zones perform their function. Since this is the first project to combine the two components of the park (rehabilitation of patients and recreation of residents), in order to further adjust the concept, it is necessary to conduct user surveys and take into account all the missing and non-working points in the concept.

References 1. Ma W et al (2023) Physical activity, sedentary behavior, and risk of coronavirus disease 2019. Am J Med 136:6–8. https://doi.org/10.1016/j.amjmed.2022.12.029 2. Kaur H et al (2022) Comparing cognition, coping skills and vedic personality of individuals practicing yoga, physical exercise or sedentary lifestyle: a cross-sectional fMRI study. Integr Med Res 11(1):4–9. https://doi.org/10.1016/j.imr.2021.100750 3. Business Online electronic newspaper, https://www.business-gazeta.ru/article/497065. Accessed 27 Jan 2021 4. Langley-Brady, DL, Shutes, J, Vinson, JJ, Zadinsky, JK (2023) Aromatherapy through the lens of trauma-informed care: Stress-reduction practices for healthcare professionals. J Interprof Educ Pract 30, 3–4.https://doi.org/10.1016/j.xjep.2023.10060 5. Wang F, Boros S (2020) Effects of a pedometer-based walking intervention on young adults’ sleep quality, stress and life satisfaction: Randomized controlled trial. J Bodywork Movement Ther 24(4):286–292. https://doi.org/10.1016/j.jbmt.2020.07.011 6. Bogomolova, M.M., Kamchatnikov, A.G., Chemov, V.V., Kozlov, I.V., Prytkova E.G (2021) About the experience of nordish walking in people who survived Covid-19. XX Jubilee AllRussian Forum “Zdravnitsa-2021”. Strategic Importance of Russian Resorts in Preserving and Restoring the Health of the Population. Voprosy kurortologii, fizioterapii, i lechebnoi fizicheskoi kultury, 98(3–2), 21–215. https://doi.org/10.17116/kurort20219803221 7. Schneider VM, Frank P, Fuchs SC, Ferrari R (2021) Effects of recreational sports and combined training on blood pressure and glycated hemoglobin in middle-aged and older adults: a systematic review with meta-analysis. Exp Gerontol 154:111549. https://doi.org/10.1016/ j.exger.2021.111549

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8. Kolesnikov A et al (2022) Modeling of non-ferrous metallurgy waste disposal with the production of iron silicides and zinc distillation. Materials 15(7):2542 9. Makul N et al (2021) Design strategy for recycled aggregate concrete: a review of status and future perspectives. Crystals 11(6):695 10. Fediuk R et al (2020) A critical review on the properties and applications of sulfur-based concrete. Materials 13(21):4712 11. Klyuev SV, Bratanovskiy SN, Trukhanov SV, Manukyan HA (2019) Strengthening of concrete structures with composite based on carbon fiber. J Comput Theor Nanosci 16(7):2810–2814

Preservation of the Historical Environment of a Modern City: Multipolarity and Dialogue of Cultures in Syria through the Restoration and Adaptation of Cultural Heritage Monuments Sh. H. Eshtai1(B)

and V. V. Melnik2

1 Damascus University, Damascus, Syria

[email protected] 2 Kalamoon University, Deir Atiyah, Syria

Abstract. The Syrian Arab Republic can be called the cradle of various civilizations, rich in its historical relics and monuments thousands of years old. These precious treasures are considered to be public treasures and national heritage. Each civilization has added to and enriched the world’s artistic culture, architecture and art. The study of the mutual influence of ancient cultures in recent decades can be characterized as a process of discovering new, previously unexplored facets of modern civilization. The restoration and adaptation of antiquities is becoming a pressing problem every day. These processes must be carried out after deep and meticulous study by specialists in full compliance with international standards of professionalism, artistic taste and sustainability. [1] Damascus is included in the UNESCO list of world cultural values, so the study of this topic is of scientific interest. Using the example of such historical monuments as the Roman Theatre at Shahba in the area of As-Suwayda, the Umayyad Mosque in Damascus, Khan Suleyman Pasha and the Bayat al-Aqqad in Old Damascus, important points of adaptation of these monuments in the modern world are touched upon through research and comparison before and after restoration, in order to identify progressive traditions for their use in the modern practice of restoration and adaptation to the modern city. The results of this study have developed criteria that cannot be ignored, especially in matters related to sustainability, technological progress and professional aspects that take into account harmony and artistic taste in working with art objects. Finally, important conclusions are made and recommendations are given to help consolidate the process of restoration and competent care of historical monuments using modern technical methods. Keywords: History · Restoration · Adaptation · Sustainability · Cultural Heritage · Artistic Taste

© The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 384–395, 2024. https://doi.org/10.1007/978-3-031-44432-6_46

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1 Introduction Damascus is one of the world’s ancient capitals. Syria’s historical and cultural heritage has always received close attention from scholars and researchers, especially this interest has increased since the beginning of the twentieth century, and as a result of this interest, we have international charters and recommendations for international conferences that cover almost all aspects of procedures for the preservation of this heritage. The science of antiquities preservation has its foundations and the rules that govern it. Many international conferences on preservation have also focused on establishing principles and foundations for the organization of preservation operations in the form of treaties and charters binding on signatory countries. The geography of archaeological excavations is consistently expanding with the discovery of historical monuments belonging to different historical periods. Restoration of architectural heritage is one of the types of complex construction works. The objects of such works are architectural and cultural heritage monuments [2]. Recently, we have been faced with negative phenomena in the process of restoration of some archaeological sites that have been repaired, especially in the last three decades of the twentieth century. Unfortunately, we observe the lack of a harmonious relationship between the scientific and technical (professional) point of view and the aesthetic and artistic component of this process. Not careful work with the original, leads to the loss of the identity of this monument of architecture Syria. Often the conditions of compliance with the norms of maintenance of this object during its restoration are violated. This refers to the durability, strength, quality and identity of the materials used, selected for restoration. The opinion of experts is not taken into account, which is often carried out by amateurs who have nothing to do with restoration (in the Middle East, family ties play a big role…), and this is due to professionalism associated with artistic and aesthetic taste. The urgent problem necessitated the identification of these deficiencies by selecting a number of monuments as samples for study. The analysis of monuments before and after restoration, as well as to shed light on the available level of professional knowledge as an important factor-aspect that contributes to the scientific and technical progress in the field.

2 Methods and Materials In terms of research method, a comparative analysis of historical, archival and field photographs taken by the author of the selected monuments. The study of the material on the subject. Photo fixation of the present state of historical monuments selected for the study. The main purpose of restoration and what is written in Art. 9 of the Venice Charter: “… to preserve and reveal the aesthetic and historical values of the monument. It is based on respect for the authenticity of the material and the authenticity of the documents. Restoration ceases where hypothesis begins, as for presumptive restoration, any work of addition combined necessary for aesthetic or technical reasons must depend on the architectural composition and bear the stamp of contemporaneity” [1]. Absolutely every restoration project poses new challenges to the performers. The best solutions are put into practice. Thus, the basis for innovative materials and technologies in restoration is always the experience of living specialists. The development of the

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theory and practice of restoration was greatly influenced by the work carried out in 1898–1917 by the Greek architect N. Balanos on the restoration of the Parthenon, the Erechtheion, the Propylae in the Acropolis of Athens; the works and statements of K. Boito and G. Giovannoni in Italy, S. Buls in Belgium, L. Cloquet, and later P. Leon in France, M. Dvorak and A. Rigl in Austria-Hungary, K. Gurlitt, G. Hager in Germany, etc. The invaluable contribution to the development of restoration in Syria was made by the Syrian scientist and researcher Afif Bahnasi in his works devoted to the historical monuments of the country [3]. Preventive conservation is becoming increasingly relevant and is recognized as an integral part of restoration work, and the more necessary is the objective validity of practical methods. The authenticity of the original depends on them, including the material itself, the form and its historical significance”. One of the most significant works on the theory of restoration is the work of Yu.G. Bobrov “The Theory of Art Monument Restoration: Regularities and Contradictions”. According to Bobrov, “the development of practical and theoretical activity gave rise to three basic methodologies, the essence of which is expressed by the three Great Ideas of restoration. The first one is to restore the work to its original form; the second is to preserve the object as intact as possible; the third is to identify and reconcile the historical and artistic values of the object” [4]. One of the important principles of scientific restoration is the principle of minimal interference with historical material, the basis of which is laid down in the Venetian Charter of Restorers. The relevance of this principle today is directly related to the development of technology and the use of modern materials and technologies. This paper selects four important historical sites for study only as examples, not as a limitation, namely: 1234-

The Roman Theatre at Shahba. The Umayyad Mosque of Damascus. Khan Sulayman Pasha in Damascus. Bayat al-Aqqad.

3 Results and Discussion 3.1 The Roman Theatre at Shahba Shahba (Philippolis) is a mountain town in the region of As-Suwayda in southern Syria, located 85 km south of the city of Damascus on one of the hills of Jebel el-Arab. It was once one of the major Roman cities whose ruins indicate its greatness and history such as the gates at the entrances to the city on four sides from the north, south, east and west, the Roman theatre, Roman baths, aqueducts, places of worship and much more. Among the most important monuments that have been affected by recent restoration work is the Roman Theatre at Shahba (Fig. 1). The construction of the Shahba Theatre dates back to the period when the first Roman emperor, Philip the Arab, reigned on Syrian soil in 244–249 AD when the theatre was built at the foot of the hill. During his short reign he raises his native village to the status of a colony, which became, like the whole of Syria, part of the Roman provinces. The first restoration work on the theatre began in the second half of the twentieth century. This theatre is considered one of the finest examples of small theatres in Syria (40 m in diameter). The semicircular orchestra is closed by a skene of 24.5 m in length. The wall of the skene, dissected by arches

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and niches in which numerous sculptures once stood, is well preserved. The theatre was divided into sections by five staircases. The theatre consists of two parts, the first of which is an acting part and includes an independent and spacious area (orchestra).The actors used two entrances leading to the side corridors of the theatre, and the second part includes stands for the audience on two levels facing south. The theatre with its lower part harmoniously fits into the natural slope, and its upper part is placed on pillars, designed according to a semicircular scheme or as they call it - a truncated horseshoe. (Fig. 2) Despite some violation of classical proportions (the orchestra is too small relative to the skene), the Shahba Theatre makes a good impression with beautiful masonry walls and vaults, clean processing of details. In spite of all these fine qualities, it has been subjected to some acts of vandalism, especially the stage - it happened many years ago, with the orchestra and the lower part of the audience seats covered with dust and rubble, and was first cleaned and presented to the public in 1924. In 1941, the Syrian Antiquities Directorate repaired the theatre. In 1952, restoration work began in conjunction with archaeological excavations, measurements and research, carried out in collaboration with the General Directorate of Antiquities and Museums and the French Institute of Antiquities of the Near East. The result of this work was the erection of an outer protective wall. In the early nineties of the last century, this area underwent radical changes affecting much of the stage and orchestra (specifically: the corridors and floors), where virtually all of the Roman basalt masonry was replaced by new mechanically cut basalt blocks, and the same blocks were added to the walls as in the framing of the stairs and seats for the audience. Instead of conserving, reinforcing the masonry, they were completely replaced. According to the Venice Convention: the dismantling of the original parts of the monument, as a rule, is excluded, since the modern restoration technique allows to strengthen the damaged masonry without breaking it; the restoration works are preceded by a thorough and comprehensive study of the monument: full-scale (architectural and engineering) and historical and archival research [5]. As a consequence of these actions, or rather the complete replacement of the Roman floor of the stage and orchestra of the theatre - we got a modern replica, and the scampers helped it to lose its aesthetic appearance (Fig. 3). Where did the beautiful Roman floors disappear? How was it possible to infringe on the cultural heritage of the country? As they say: to break is not to build… In the development of the “International Convention for the Protection of the World Cultural and Natural Heritage”, a “test for the authenticity” of the monument was developed, which is based on four main parameters - the authenticity of the “material” (“substance”), the authenticity of the “skill” of execution, the authenticity of the original “design” (that is, the authenticity of the “form”), and authenticity of the “environment” [6]. Obviously, the carried out restoration work was out of place, and damaged the identity of the historic monument. A special supervisory commission should have worked to conserve the old masonry, not touching or replacing it, but restoring it in accordance with international standards, returning it to its original place, which is easily achieved with modern technical means and technology. This requires professional abilities and knowledge, experience in restoration work, the material base (the constant lack of funds allocated to restoration is one of the pressing problems of the country), as well as the

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Sh. H. Eshtai and V. V. Melnik Table 1. Theatre at Shahba.

Fig.1 Theatre at Shahba before restoration (photo from the book Cities of Syria Sidorova, Starodub).

Fig.2 Theatre at Shahba after restoration. The floor of the orchestra, (photo by the author).

Fig. 3 Theatre at Shahba after restoration, view of the audience seats, (photo by the author).

ability to possess artistic and spiritual flair in the objective perception of the historical image to meet the requirements and conditions of artistic and technical restoration (Table 1). 3.2 The Umayyad Mosque in Damascus The history of the Umayyad Mosque in Syria goes back to 1200 BC when Damascus was the capital of the Aramean state. The Arameans of western Syria worshipped their deity Hadad, the god of fertility, thunder and rain, according to their beliefs [2], so they erected a temple dedicated to him. Then in the Roman era this temple was transformed into the Temple of Jupiter of Damascus in the third century of Byzantine era [3]. Then the Byzantine emperor Theodosius at the end of the fourth century built the Basilica of St. John the Baptist. The Great Umayyad Mosque (al-Jamia-al-Umeyi) built by order of caliph Walid I in 705–715, at the zenith of the glory and power of the Umayyad caliphate, became a stronghold and shrine of Islam and at the same time the first religious building, which reflected in architectural form the religious requirements and beliefs of Muslims [3]. The Umayyad Mosque in Damascus is considered one of the most important Islamic monuments not only in Syria but also in the Middle East, so it was recognized by the Ministry of Tourism and the General Directorate of Antiquities and Museums in the twentieth century as a cultural heritage monument and there was always great interest in its restoration. The Mosque suffered from major fires 11 times, the last fire was in 1893, after this fire the Turkish government restored according to the ancient plan, but it was not carried out properly (Fig. 4). In the early 20th century, the French scholar Eschat de Loren uncovered the magnificent mosaics that had adorned the walls of the Mosque since the reign of Walid. They had survived the centuries under a thick layer of plaster, plastered over by order of the orthodox caliph. The first restoration in Syria’s recent history was carried out in 1951, while the last restoration that followed it was in 1992, aimed at restoring it to its former splendor and beauty. It is necessary to dwell

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on this restoration, which had both positive aspects (the faience tiles of the main lobby were beautifully restored) and negative aspects (restoration of the lining of the lower part of the columns of the southern portico in the courtyard of the Umayyad mosque). As a consequence of this work, the marble slabs of the facing were engraved with an Islamic ornament with its subtly different shapes and colors. It is not at all clear how the creators and executors of this restoration were thinking. Whether they imagined that these straight blocks of marble are not commensurate with the adjacent architectural and decorative parts of the Mosque (white Turkish marble contrasts strongly with the stone columns) became parasitic, strange, and inconsistent with the historical identity (Fig. 5). How alien these parallelepipeds on the southern portico look, along with the original columns of stone in the colonnade of the temple on the northern portico, which have stood majestically in all the historical periods through which the Umayyad Mosque has passed (Fig. 6). Two important factors can be said here to account for this gap in the restoration, namely: Firstly, experts and workers, used materials that were not originally in the design of the Mosque building and which have become abnormal materials, which negatively affected the cultural and historical image of the Umayyad Mosque. Table 2. The Umayyad Mosque before and after the restoration of different historical periods.

Fig. 4. Umayyad Mosque (April 29, 1862 portico north side before restoration, archive photo).

Fig. 5.Umayyad Mosque Fig. 6. Umayyad Mosque (south portico after (north after the restoration in restoration in 1992, photo by 1992, photo by the author). the author).

Secondly, the lacks of technical and professional skill, as well as the aesthetic taste of the restorers, as an important requirement in the synthesis of an adequate and spiritually harmonious form. If we return to the causes of this phenomenon, it is most likely due to a lack of experience and artistic taste, which should be possessed by specialized committees overseeing implementation, in the application of changes in the standards and scientific rules of restoration and repair of monuments of cultural heritage (Table 2).

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3.3 Khan Suleyman Pasha, Located in the Mathat Pasha Neighborhood of Old Damascus Damascus is not a city of stones, Damascus is a spiritual and human space and the result of successive civilizations, and it is the heritage of all mankind. It is pleasant to realize that despite all the wars and cataclysms of the modern world, all kinds of economic problems and sanctions, the city is alive, moreover it tries hard to adapt to modern society and competent restoration works are carried out there. Restoration work at Khan Sulayman Pasha in Old Damascus is currently underway under the direction of the architect engineer, Randa Hashish, who directs the Heritage Committee of the City of Damascus. Khan Sulayman Pasha-caravanserai, was built in 1732 AD by one of the governors belonging to the revered Damascene family, the Azem family (Fig. 7). From the entrance, a long gallery leads to the courtyard, once closed by two domes (Fig. 8), the walls of the Khan are decorated with alternating black and white stonealablak, brought for construction from the south of Syria (Fig. 9). It is only now in 2023, with the restoration currently underway, that these domes were returned to the Khan (Fig. 10). Khan is being rehabilitated, restored and invested by Wahoud Company. The restorations were carried out in the remaining archaeological section with high precision using traditional materials, after analyzing the mortar and the remaining materials included in the structure of the building, the gaskets and all the elements that had been used previously (Fig. 11–12). Several successful interventions were made to increase the space, which was in a deplorable state from centuries of misuse, to adapt it to modern needs and a new function. Some rooms on the ground floor will be converted from commercial properties to intangible heritage properties. Some of the halls will become artists’ workshops and manufactories of traditional Damascus crafts. Some large halls will be adapted as exhibition spaces and art galleries. This project will be reinvested in sustainable tourism, while preserving the Khan’s appearance. In addition, a group of artists will be hired to present paintings, sculptures, traditional crafts, and intangible heritage events on a permanent basis. While retaining its primary function as a hotel on Table 3. Plan of Khan Suleyman Pasha (plan 1983, top view of the stone domes of Khan and a painting by the artist Walter Spencer, painted in 1905).

Fig. 7. Khan’s plan of work of the arch. Hamad Al Marshdi 1983

Fig. 8. Archive photo on Khan Suleyman Pasha (top view)

Fig. 9. The painting of painter Walter Spencer, 1905.

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the first floor, the second floor will be occupied by commercial and educational activities (Table 3). 3.4 Bayat al-Aqqad Bayat al-Aqqad, located on a street parallel to Mathat Pasha, is currently the cultural Center of Denmark, where the Consul General of Denmark lived from before the hostilities in Syria, which of course affected the level of restoration work carried out. This process is inextricably linked with economic, political, social and professional factors. The house belonged to Mustafa Aqqad, located in the Halabin district, previously this place was called the tailors’ market. The exterior facade of the building is unremarkable. The main front door opens onto a deep degliz corridor leading to a distribution space from which one could get directly to the courtyard or take a wooden staircase up to the second floor. This building is notable for the fact that during restoration work, the upper tiers of a large Roman theatre were discovered under the foundations of the building, facing the main street of Damascus of the Roman period. Bayat al-Aqqad is a striking representative of a residential house, the appearance of which was influenced by more than one civilization: Roman-Byzantine (fragment of the masonry of the northern facade), Islamic-Mamluk period (geometric ornament of the mosaic panel located on the northern wall), Ottoman, mid-18th century (the design of the interior alablaq walls, geometric fountain and design of the ca’ad with tosor) and French, more specifically Damascene baroque late 19th - early 20th centuries (decoration of the blue living room). On the example of one building we can analyze the history of an entire city and state - Syria [3]. The multipolarity and dialogue of cultures can be seen in the restoration and adaptation of various rooms of this building for different functional purposes: the Ottoman style to the Damascus Baroque style or as this style is called in Damascus the Ottoman Rococo in the “blue room” of Bayat al-Aqqad. The division into different styles is done on the floors. The lower floor - the entrance area with the adjoining rooms of the state rooms was restored and adapted in the Ottoman style in 1770: alablaq stacking of colored stone, mosaic panels, alajami - wooden color panels, wooden ceilings, and Islamic ornaments - this is seen in the courtyard (Fig. 14), as well as in the Red Room. The upper floor is decorated in Baroque style, circa 1820–30: the smooth walls are painted with blue paint, the built-in cupboards are painted with landscapes, at the end of which are gilded relief arches in Baroque style. The cornice connecting the walls and ceiling is also decorated with landscapes framed in gold in the Rococo style. The color scheme is dominated by blue, green, white and gold (Fig. 13). The appearance of a new architectural style formed at the turn of the century – “post-Ottoman” or “Damascus Baroque” - can be seen in the example of the decoration of the interiors and facades of this building. The mixing of styles of local and European techniques of decorating a traditional residential house was not artificial, it was brought in from abroad, but transformed and adapted with local traditions, in this phenomenon and manifests the relationship of cultures as a consequence of centuries of development of Damascus residential architecture and art [3]. The state or owners (in this case, the Danish Cultural Center Leasehold) acquiring ownership of these buildings and conducting a competent restoration do not harm the building, but rather enrich it and restore its identity and sustainability. The principle of stylistic restoration (Table 5), in which a monument “is

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examined according to its condition at a certain period of time, and it is returned to those forms which, from the point of view of the architect or restorer, are considered most valuable”, as we see in the example of the restoration of Bayat al-Aqqad. On the example of this building we see a competent, scrupulous approach to the restoration of the city’s cultural heritage, which should be an example to follow. The value and authenticity of architectural heritage cannot be based on fixed criteria, as respect for all cultures also requires that its physical heritage be seen in the cultural context to which it belongs (Table 4). Table 4. Khan Suleyman Pasha in the process of restoration in 2023.

Fig. 10. Khan Suleyman Pasha (courtyard in the process of restoration, photo by Randa Hashish).

Fig. 11. Khan Suleyman Pasha (view on the restored domes of the courtyard, photo by Randa Hashish).

Fig. 12. Khan Suleyman Pasha (view on the courtyard before the restoration, photo from the archive).

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Table 5. The interiors of the Bayat al-Aqqad in Ottoman and Baroque styles.

Fig. 13. The inner courtyard of the House of Restoration (photo from the archives of the Danish Cultural Center).

Fig.14. Bayat al-Aqqad Blue Living room, (photo by the author).

Table 6. Bayat al-Aqqad interiors before and after restoration.

Fig.15. Bayat alAqqad after restoration (photo by the author).

Fig.16. Bayat alAqqad before restoration (photo by the author).

Fig.17. Bayat alAqqad before restoration (photo by the author).

Fig.18. Bayat alAqqad after restoration (photo by the author).

4 Conclusion Having analyzed the restoration approach of the above-mentioned buildings, we can conclude that a more careful approach to the restoration process is necessary: involving specialists in this process, in-depth analysis and restoration preparation of the object, allocating the necessary funds and finding appropriate materials, implementing modern restoration and conservation technologies, and subsequent adaptation, and of course we should not forget about the identity and stability of the selected object. A great responsibility in this aspect lies on the training of personnel, and in particular on the

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Ministry of Higher Education of Syria: the need to open Restoration faculties, obtaining higher and secondary education in this field. Syria, which has a huge number of historical monuments, needs highly qualified specialists. We recommend holding international scientific conferences before the restoration to exchange experience and choose the only correct scientific solution on a competitive basis. It is necessary to select carefully contractors to carry out construction restoration work under the close attention of government agencies and specialists. Each intervention should, as far as possible, respect the concept, methods and historical value of the original or earlier state of the structure and leave evidence that can be recognized in the future. To achieve this goal, restoration methods must be constantly improved, which reduces the labor intensity [7]. An example of a competent restoration of the Bayat al-Aqqad (Table 6). Technology does not stand still and today there are many new materials and technologies that are used in the restoration work. They include: – – – –

cold gas dynamic spraying method; weather-resistant method of galvanic gilding of interior elements; new coatings for metal protection, new composite content for masonry (Table 7), and many other methods [10].

Table 7. New materials and technologies that are used in the restoration work. №

Composite content

Component content %

Mortar consistency

Rbend MPa

Rcomp MPa

1

Quicklime Ca(HO)2 Ground sand 8000–9000 cm2 /g Water

35 53 13

plastic and viscous paste

3.8

25.2

2

Quicklime Ca(HO)2 Ground sand 8000–9000 cm2 /g Water

43 43 14

Plastic paste

4.0

26.0

3

Quicklime Ca(HO)2 Ground sand 8000–9000 cm2 /g Water

18.4 20.4 61.2

Very plastic paste

1.5

7.8

The introduction of three-dimensional modeling, which can replace the usual architectural measurements, deserves special attention. 3D modeling opens up many opportunities for restorers and builders, including providing extremely accurate molding of elements of any size and shape, in addition, 3D models are easy to store for future restoration, and you can make maps of monuments indicating all the defects, the position of fixtures and other useful information [8]. Another useful technology for restorers

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is BIM modeling. In fact, it is the next step after 3D scanning. It allows individual design solutions to be checked “digitally” and the best solution to be selected. In addition, BIM technology allows you to predict how the building will behave in operation [9]. In this case, only properly chosen technology can perform high-quality restoration and maximize the preservation of historical features of the monument [10, 11]. In conclusion we can say that a monument is inseparable from the historical epoch in the process of which it was created, the value function of restoration and conservation is to preserve the monument as a work of art and a witness to history. And this constitutes the unity of interaction of all branches of science and technology, contributing to the study and preservation of artistic heritage.

References 1. International Charter for the Conservation and Restoration of Historical Monuments and Places of Interest (Venice, 1964) [Electronic resource]. Access conditions. https://ria.ru/save% 20moscow/20081009/152852076.html 2. Fedorovich NS (2020) Problems of introducing innovations in the restoration of cultural heritage objects. Young Sci 14(304):268 3. Melnik VV (2019) Damascus architecture of the post-Ottoman period and the influence of European culture (Baroque style) on the Damascus traditional house (post-XIX century early twentieth century). Int J Civil Eng Technol (IJCIET) 10(4):985–1000 4. Bobrov YG (2004) Theory of restoration of art monuments: regularities and contradictions. Russian academy of arts. In: Repin, I.E. (ed.) State academic institute of painting, sculpture and architecture - St Petersburg, p 102, Date of admission to EC: 06.07.2004 5. Krokhina AA (2019) Problems of restoration of architectural monuments in the conditions of modern urban planning (legal aspect). J Step Sci 3:30–32 6. Khmud K, Zhumayli K, Melnik VV (2018) Urban architectural heritage and sustainable tourism. Ecol Environ 209:209–220 7. Konov AP (2014) Preservation (restoration) and protection of cultural heritage objects (historical information of memory subjects) SPb (2014). — [Electronic resource]: «ARTconservation». Access mode. http://art-c-on.ru/node/1932. Accessed 31 Mar 2023 8. Klyuyev SV, Klyuyev AV, Sopin DM, Netrebenko AV, Kazlitin SA (2013) Heavy loaded floors based on fine-grained fiber concrete. Mag Civil Eng 38(3):7–14. https://doi.org/10. 5862/MCE.38.1 9. Makul N et al (2021) Design strategy for recycled aggregate concrete: a review of status and future perspectives. Crystals 11(6):695 10. Klyuyev SV, Guryanov YV (2013) External reinforcing of fiber concrete constructions by carbon fiber tapes. Mag Civil Eng 36(1):21–26. https://doi.org/10.5862/MCE.36.3 11. Kolesnikov A et al (2022) Modeling of non-ferrous metallurgy waste disposal with the production of iron silicides and zinc distillation. Materials 15(7):2542

Integrated Design of the Architectural Environment by Combining Architectural, Design and Technical Solutions S. B. Pomorov(B)

, R. S. Zhukovsky , A. V. Gorskikh , V. V. Nemykin , and A. D. Zhdanova

Institute of Architecture and Design, Polzunov Altai State Technical University, Barnaul, Russia [email protected]

Abstract. The article deals with integration processes and interdisciplinary interaction of architecture, design, art and engineering disciplines. The features of the modern stage, as well as the experience of Russian and foreign methodological developments, are noted. A method of complex (multilevel) design of objects and systems of the architectural environment is proposed, which has been tested at the Institute of Architecture and Design of the Polzunov Altai State Technical University for more than fifteen years. The method includes four major stages: “Verbal Design”, “Conceptual Design”, “End-to-End Multi-Level Design”, “Integration of Design Levels. These four stages include nine methodological steps: Selection of marker words, Formulating a project motto, Drawing up an identification code, Determining compositional means and techniques Binding style identifiers to media, Development of the architectural environment fragments, Clarification of compositional techniques from the area of “Action”, Clarification of the design concept and making adjustments to the system of architectural environment fragments system, Issuance of an internally agreed complex design project. Selection of relevant identifiers, such as “Light”, “Color”, “Texture”, “Shape”, taking into account promising information and interactive technologies in the design of the architectural environment. We indicate the approbation of our method at different stages of its formation, including modernity, on the example of a complex architectural and design project for a medical institution: the Altai Regional Diagnostic Center in Barnaul city, Russia. Keywords: Architecture · Design · Architectural Environment · Integrated Design · Combining Architectural · Design and Technical Solutions · Method · Approbation

1 Introduction The relevance of the article lies in the need to study integration processes, interdisciplinary interaction between architecture, design, art and engineering disciplines at the present stage. It is worth to determine their place and role in the practice of forming the architectural environment, as well as to consider the creative methods of architects and designers in this area. © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 396–405, 2024. https://doi.org/10.1007/978-3-031-44432-6_47

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Recently, the need to conduct a study of the application of information technologies in the areas under consideration has become urgent. The creation and development of the multidisciplinary qualities of environmental design is associated with the names of Russian theorists and practitioners and is described in scientific publications by V.L. Glazychev, G.B. Minervin, A.V. Efimov, A.P. Ermolaev, S.M. Mikhailov, M.V. Dutsev, V.T. Shimko, T.O. Shulika, N.I. Shchepetkov, L.P. Kholodova and other authors [1–11]. Scientific studies on the synthesis of the considered scientific and practical subjects in the field of design of the architectural environment are presented in the articles of well-known foreign theorists and practitioners in the field of Art history, Architecture, Design, Cybernetics, Information Technology, such as R. Arnheim, R. Venturi, K. Lynch, S. McQuire, A. Bartosh, S.B. Fletcher, H. Haas, B. Hillier, T. Ito, C.M.G. Tscherteu, M. Wiberg and others [6]. Recently, more and more attention has been paid to the issues of technology transfer and best practices in the field of Architecture, Design, Art and Technology [12]. This issue has traditionally been one of the main ones on the platform of interaction between the Interregional Public Organization for the Promotion of Architectural Education (“Mezhregionalnaya Obshchestvennaya Organizatsiya Sodeistviya Arkhitekturnomu Obrazovaniyu” or “MOOSAO”), which includes about 80 architectural and design higher schools, which is being reformed today into the International Association for the Development of Education in the Field of Architecture and Design (“MAROOAD”).

2 Methods and Materials The main research methods are analysis of literary and design published materials, formalization and synthesis. The materials studied listed in [1–12], and shown as one of our recent projects as an example. The purpose of the article is to identify the features of integration processes, to propose the author’s method for the integrated design of the architectural environment, to illustrate the approbation of the method using one of the examples. Thus, we will focus on one of the methods proposed by different scientific schools, based on the methodology of complex (multi-level) design, developed and tested at the Institute of Architecture and Design (InArchDis) of the Polzunov Altai State Technical University (AltSTU). Let us designate its features. For more than fifteen years of studying integrative processes and testing on this site, we have identified several design stages regarding the methodology of complex (multilevel) design. They include several successive steps and their refinement is still ongoing and presented as for now in Table 1 and additionally interpreted in Fig. 1:

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Stages No.1 – Verbal Design

No.2 – Conceptual Design

No.3 – End-to-End Multi-Level design

No.4 – Integration of Design Levels

Steps No.1 – Selection of marker words to characterize the

design object; building a verbal series No.2 – Formulation of the concept and project motto in the form of text No.3 – Configuring identifiers, determining their content (design code) No.4 – Determination of a set of actual compositional means and techniques No.5 –Binding style identifiers to media No.6 –Level-by-level development of fragments (subsystems) of the architectural environment No.7 –Clarification of compositional means and techniques, as well as their scope No.8 –Clarification of the concept; making adjustments to the level-by-level development of fragments (subsystems) of the architectural environment No.9 – Coordination of integrated designlevels, issuance of a comprehensive design project.

Fig. 1. Logarithmically composed graph, showing rough interpretation of time-management to reach each step and stage of proposed multi-level design approach.

3 Results and Discussion 3.1 Basics of Proposed Integrated Design Method In each step, we can reveal its own features of proposed method:

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Stage No. 1 – Verbal Design. Concept Formulation. This is the initial stage of the entire complex design. It begins with the most preliminary characteristics of the design object. This is done abstractly, not pictorially, at the level of words, verbal designations, in other words, verbally. The purpose of the stage is to formulate the concept and select at the conceptual level some marker words that are important for the design, which will subsequently allow some work with identifiers.

Fig. 2. Scheme of the full set of identifiers relevant for integrated design method.

Stage No.2 –Selection of Identifiers. Determining the Content of Identifiers. Identifiers (“Idents”) are the main determinants of integrated design. How do they come together? How to systematize them? A person perceives the world around him through sensory channels. Based on this, the identifiers should include: “Shape”, “Color”, “Texture” and “Light”. All of them, with the possible exception of the categories “Sound” and “Smell”, are the main categories of composition in architecture and design, they are relevant for human sensory channels. The set (configuration) of identifiers can be complete or close to that. The complete set is the perfect case (see Fig. 2). Stage No.3 – End-to-End Multi-level Design Determining the Content of Identifiers, Establishing their Characteristics. When determining the content of such features as shape, color, light, etc., marker words play an important role. It is they that allow you to choose the most clear characteristics at the pre-design stage, for example, in terms of the “shape” feature, which can be specified by a point, line, figure, three-dimensional figure, etc. Marker words for the preferred shape: “smooth line”, “round spot shape”, “broken line”, “sharp shapes”, etc. In addition, marker words are directly related to the selection of a color code. Here it is important to know the emotional characteristics of colors; here H. Frieling’s judgments are known and useful [16]. The Choice of Adequate Compositional Techniques. Compositional techniques (means and laws) are well known from the theory of architectural and artistic composition. The choice of certain compositional techniques and means of composition is also directly related to the stages of verbal design and concept formulation. Development of Elements of the Architectural Environment. Based on the concept and established identifiers, as well as selected compositional techniques, a step-bystep design of the architectural environment elements is carried out, architectural and

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compositional, graphic, object-environmental, etc. Designing each of the listed elements is a relatively independent task. Stage No.4 – Integration of Design Levels. Issuance of a Comprehensive Design Project. At this stage, it is important to bring all the heterogeneous design solutions of the architectural environment elements together. This stage requires making adjustments, clarifying the found local, single solutions. It is contradictory, laborious. The positive thing here is that the elements of the architectural environment begin to appear as interconnected. 3.2 Approbations of Integrated Design Method One of the approbations of this method was the preparation of the work “Complex Design Project of the Exhibition of the Altai Territory as an Honored Guest at the Français-Conte Fair - 2010 as part of the Altai Krai participation in the Year of Russia in France and the Year of France in Russia (exhibition center “Micropolis “, Besançon, France – InArchDis AltSTU andCJS company “EAR”, 2010. Authors of the architectural solution: Pomorov S.B. (main architect), Erokhin N.A., Zinoviev V.G., Makarov A.E.; with the participation of Ramensky V.A., Pomorova Yu.G. et al.). Let us illustrate the implementation of this method on the example of the recently completed work “Scientific justification with architectural and design project for the modernization of the Diagnostic Center of the Altai Krai building” (DCAK)”. The DCAK was established by the efforts of the federal and regional authorities at the end of the 20th century. Many famous people were involved in its creation. DCAK housed in a building designed for another public function, erected at the late Soviet years. The adaptation of the building specifically for the healing function, the further expansion and compaction of functions constituted one of the problems that marked the intention of its renovation. Another range of problems that outlined the directions for the development of a comprehensive project is the need to create recognition of this unique object of medical diagnostics for the region, to create its corporate style, corporate identity. All together led to the idea of developing a comprehensive project for the modernization of the DCAK. Tasks for the development of scientific and technical products were: – Optimization of functional processes and planning solutions in a building consisting of three bodies; – Modernization of the internal architectural environment; – Increasing the aesthetic appearance, improving the development of the corporate identity of the institution. A temporary research team was created, which included highly qualified specialists, architects and designers of InArchDis, acting as project team leaders, as well as the most talented senior students who have proven themselves in competitive design (Vasilenko E., Dergileva A., Khomyakova A., Iljinykh A., Raspopina A.). Competitive design was included also in the current plan of the scientific and design process. In addition, InArchDis representatives and specialists from the DCAK found a working group to conduct the design process.

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A detailed acquaintance of the working group with the experience of designing and modernizing relevant facilities preceded a comprehensive design project. Important aspects were fixed, namely: the spatial parameters and the initial functional zoning of the DCAK building as a whole; the main directions of modernization, discussed with the customer, as well as ideas about what exactly would improve the convenience of patient care (for example, the absence of overlapping processes). The working group made the main conclusion – the significance of the DCAK for Altai Krai dictates the need for an integrated approach to its design, which made it necessary to formulate unique requirements for the design method and the composition of the project. In general, the entire complex project was combined from two large parts: 1) Design of the architectural environment in the building and in the adjacent street space (interiors and exterior); 2) Design of the corporate identity elements. Concept. Marker words formulated and related to the concept: “Health”, “Science”, “Sterility”, “White Color”, “Shades of White”, “Environmental Friendliness”, “Participation”, “Natural Textures and Factures”, “High Technologies”. As a leading design theme, after disputes and discussions, the working group developed an artistic image of a medical institution common to the entire project with a predominance of white and its shades. Architectural Solution. Initial Functional Zoning. We carried out the analysis of the enterprise’s initial functional zoning. The analysis revealed the existing shortcomings: – Overcrowding of functions and lack of space; – Intersection of visitor flows, cargo flows, personnel movements. The entire space of the DCAK, in order to solve the tasks setis divided into functional zones, in particular to regulate pedestrian flows (Fig. 3). To carry out an architectural part of the project, we developed an architectural &design solution for the main entrance space and a service entrance space, as well as the proposals for redevelopment (Fig. 3–4).

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Then, we designed the corporate identity with its elements, including logo / sign, unified color scheme, set of corporate colors, modular grid, fonts, image graphics, graphic language, basic elements of navigation (Fig. 5). Contributing to the initial conditions, following the concept, we designed a color harmony as a corporate element, subordinate to the leading motive: shades of white, and two main complementary color harmonies, made up of a green-bluish with golden hues group as well as a group of brown-ocher colors with colors and textures of natural wood (Fig. 6).

Fig. 3. Scheme of basic (top-left) and designated (bottom and right) functional zoning of DCAK building.

On the basis of the competition held, we carried out the proposed ideas, the development of the main elements of the corporate identity, all made up the brand book.

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Fig. 4. Façade fragments of DCAK building with logo implementation.

Fig. 5. Design of main entrance lobby, DCAK building, Top-left – view from the entrance on image wall: Top-right – general lobby view; Bottom-left – view of the registry; Bottom-right – view on the Kolyvan vasenear stair-and-elevator hall.

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Fig. 6. From the corporate identity brand book. Left – graphical language; Right – Color code.

4 Conclusion The interdisciplinary interaction of architecture, design, art and engineering disciplines is a characteristic feature of integration processes at the present stage. The study of integrative processes and testing in different cases led to the development of the author’s method for complex (multi-level) design, where several design stages and several successive steps are identified. The key stage is the selection of identifiers; determination of the content of identifiers. Identifiers include categories such as “Shape”, “Color”, “Texture” and “Light”. All of them, with the possible exception of the identifiers “Sound” and “Smell”, are the main categories of composition in architecture and design and must be taken into account in the methodology of complex (multi-level) design, and this is the next stage. Recently,one can recognize as a relevant to conduct a study of the application of information technologies in the considered areas related to the design, in particular, interactive design as an integral part of the architectural environment design.

References 1. Dutsev, M (2022) Architectural environment as a contemporary. Art Culture 4(43), 34–81. https://doi.org/10.51678/2226-0072-2022-4-34-81 2. Esaulov, G (2018) On identity in architecture and urban planning. Academia. Architecture Constr 4, 12–18. https://doi.org/10.22337/2077-9038-2018-4-12-18 3. Efimov, A (2021) The phenomenon of urban identity. Archit Modern Inf Technol 1(54), 262–267. https://doi.org/10.24412/1998-4839-2021-1-262-267 4. Karpenko, V (2021) Light forms in urban environment. Light Eng 4(29), 6–15. https://doi. org/10.33383/2021-033

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5. Khaldeeva, O, Shulika, TO (2021) Abstract vision as a tool for research the artistic aspects of the world order and the formation of design consciousness in the art of the 20th century. Decorative Art and environment. Gerald of the MGHPA 4–1, 167–179. https://doi.org/10. 37485/1997-4663_2021_4_1_167_179 6. Loshakov, PI (2022) Modular structures as architectural environment arrangement. Constr Mater Products 5(1), 37–53. https://doi.org/10.34031/2618-7183-2022-5-1-38-53 7. Mikhailov, S (2020) Gender approach in architecture and design. Housing Constr 4–5, 26–32. https://doi.org/10.31659/0044-4472-2020-4-5-26-32 8. Pomorov, S, Prokhorov, S, Shadurin, A, Prokhorov, N (2021) Architecture and design: substitution in attaining of decorative disciplines in project field. Tomsk State University Bulletin. Cultural studies and art history 42, 204 – 213.https://doi.org/10.17223/22220836/42/17 9. Poydina, T, Pomorov S (2022) Integration processes in modern design and art culture. Bull. Slavic Cultures 66, 120–133. https://doi.org/10.37816/2073-9567-2022-66-120-133 10. Shchepetkov, N (2021) Physics of light in the architecture of the future. Archit Modern Inf Technol 1(54), 248–261. https://doi.org/10.24412/1998-4839-2021-1-248-261 11. Shulika, T (2021) Algorithm for creating a design concept based on the results of context analysis. Archit Modern Inf Technol 3(56), 400–415. https://doi.org/10.24412/1998-48392021-3-400-415 12. Zhukovsky, R (2022) Urbanized environment in master’s theses 2019–2022: current problems and concepts. Architecton: Proceedings of Higher Education 4(80), 35. https://doi.org/10. 47055/1990-4126-2022-4(80)-34

Dialogue of Cultures and Twin Cities as Concepts for the Development of the Cultural and Historical Environment of Yakutsk V. A. Yakovlev(B)

and A. E. Petrova

North-Eastern Federal University (NEFU), Yakutsk, Russia [email protected]

Abstract. This scientific article deals with the development of the cultural and historical environment of the city of Yakutsk. The author focuses on the importance of relations and connections between different cultures and the participation of sister cities in the formation of the urban environment. The study is based on the analysis of data on the interaction of Yakutsk with its sister cities and their influence on the development of the cultural and historical aspects of the city. The author found that the dialogue of cultures and the practice of twinning play an important role in the formation of cultural heritage and the development of the urban environment. Sister cities that have similar historical, cultural or geographical features contribute to the exchange of experience and knowledge, cultural enrichment and strengthening of mutual understanding between peoples. The article describes the successful international strategy of Yakutsk and its features of the twinning model, and also gives examples of specific initiatives and projects that have been implemented through this partnership. The results of the study confirm the effectiveness of the dialogue of cultures and the participation of sister cities in the preservation and promotion of cultural heritage, the development of tourism, education and other areas of urban life. This study contributes to the understanding of the relationship between cultural and urban processes and provides a basis for developing strategies for the development of the urban environment, taking into account the factor of the dialogue of cultures and the twinning model. The results obtained can be useful for urban planners, local governments and researchers interested in the development of cultural heritage and the urban environment. Keywords: Dialogue of Cultures · Environment · Culture · Sister Cities · Yakutsk · Russia · International Dialogue

1 Introduction The article examines the classical understanding of cultural dialogue and its modern transformations. The notion of dialogue in the cultural process has a broad meaning. It includes the dialogue of the creator and the consumer of cultural values, the dialogue of generations, and the dialogue of cultures as a form of interaction of peoples. As trade and migration of the population develop, the interaction of cultures inevitably expands. It © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 406–413, 2024. https://doi.org/10.1007/978-3-031-44432-6_48

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serves as a source of their mutual enrichment and development. The dialogue of cultures is a form of interaction, understanding and evaluation of cultural subject matter, and is in the center of the cultural process. Under the cultural-historical environment is understood the social and spiritual environment of the person, which includes the historical processes, cultural traditions, developed on the territory of the city. The purpose of this article is to introduce the twin cities of Yakutsk and show that the cooperation of the cities is expressed in the exchange of delegations, artistic and sports teams, exhibitions, literature, movies, photographs of the cities’ life and information about the experience of urban economy.

2 Methods and Materials The peoples of the Republic of Sakha (Yakutia), through the ideas of circumpolar civilization, Eurasian integration, and the culture of the North, are confidently included in the globalization process taking place in the world, while maintaining their cultural identity. If you look at Fig. 1, you can see that people of different nationalities who know how to appreciate their own culture and at the same time respect another inhabit the region.

Fig. 1. National composition of the Republic of Sakha, %.

Currently, the concept of “dialogue of cultures” is becoming one of the most widely used in various disciplines of the humanities. It refers to the interaction between bearers of different values, with some values becoming the property of representatives of another culture. The bearer of culture is most often the person who grew up in this system of values. Cultural interaction can take place at different levels. The simplest example of dialogue is when a citizen of the Russian Federation communicates with a person who grew up in China. This mode of interaction requires recognizing and acknowledging one’s own in someone else, while retaining the value of speech and conversation based on mutual understanding [1].

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The purpose of the dialogue of cultures is the exchange of different kinds of information, an opportunity for peoples to know and understand each other better, to move to a better level of communication. Today, in the context of expanding intercultural relations, the understanding and acceptance of subcultural differences is relevant. Interaction between cultures takes place on several levels: • Ethnic (characteristic of relations between local ethnicities, historical and geographic and other communities); • Personal (forms the personality of an individual under the influence of cultural traditions “external” to his natural cultural environment); • National (reflects the relationship between nations as multi-ethnic communities, taking into account the territorial and geographical, linguistic, religious and sociocultural diversity of cultures) • Civilizational (represents interstate relations, political and legal ties). Such communicative contacts of different cultures in the space of the city change the appearance of the cultural space of Yakutsk. They help to penetrate into the system of values of a particular culture, to overcome stereotypes, to enrich the spiritual world of the individual. The formation and development of the city culture is greatly influenced by the cultural heritage understood by the author as an integral cultural and natural complex, which includes both individual historical and cultural monuments (architectural and iconographic materials) and interconnected with them characteristic landscapes, natural monuments - [2]. At the end of 2022, one could see the dialogue of cultures in action. Yakutsk hosted the V Interregional Youth Ethno-Forum “Dialogue of Nations - Dialogue of Cultures”, which was attended by more than 20 representatives of different nationalities of Russia and the world. It is also worth mentioning the sister cities of Yakutsk. The twinning movement has a special meaning today. It promotes the development and establishment of international ties. Thousands of cities around the world maintain friendly relations within the framework of signed agreements. Yakutsk is no exception. The capital of the Republic of Sakha is in twinning relations with 7 cities: 1. Fairbanks is a city in central Alaska. It is connected with Yakutsk by schoolchildren exchange program, similar climate conditions, history and culture. 2. Murayama is a city in Yamagata prefecture of Japan. Cooperation with Japan opens new prospects for introduction of greenhouse and waste incineration technologies. 3. Yellowknife is the administrative center of Canada’s Northwest Territories. It has a diamond industry in common with the nation’s capital. Although the climate in both cities is also the same. 4. Heihe is an urban district in the province of Heilongjiang (China). For Yakut residents such cooperation includes comprehensive development of scientific and technical, trade and economic, cultural, social relations, as well as exchange of delegations of specialists in various areas of life, representatives of culture, youth, entrepreneurship, sportsmen. 5. Changwon is the capital of Gyeongsangnam Province (South Korea). The friendship between the cities began in 2000. Delegations have repeatedly participated in cultural

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events. In 2021, Changwon rendered great assistance to fight coronavirus by sending a batch of medical masks to Yakutsk residents. 6. Harbin is the administrative center of China’s northernmost province, Heilongjiang, 500 km northwest of Vladivostok. The signed agreement on cooperation has opened wide opportunities for mutual development of the cities. This relationship is important not only for the import of Chinese products into the republic, but also for the export of goods by local producers. For Yakutsk, Harbin is the “window” through which we have access to the external Chinese market. 7. Olympia is a city in Greece, where the Olympic Games originated and for many centuries were held. The delegation of Ancient Olympia took part in the opening ceremony of the V International Sports Games “Children of Asia”. To perpetuate the twinning ties with the twin cities, a commemorative stele was erected near the Yakutsk District Administration building. The composition (Fig. 2) is a pole 4,2 m high, 7 signs with the names of cities and countries, where they are located, as well as the distance to them in kilometers, come out of it. The memorial sign provides for the possibility of adding pointers with the names of new twin cities.

Fig. 2. “Twin Cities” composition with coats of arms of cities.

If to look at twinning from the point of view of the city space, it as cultural and social practice helps to establish economic cooperation, to actualize the historical and cultural past, to strengthen tolerance to another culture, to change social space of the city. Economic relations of the twinned countries favor investment attractiveness of the region, development of entrepreneurship, as well as contribute to the appearance of new jobs. In terms of social orientation, the citizens feel that they are part of the

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global community. They realize that others are interested in mastering their culture and problems. The mutual interest of residents of different nationalities contributes to the development of tolerance in society, respect for cultural differences and values, which are manifested at the level of mentality, language and traditions. Positive changes in partnership relations on the quality of life of Yakuts are noticeable. More and more projects in education, sports, leisure and health care are implemented in the city. It is worth noting that cooperation with foreign partners for Yakutsk (Fig. 3) has opened new opportunities for the development of domestic and foreign tourism - [4].

Fig. 3. Monument to the Russian explorer S. Dezhnev and his Yakut wife Abakayada.

International relations enlarge the information field, give an opportunity to use the experience of twin-cities for the benefit of politics, economy, education, etc. Through such links, the city becomes a participant of the globalization process and declares itself on the world arena. Yakut international brotherhood constantly maintains friendly relations, exchanging delegations, artistic and sports teams, exhibitions, literature, movies, photographic materials about the life of cities and, perhaps, the most important - information on the experience of urban economy. The interaction is expressed in different areas: • • • •

visits of special delegations; preparation of sports competitions; organization of exhibitions; joint celebration of significant dates;

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• assistance during emergencies and disasters…

3 Results and Discussion It is worth noting that the dialogue of cultures in Yakutia manifests itself in different variants of the school education system. It solves the tasks of upbringing and education of children in the spirit of bringing up a tolerant personality, who respects the native culture, the culture of other peoples and is ready for intercultural dialogue - [3]. Evidence of the convergence of different cultures are: an intensive cultural exchange, the development of institutions of education and culture, the spread of health care, the spread of advanced technology, providing people with the necessary material goods and the protection of human rights. It should be added that some festivals, master classes, and excursions are constantly held in the Republic of Sakha. In 2023, it is planned to hold 2 significant events (Table 1). As a form of intercultural communication, they contribute to the formation of a benevolent and less stereotypical attitude between representatives of different peoples through personal communication and interaction, as well as directly through showing the cultural characteristics of people of different cultures. Table 1. Significant events of Yakutsk for 2023. List of valuable historical dates 1. 200th anniversary of the birth of Alexander According to the presidential decree, this year Nikolaevich Ostrovsky will mark the anniversary of the great Russian playwright 2. 150th anniversary of the birth of Sergei Vasilyevich Rachmaninov

The President of the Russian Federation instructed to prepare a plan for the celebration of the 150th anniversary of the Russian composer and conductor

It is expected that in the future Yakutsk will have more sister cities, and the exchange of culture and history will continue. Within the framework of the national project through the Ministry of Culture and Spiritual Development for 2023, 3 regional projects are being implemented, shown in Fig. 4. The total amount of funding for this year is 971.60 million rubles (Fig. 5).

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Fig. 4. National projects of Yakutia for 2023.

Fig. 5. Amount of funding for national projects 2023.

4 Conclusion The international dialogue of cultures in Yakutsk is a condition for peaceful existence and development. It strengthens interaction between peoples, makes it possible to see the common and different between different cultures, as well as to realize one’s place in the world’s global culture. As reality shows, the activation of a synchronous dialogue of cultures is reflected in the arts, generating stylistic pluralism in science, increasing the level of integration of scientific communities of different countries, in everyday culture, expanding the field

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of application of human interests and creating favorable conditions for mastering other cultural practices. Today interaction with twin-cities is formed in the following spheres of life: medicine, sports, ecology, cultural areas and many others. It definitely has a positive effect on the city’s prosperity! The purpose of this article was achieved - acquaintance with the partner cities of Yakutsk was made, the connection of the dialogue of cultures was shown. On the topic that occupied us during the whole process, we clarified the concepts of dialogue of cultures and sister cities. In relation to all of the above, the logical conclusion was made - the partner cities and the interaction of the residents of Yakutia with other cultures, make the capital of the Republic of Sakha a modern, comfortable place to live. According to Yevgeny Grigoriev, head of the city of Yakutsk, by 2024 Yakutsk will be the best city in the permafrost. Acknowledgements. I, Petrova Aina E., would like to express my sincere gratitude to my scientific advisor, Valeriy Aleksandrovich Yakovlev, for his help in finding sources of literature, which became the basis for writing this scientific article.

References 1. Myrzabekov M, Sadykova R, Myrzabekova R (2014) Contemporary cultural and humanitarian cooperation between the countries of central Asia. Procedia Soc Behav Sci 122:13–18 2. Efendiev, FS, Lipets, EY, Ayvazyan, AA (2021) Dialogue of cultures in the modern world: new identifications in the age of digital civilization. In: materials of the VII All-Russian youth scientific-practical conference “dialogue of cultures in the modern world: new identifications in the epoch of digital civilization”, Nalchik 3. Schegoleva, V: Interaction of Cultures in the Space of the City (2011) 4. Olesova, AP (2016) Dialogue of cultures as a strategy of language education in the republic of Sakha. Modern Sci-Intensive Technol 5–1 5. Koleva, ZI.: Twinning as a cultural and social practice, affecting the formation of the social space of the city. Culturology (2012) 6. Pratt, AK (2011) Cultural contradictions of the creative city. City, Culture Soc 2–3 7. Prokopenko, A.E (2009) International relations of cities. Power 4 8. Alborova, MB (2019) Diplomacy of cities as an important factor in the development of modern international relations in conditions of digital civilization. Int J Humanit Nat Sci 8–1

Application of Fractal Methods in the Design of Modern Structures Irina Mayatskaya1,3(B) , Svetlana Yazyeva1,3 , Magomed Gatiev2,3 Vladimir Kuznetsov1,3 , Sergey Klyuev3,4 , and Linar Sabitov2,3,5

,

1 Don State Technical University, Rostov-On-Don, Russia

[email protected]

2 Kazan(Volga region) Federal University, Kazan, Republic of Tatarstan, Russia 3 Ingush State University, Magas, Russia 4 Belgorod State Technological University named after V.G. Shukhov, Belgorod, Russia 5 Kazan State Power Engineering University, Kazan, Republic of Tatarstan, Russia

Abstract. Fractal architecture allows you to find the most unusual in shape and structurally optimal building structures. If earlier architects drew their inspiration from natural objects, then modern designers also use the methods of mathematics, for example, fractal geometry. And the purpose of the research is to find the most complex forms among natural objects and nonlinear mathematical structures. It is worth noting that fractal geometry methods are a very effective method of mathematical modeling of architectural objects. Fractal shaping algorithms in the form of shifting, self-similarity, sliding can be used in the design of a variety of structures. The fractal principle in the design of structures allows you to make the structure unique. The properties of fractals contribute to the creation of unusual and comfortable structures by modern architects. Computer modeling methods and digital technology capabilities are used to design these structures. The use of modern design technologies and methods of fractal geometry allows you to create structures with a fractal structure. This makes it possible to find optimal solutions when designing these structures. Very often, when designing, such methods as a trace of movement, bending, bending of surfaces, forms of wildlife are used. Fractal algorithms also allow nonlinear transformations of the original structure. The use of fractal structures in the process of architectural shaping makes it possible to form a harmonious architectural appearance of cities. Keywords: Fractal Geometry · Fractal · Mathematical Modeling · Architecture · Shaping · Structures

1 Introduction A new look at the world around us has led to an understanding of random and fractal processes and phenomena in various fields of science, including architecture. Modern architects in the design of unique structures widely use digital technologies and software systems for mathematical modeling of objects. By creating models using computer technology, architects can create the most modern structures, and they have the opportunity © The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 414–422, 2024. https://doi.org/10.1007/978-3-031-44432-6_49

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to find the best design option. These buildings may represent objects from the future, but they are built in our time. And there are those architectural structures where the fractal principle was applied in the design, making the object itself unique and unrepeatable. Each new project or new technology is based to one degree or another on the knowledge and images that have already been applied, only on a different level of understanding and perception. There is a continuous development of science. Mathematical methods allow us to design structures where fractal geometry methods are applied. In the modern world in the 21st century, architects have built many structures that belong to fractal architecture [1, 2]. The study of fractal methods allows architects to use computer modeling to find new forms and structures for their projects. This makes it possible to reveal hidden aspects of shaping, to create completely new architectural forms. The fractal approach is an effective research method that not only allows you to find amazing and rational solutions, but also to influence a person’s emotions, create a harmonious environment for his living.

2 Materials and Methods The purpose of the study is a detailed definition of the concept of “fractal” and the application of the fractal method of mathematical modeling in fractal architecture. The research method is based on an integrated approach, which includes mathematical methods of modeling, observation, graphoanalytic method of analysis of the shaping of architectural objects. The comparative analysis of the forms and structures of the buildings under consideration is widely used in the work. Presently, digital technologies have become widely used. The development of mathematical methods makes it possible to create structures and structures with a complex geometric shape. The materials presented in the article allow us to evaluate this possibility. Achievements in the creation and production of modern materials help architects create unique buildings.

3 Results In the construction of modern buildings with fractal architecture, architects created structures that used fractal elements [3–5]. For example, these were self-similar and similar shapes, often using lines, shapes and surfaces similar to natural objects [6]. The concept of “fractal” was proposed by Benoit Mandelbrot in his monograph “Fractal geometry of Nature”. A fractal is a complex structure on a plane or in space consisting of similar or self-similar elements with a broken shape. It is characterized by regularity and irregularity, chaotic and orderly. Geometric fractals such as the Sierpinski triangle, curves of Koch, Piano or Levi are widely known. With the help of fractals, mathematicians can get natural landscapes, for example, images of the coastline, mountain range, sea surface. Figure 1 presents visualizations of the most famous algebraic fractals of Mandelbrot and Julia.

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Fig. 1. Fractals of Mandelbrot and Julia.

So, fractal structures are a set of elements (parts) that have the properties of hierarchical formation, continuity of the construction of a whole from parts, fractional dimension, uncertainty of form and obey stochastic laws. Fractal structures were used in architecture before Benoit Mandelbrot introduced the concept of “fractal”. In the development of fractal architecture, two stages can be distinguished: intuitive and conscious. Intuitive fractality is present in many structures of world architecture (see Fig. 2).

Fig. 2. Cathedral in the Gothic style (Cathedral, Barcelona, Spain).

The works of Antoni Gaudí can be a striking example [7]. He redefined his views on Gothic architecture and created forms that only partially resemble buildings built in this style. Antoni Gaudí used the fractal-like shapes of the cathedral in the form of natural objects to create his sandy temple. He also used fractal elements inside the structure. Antonio Gaudi’s ingenious project – the Sagrada Familia (The Redemptive Church of the Holy Family) is a unique structure, the construction of which continues to this day. This structure is a hymn to the fractality of architectural objects, in which all the basic concepts of fractal geometry and the theory of deterministic chaos are realized.

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Unity in the so-called chaos. This structure is also built on the use of bionic principles. Sagrada Familia is the perfection of both fractal and bionic architecture. Antoni Gaudí created the world’s greatest masterpiece in architecture and set a high framework for other architects. He became the founder of architectural bionics, which applies the methods of fractal architecture. These two directions are mutually intersecting in the works of the great architect. But in Spain there are other unique structures of fractal architecture (see Fig. 3).

Fig. 3. Sacred Heart Temple on Mount Tibidabo, Spain.

And modern architects widely use fractal structures when designing their buildings. The combination of fractal architecture and digital technologies for visualizing images on the facade of a building is amazing. An example of such a symbiosis is the Markthal market complex in Rotterdam (the Netherlands). Markthal is a modern construction with residential and office premises and a huge market hall. The building is a three-dimensional object in the form of a horseshoe with rows of windows located along the lines of this figure. The windows are located along the entire curved surface of the structure, even in its inner part. A fresco on the concave ceiling is installed on this domed part above the market hall itself. To do this, a digital image was created, which was then applied to aluminum panels. The result surprises and impresses with its volumes. Architects in the Netherlands design and build interesting buildings. Pete Blom created a number of houses in which blocks in the form of a cube, which he installed on its top (the “Art Cube” Complex). The walls and windows are tilted at an angle of 54.7°. The organization of space inside and around buildings is original. It is instantly obvious what “fractality in architecture” is. Many monuments of architecture have a high level of fractal character. The choice of architectural elements in the mansion of A.V. Lopatina (Moscow) is interesting.The project was carried out by the architect Alexander Kaminsky. This building is unique, since ancient Russian traditions were used in the design, but the building still amazes with its forms and architectural elements. The outer façade is covered with a continuous ornamentation reminiscent of the patterns of an old carpet, interspersed with colorful ceramic inserts. The windows on the first floor are rounded upwards, forming an arched

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arc decorated with floral patterns. Comparing the windows of the first, second and third floors, we can note that they have a fractal structure with sliding. They only slightly resemble each other in shape, not repeating the very geometry of the window openings. Architect A. Kaminsky made the mansion functional in terms of the organization of the internal space. One building served Lopatina both as a warehouse, as an office and as living rooms. The layout of the house was modern and differed from the organization of the interior space adopted at that time. After creating fractal geometry, the use of fractal algorithms for constructing elements of structures becomes conscious. The fractal approach, as a research method, a method of designing and modeling architectural forms, is widely used in the design and construction of modern buildings [4, 6]. The use of regularities in the structure and organization of natural objects in shaping allows architects to create structures with a fractal structure. Back in the 20th century, methods of fractal analysis were used in the practice of urban planning. Many architects have applied methods of architectural shaping based on fractal geometry and nonlinear dynamics. Examples include the following facilities: multifunctional center «Mixed use Tower» (Manchester, Great Britain), residential complex «VM Houses» (Copenhagen, Denmark) and others. The complex of buildings «Bosco Verticale» (Milan, Italy) is two towers 76 and 110 m high with green facades, which have a fractal structure (see Fig. 4). This project is built on the principles of fractal architecture and green building.

Fig. 4. Sketch of fractal elements of the complex of buildings «Bosco Verticale» (Italy).

In Shanghai, an amazing skyscraper «Shanghai Tower» was built, which occupies one of the first places in the ranking of the tallest buildings in the world (see Fig. 5). Two properties of fractal geometry are clearly traced here: dissymmetry and scaling. Dissymmetry is the unity of symmetry and asymmetry, and scaling is a changing likeness or likeness with sliding [8, 9]. The tower blocks have a similar shape in combination with the facade twisted along the height of the building. This structure symbolizes future

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Fig. 5. Sketch of the twisted structure of the skyscraper «Shanghai Tower».

architectural trends. Spiral cylindrical shape with widened base makes tall object more stable. The projects of the architect Zaha Hadid can be vivid examples of world modern architecture: Business center “Dominion Tower” (Russia); Shopping and entertainment complex “Galaxy Soho” (China); Multifunctional complex “Pierres Vives” (France); Cultural Center named after Heydar Aliyev (Azerbaijan); Student complex “Jockey Club Innovation Tower” (Hong Kong). She used the trends of fractal architecture in her projects, enriching it with new solutions [10]. Figure 6 shows the lines and surfaces of buildings. They reflect the fractal properties of these objects.

Fig. 6. Fractal elements of the architect’s structures (architect Zaha Hadid).

An example of the application of fractal principles in the organization of internal space is the staircase in the business center “Dominion Tower” (Moscow) (see Fig. 7). The amazing shapes of this space have the properties of fractal analysis: dissymmetry

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and scaling [11]. And the facade of this structure itself has the properties of fractality and nonlinearity.

Fig. 7. Sketch of the interior space and facade of the business center «Dominion Tower».

Usually, in architecture, fractal algorithms are used according to the rules for constructing the structure of an object using a limited number of repetitions, changing the rules, changing the rigid similarity of the elements of structures (Palace of Winds, Jaipur). Based on the analysis of the structures of world architecture, the search for harmony and beauty of architectural forms is underway, and fractal structures play an important role in this [12–16]. It is necessary to conduct further research related to fractal analysis. The following principles are applied in fractal architecture: self-similarity; dynamism, ability to develop; irregularity; recursiveness; fractionality. With the help of fractal principles, you can create amazingly shaped objects of architecture, study the architectural composition of buildings, design structures with a rational organization of space (see Fig. 8).

Fig. 8. Fractal models in architecture.

The use of fractal structures in the process of architectural shaping makes it possible to form a harmonious combination of the irrational and the rational, which is to study trends in predicting the architectural appearance of cities.

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The architects of our time are looking for graphic fractal images, architectural forms in 2D and 3D formats, and involve the methods of simulation computer modeling in their research. In the future, designers will increasingly use digital technologies, not only in the design of structures, but also to find the most surprising and unexpected solutions [1, 17–20]. The standard of beauty is not a static object, but a trail of movement, bending, fractures of surfaces, soft forms that imitate the lines of living nature. Fractal algorithms allow compression, rotation, and non-linear transformations of the original shape.

4 Conclusion The use of repeating self-similar shapes is widespread in the design of a wide variety of structures. Architectural fractal structures are more ordered than natural ones. The beauty of fractals revealed the patterns of harmonious development of the world, contributed to the creation of unique structures by modern architects. This became possible thanks to the methods of computer modeling and the introduction of digital technologies into the practice of designing. We can say that the fractal approach is an effective way of analyzing already built structures, as well as a way of designing such architectural objects that can enrich the achievements of world architecture.

References 1. Saleh, MS (2022) Features of developing unique architectural solutions using digital methods based on visual programming. Constr Mater Products, 5(1), 54–59. https://doi.org/10.34031/ 2618-7183-2022-5-1-54-59 2. Dymchenko, ME, Dakoro, MF, Dadiyan, DG (2021) The problem of form in modern architecture. In: E3S web of conference, vol 281, p 02026. https://doi.org/10.1051/e3sconf/202 128102026 3. Yazyeva SB, Mayatskaya IA, Kashina IV, Nesterova AN (2019) The manifestation of fractality in the architecture of buildings and structures. Mater Sci Eng 698(3):033046. https://doi.org/ 10.1088/1757-899X/698/3/033046 4. Yazyev BM, Mayatskaya IA, Yazyeva SB, Yazyev SB (2019) Fractality in architectural forms and in organization of space in buildings. Mater Sci Eng 698(2):022087. https://doi.org/10. 1088/1757-899X/698/2/022087 5. Mayatskaya, IA, Yazyev, BM, Kashina, I, Gerlein, N (2021) Fractal geometry and design of modern structures. In: E3S web of conference, vol 281, p 02018. https://doi.org/10.1051/e3s conf/202128102018 6. Mayatskaya, IA, Eremin, VD (2019) Bionics and the choice of rational structural form. In: E3S web of conference, vol 110, p 01042. https://doi.org/10.1051/e3sconf/201911001042 7. Hensbergen GV (2002) Gaudí is a bullfighter of art. Eksmo-Press, Moscow 8. Yazyeva SV, Yazyev BM (2019) Manifestation of fractal dimensions in the architecture of buildings and structures. Constr Mater Products 2(4):89–95. https://doi.org/10.34031/26187183-2019-2-4-89-95 9. Mandelbrot B, Frame M (2002) Fractals, graphics and mathematics education. Springer, New York 10. Ryabushin AV (2007) Zaha, Hadid: Peering into the abyss. Architecture C, Moscow

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Author Index

A Agibalova, Albina I. 52 Al Saedi, Bassam Shareef Deneef Alekseev, A. A. 60 Altynbekova, A. D. 36, 107 Ariskin, M. V. 100 Avakov, Arthur 201 B Baklykov, I. V. 182 Balabanov, I. P. 277 Balabanova, Yu. P. 277, 376 Bandurin, Nikolay 145 Bashirova, E. I. 240 Batyuk, Mikhail 67 Bibikina, A. R. 240, 294 Borisov, A. I. 313 Britvin, S. O. 182 C Chubarov, V. E. 3, 211 Chuikin, A. E. 28 Chumanov, A. V. 167 D Denisenko, E. V. 337 Dyussembinov, D. S. 36, 107 E Efimov, D. D. 240 Emanova, Ju. G. 356 Eshtai, Sh. H. 384 F Frolov, M. V.

28

Garaeva, D. R. 322 Garanikov, V. V. 60 Gatiev, Magomed 414 Gayduk, A. R. 365 Georgiev, S. V. 3, 211 Gnyrya, Aleksei 67 Gorskikh, A. V. 396 Gultyaev, V. I. 60 Gurova, Elena 43, 145 I Ishchenko, Aleksandr

229

K Kagan, P. B. 127 Kalashnikov, Sergey 43, 145 Karamova, K. Kh. 356 Khakhaleva, E. N. 160 Khusnitdinov, U. H. 302 Klyuev, A. V. 28, 100, 174 Klyuev, Alexander 229 Klyuev, S. V. 192 Klyuev, Sergey 285, 346, 414 Korobkov, Sergey 67 Korshunova, N. N. 160 Koyankin, A. A. 114 Kudryakov, Oleg V. 52 Kuznetsov, Vladimir 285, 346, 414 L Lobov, D. M. 192 Loganina, V. I. 28, 100, 174 Lukpanov, R. E. 36, 107 Lushpaeva, M. I. 277, 376

174

G Gaiduk, A. R. 277, 376 Gaisin, A. M. 100 Galiaskarova, D. R. 252

M Mailyan, D. R. 3, 211 Mailyan, L. D. 153 Mayatskaya, Irina 229, 285, 346, 414 Melnik, V. V. 384

© The Editor(s) (if applicable) and The Author(s), under exclusive license to Springer Nature Switzerland AG 2024 S. V. Klyuev et al. (Eds.): ISCICC 2022, LNCE 436, pp. 423–424, 2024. https://doi.org/10.1007/978-3-031-44432-6

424

Author Index

Meretukov, Z. A. 153 Meslemani, H. 114 Mirkhasanov, R. F. 294, 365 Murtazaliev, Gelani 229 N Nabiullina, Karina 285 Nemykin, V. V. 396 Nizin, D. R. 120 Nizina, T. A. 120 Novikov, S. V. 240, 302 P Parshin, D. A. 127 Petrova, A. E. 406 Pirumyan, N. V. 20, 93 Pomorov, S. B. 396 Procenko, A. M. 220 R Rubin, O. D. 182 Rusakova, Elizaveta

201, 346

S Sabitov, L. S. 160, 174 Sabitov, Linar 346, 414 Sadykov, A. R. 302 Safaryan, A. Yu. 260, 330 Savrasov, I. A. 60 Sayfutdinova, A. M. 252, 322, 376 Selyaev, V. P. 120 Shein, A. I. 167 Shkarpetkin, E. A. 220 Shorstova, E. S. 14, 84 Shorstova, Elena 201 Shvedov, Evgeny 43 Solovyeva, E. A. 174 Spirin, I. P. 120

Stakyan, M. G. 20, 93 Svetalkina, M. A. 100 T Tetenkov, Nikolai 285 Tolypin, D. A. 160 Tolypina, N. M. 160 Trofimov, A. V. 74 Trukhanov, S. V. 14, 84 Tukmakova, M. I. 240 U Utkin, D. G.

137

V Varavka, Valery N. 52 Vodnev, Bogdan 67 Vysokovsky, Dmitriy 201 Y Yakovlev, V. A. 269, 406 Yao, L. M. 356 Yao, M. K. 356 Yazyev, Batyr 229, 285, 346 Yazyev, Serdar 201 Yazyeva, Svetlana 414 Yenkebayev, S. B. 107 Yurchenko, A. N. 182 Z Zagidullin, R. R. 28, 100, 365 Zagidullin, Ramil 229 Zakharova, D. V. 269 Zaragannikova, K. A. 74 Zelentsov, L. B. 153 Zemtsova, O. G. 167 Zhandarova, A. A 337 Zhantlesova, Zh. B. 36 Zhdanova, A. D. 396 Zhukovsky, R. S. 396