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The bearing capacity of an expanded clay concrete block of permanent shuttering without reinforced concrete filling
Materials Today: Proceedings xxx (xxxx) xxx
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The bearing capacity of an expanded clay concrete block of permanent shuttering without reinforced concrete filling Arturs Proskurovskis a,⇑, Levon Nazinyan a, Anna Tarasova a, Vladimir Bespalov a, Baiba Gaujena b a b
Peter the Great St. Petersburg Polytechnic University, St. Petersburg 195251, Russian Federation Riga Technical University, Riga LV-1568, Latvia
a r t i c l e
i n f o
Article history: Received 19 December 2019 Accepted 30 December 2019 Available online xxxx Keywords: Simulation Abaqus Structural analysis Stress concentration analysis Stress distribution
a b s t r a c t The purpose of this study is to identify ways to increase the bearing capacity of the block when using it without a reinforced concrete core. Then, based on the data, it is necessary to determine whether the block will collapse or not. Also, the article will consider a possible way to modify the block’s section to reduce the number of stress-raisers with later re-simulation. During the search for hazardous areas of stress concentration in the software package, it was revealed that under an applied load, the values of which correspond to the experimental one, the block is at the stage of failure, which coincides with the results of experimental tests for compressive strength. Analysing the places of stress concentration, it can be assumed that the stress concentration occurs with a sharp change in the section of the block, respectively, the conditional rounding of the places of stress concentration will reduce the stresses arising in them. Besides, the modification of the block’s geometry allowed improving its strength characteristics. The analysis of stress concentration allows us to conclude that regards to the refinement of the crosssection, the modified unit with applied stress of 15 MPa is not at the stage of destruction. Ó 2020 Elsevier Ltd. All rights reserved. Selection and Peer-review under responsibility of the scientific committee of the Materials Science: Composites, Alloys and Materials Chemistry.
1. Introduction At present time methods of calculating constructions are often performed in various software systems. Structural analysis using software systems allows you not only to verify the reliability of structures but also to optimize its strength and economic performance for specific purposes. In previous studies, according to the authors’ opinion, rational form of the block was designed (Fig. 1) and selected its composition. Subsequently, were carried out its composition heat engineering tests and the cast block was tested for compressive strength [1]. At the moment, optimal indicators of the block are going to be selected to increase its competitiveness on the building materials market. In articles [2,5,28] calculations of the operation of structures are presented by the finite element method. The study [2] proposes a method of calculating bent plates by the finite element method, which is based on the Reisner theory. The method is based on the fundamental principles of minimum ⇑ Corresponding author. E-mail address: [email protected] (A. Proskurovskis).
additional energy and available displacements. The study [5] presents a mixed variational formulation of the problems of statics and dynamics of thin-walled rods. The stiffness matrices and mass matrices of the finite element are obtained based on an expression similar to the Reisner functional. For some static and dynamic problems of thin-walled rods, an exact analytical solution based on Euler equations is presented. The effect of the appearance of ‘‘extra” frequencies in the spectrum of a thin-walled rod using a mixed finite element formulation is demonstrated. A numerical comparison is made of the calculation results by the mixed and classical finite element methods. In paper [28], a method for determination of generalized elastic parameters is proposed, so that the stressed skin can be modeled in the general finite element software using existing elements and material parameters. In articles [3,4,8,10,14–18,20,21,23–25,27] modeling of the behavior of structures is considered in work processes using both manual calculations and using software systems, including Abaqus. In the study [3] a numerical study to simulate the overall shrinkage deformation of high-strength concrete (HSC) and highstrength concrete reinforced with steel fibre (SFRHSC) is conducted by analysing transient thermal stresses. The work [4] deals with a
https://doi.org/10.1016/j.matpr.2019.12.389 2214-7853/Ó 2020 Elsevier Ltd. All rights reserved. Selection and Peer-review under responsibility of the scientific committee of the Materials Science: Composites, Alloys and Materials Chemistry.
Please cite this article as: A. Proskurovskis, L. Nazinyan, A. Tarasova et al., The bearing capacity of an expanded clay concrete block of permanent shuttering without reinforced concrete filling, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2019.12.389
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A. Proskurovskis et al. / Materials Today: Proceedings xxx (xxxx) xxx
Fig. 1. Block drawing (top view).
new technology that improves seismic and energetic performance of existing buildings by operating only on the outer surface. Analytical and numerical buckling analysis of thin concrete slabs were performed, and the results are presented. The article [8] presents the technological design, stages of industrialization, manufacturing, and assembly, as well as their performance. In this article were carried out different simulations of systems that are incorporated into a house. As the result, the simulations didn’t show the significant differences between the analysed systems, but they allowed the authors to define the use of single glazing as a transparent covering. The article [10] takes into account the importance of geometry in the structural analysis of stone arches and bearing in mind the relationship between stress and deformation, this article presents the influence of the elastic modulus in the fracture and load mechanism for more common geometries inside stone arches, considering the influence of stiffness on the numerical convergence and computational costs in ABAQUS finite element software. For the study [14] that is devoted to the experimental and numerical study of masonry beams, externally reinforced, using fiberglass reinforced strips (GFRP), finite element analysis (FE) was used considering the Drucker-Prager criterion and was performed using ABAQUS to predict the ultimate bearing capacity and destruction mode of masonry beams. In the article [15], Abaqus was used to study the mechanical behaviour of masonry elements made of concrete and natural sisal fibres. A probabilistic study [16] evaluates the effect of material uncertainties on the numerical analysis of the compressive strength in a small wall. In [17], a numerical study of composite walls made of reinforced concrete structures is carried out using the ABAQUS universal finite element program (FE). In a study [18], discrete cracks are modelled using the finite element method in vertically perforated clay blocks, and thus, their brittle fracture modes and compressive strength are predicted. Article [20] proposes a new type of wall with an integrated structural configuration. Nonlinear finite element analysis and integral modelling are carried out based on tests of the horizontal cyclic load of four hollow stone walls with various built-in structural schemes. A study [21] was undertaken to experimentally establish the performance of masonry walls with traditional concrete columns and with fabricated boundary columns that were constructed of precast concrete interlocking blocks. Finite element models were generated to extend the range of parameters considered in the study. The paper [23] presents a study that evaluated the combined effects of two types of materials of expanded polystyrene (EPS) beads and unprocessed fly ash (FA) in Vietnam on properties of light-weight concrete (LWC). The calculation of mixture proportions of LWC is applied in accordance with the absolute volume method. Article [24] shows the results of an experimental study of beam structures with a disperse and combined reinforcement under an alternating highly intense dynamic impact. A
method of performing an experimental study of beam elements with a disperse and combined reinforcement under an alternating dynamic highly intensive impact that is based on the use of a universal dynamic stand with extra equipment. The results of the investigation of physicomechanical characteristics of fiberreinforced fine-grained concretes with polyfunctional modifying additives are shown in [25]. The methodology of the construction of experimental-statistical models «modifying additives, dispersible fibers – property» to study density at normal humidity conditions, the limit of compressive strength and the limit of tensile strength in bending cement composites is stated. The article [27] presents the results of complex researches on studying of influence of parameters of the dispersed reinforcement (fiber, length and type of fiber, dosage by volume) and the material of the fibers of strength of disperse-reinforced fine-grained concrete on a stretching at a bend, the estimation of efficiency and accountability in the calculation of building structures. In articles [6,12] the possibilities of modeling the construction work are presented by the finite element method in various software systems, including Abaqus. The article [6] provides detailed data of numerical models that were used to predict the characteristics of two walls 3.6 m high with a reverse wall composition. The aim of the article [12] is to present the functions of software designed for Abaqus/CAE (FPU). Self-developed methods for calculating structures in work processes using software systems that include Abaqus and evaluation of software systems calculations are presented in articles [7,9,11,13,19,21,22,26]. The article [7] focuses on the design and construction of two large structures with thin shells of ice composites in the winter of 2017–2018. The study [9] reviews the overall assessment of a new environmentally friendly modular stone wall system (EcoBrick). The overall effectiveness of the proposed construction solution is further evaluated through a comparative analysis of various aspects related to construction practices, operational use, and aesthetic quality. The study [11] describes a numerical approach based on the method of distinctive elements (DEM), as a means of modeling fresh concrete during its various working processes. The aim of the article [13] is to propose a destructive block model for the numerical analysis of the cyclic behavior of natural stone structures. The tests relate to a comprehensive pilot campaign carried out on calcium silicate masonry. In [19], using a new separation tensile test developed in the laboratory of the authors of the article, a correlation was established between the functional signatures of the formwork surface and its tendency to adhere to the concrete. In the study [22], the results of calculations of the program used to calculate the energy consumption of the entire building are compared to test measurements on the example of 5 samples. This work [26] explores an approach to modeling of fracture of brittle porous material. Available 3D digital data on the specimen geometry is converted into uniform finite element mesh consisting purely of elements of cubic shape. The purpose of this study is to search for the hazardous sections of stress concentration in the block using the Abaqus program when breaking stress, which corresponds to the experimental one, is applied to it. Besides, based on the data obtained, it is necessary to determine whether the block will collapse. In addition, the article will consider possible ways to modify the block’s section to reduce the number of stress concentrators. 2. Methods In this study, the Abaqus program simulates the occurrence of main stresses and their distribution in the cross-section area of a fixed formwork block when stress is applied to it. That stress corresponds to an experimentally determined compressive strength of
Please cite this article as: A. Proskurovskis, L. Nazinyan, A. Tarasova et al., The bearing capacity of an expanded clay concrete block of permanent shuttering without reinforced concrete filling, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2019.12.389
A. Proskurovskis et al. / Materials Today: Proceedings xxx (xxxx) xxx
14.4 MPa. Based on the nature of the concentration distribution and the magnitude of the peak stresses, it was determined whether the initial block would collapse under the current stress or not. For optimizing the geometry and reducing the influence of stress concentrators, the section of the block was modified, and similar stress was applied to it. Also, sections of the concentration of dangerous stresses were modeled in it, the nature of their propagation and their magnitude was considered. Then, based on these parameters, it was determined whether the modified unit would collapse at the above stress. The Abaqus software package uses the finite element method in its calculations. The following coefficients were adopted for the calculations: Poisson’s ratio 0.2 and modulus of elasticity of expanded clay concrete E = 23 109 Pa. 3. Results and discussion In the previous investigation presented in article [1], it was described that after testing the block for compressive strength, the value of compressive strength rc = 14.4 MPa was obtained. This parameter gives us the opportunity to assert that the block with such characteristics is superior to other fixed formwork blocks. However, these characteristics are insufficient to claim that the selected section of the block is rational and that it does not require any modifications. As the result, it was decided to simulate the distribution of the main stresses over the section of the block under the action of compressive stress, which corresponds to the experimental one and determine whether it will collapse, as well as determine its most loaded areas (Figs. 2 and 3) for further section’s modification. Fig. 2 shows the distribution of the main stresses over the block’s section. Analysing the data obtained, we can conclude that the concentration of the greatest compressive stresses (marked in
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blue) is achieved in the outer corners of the block and in the very centre of the block, where the intersection of the internal walls occurs. In these places, their values are practically constant, but they decrease as they move away from the above places. At the same time, the peaks of concentration of tensile stresses (marked in red) are located at places where the inner walls of the block adjoin the outer walls. Another place is located at a certain distance from the outer corners of the block. Fig. 3 shows the distribution of concentrations of the main tensile stresses over the block’s section. Compressive stresses, in this case, were hidden for greater clarity. Let us pay attention to the stresses’ distribution. Peaks of tensile stresses (marked in red) are reached almost at the boundaries with zones of peaks of compressive stresses (marked in grey). It is worth emphasizing that in some places the distribution pattern of maximum tensile stresses is ‘‘through-the-thickness”, i.e. tensile stresses go through the walls of the block, and in some, only ‘‘penetrating”, i.e. stresses arise only on a part of the section. In addition, in areas marked with blue colours, there are also tensile stresses. Their values are small, but their location in these places tells us about the potential development of cracks in these areas. In addition to the above mentioned, although not reflecting the complexity of the phenomena, but for a more visual demonstration of the results, the distribution of tensile stresses in the block was also simulated when the above-mentioned compressive stress was applied to it (Fig. 4). As it can be seen from this scheme, the greatest stretching stresses of the material are achieved at the junctions of the inner walls to the outer, as well as in the centre where is located the internal walls intersection, what was observed when the distribution of the largest principal stresses in the section of the block was simulated. Moreover, tensile stresses that are acting on the thinner internal wall are greater than tensile
Fig. 2. Distribution of the main stresses over the block’s section.
Please cite this article as: A. Proskurovskis, L. Nazinyan, A. Tarasova et al., The bearing capacity of an expanded clay concrete block of permanent shuttering without reinforced concrete filling, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2019.12.389
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Fig. 3. The distribution of concentrations of the main tensile stresses over the block’s section.
Fig. 4. Scheme of directions of tensile stresses acting on the block.
stresses acting on the wider internal wall, but tensile stresses that are acting on the wider internal wall are also great enough. Studying the process of block’s destruction during the experimental tests (Fig. 5a) and b)), it can be noted that fractures occur at the outer corners of the block when the values of stresses reach values of compressive strength. Let’s consider the destruction spreading over the block. Firstly, the pieces that are located at the very corner begin to break off from the block and after them, pieces located at a small distance from the corner begin to break. Further, pieces located closer to the middle of the outer wall of the block begin to break and fall. Drawing a parallel with the stresses’ distribution diagram over the section of the block (Fig. 2), it should be noted that the destruction of the block under load during
experimental tests occurs in the places of accumulation of the highest compressive and tensile stresses. To sum up the intermediate results, we can draw the following practical conclusions. Firstly, peaks of compressive stresses are reached in the outer corners of the block and the middle of the block (in the intersection of the internal partitions). In the indicated places, the stresses are distributed over a certain area, which slightly extends beyond the boundaries of the indicated sections. However, the effect of the stresses is still local. Peaks of tensile stresses are reached practically at the boundaries with the zones of peaks of compressive stresses at the junction of the inner walls of the block to the outer and at some distance from the outer corners of the block. Secondly, based on the nature of their
Please cite this article as: A. Proskurovskis, L. Nazinyan, A. Tarasova et al., The bearing capacity of an expanded clay concrete block of permanent shuttering without reinforced concrete filling, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2019.12.389
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Fig. 5. a) and b) The process of block’s destruction during the experimental tests.
distribution and their size, we can conclude that under an applied load, the values of which correspond to the experimental one, the block is at the stage of failure. It coincides with the results of experimental tests for compressive strength. Drawing a parallel with the stress distribution diagram over the section of the block (Fig. 2), it should be noted that the destruction of the block under load during experimental tests occurs in places of accumulation of the highest compressive and tensile stresses. Thirdly, analyzing the places of stress concentration, we can assume that the stress concentration occurs with a sharp change in the section of the block, respectively, the conditional rounding of the stress concentration sites will reduce the stresses arising in them. The second part of the article will be devoted to this. To reduce the stress concentration in places of a sharp change in cross-section, it was decided to modify the block so that the transition from one section to another would be smoother. Modified block geometry and distribution of compressive and tensile stresses along it are presented in Fig. 6. Revealing the specific features of the distribution of the main stresses over a new section, it can be noted that the optimization of the geometry made it possible to reduce the action zones of both
compressive and tensile stresses. It will be appropriate to pay attention to both cases separately. In the case of compressive stresses, the zone of peak compressive stresses shifted to the edges of the outer corners of the block, and in the very center of the block, the value of maximum compressive stresses decreased by 16%. Speaking about the changes in the distribution of the peaks of the main tensile stresses, it is better to the cut-off part of the section of the block shown in Fig. 7. Fig. 7 diagram shows that after optimization of the geometry of the block, the stress concentration near the outer corners of the block disappeared. However, peaks of tensile stresses appeared in the inner parts of the outer corners of the block, but the values of these peaks of tensile stresses were 2.59 times less than the values of the peaks of tensile stresses located at the outer corners of the initial block. The peaks of tensile stresses in this place are ‘‘penetrating” and the depth of ‘‘penetration” is extremely small. Undoubtedly, the fact of decreasing stress concentration zones at the junctions of a thin inner partition to the outer wall is important. So, peak stresses in this place decreased 6 times (Fig. 8). Considering the direction of tensile stresses acting on the modified block, a decrease in the concentration of tensile stresses in all
Fig. 6. The distribution of the main stresses over the cross-section area of the modified block.
Please cite this article as: A. Proskurovskis, L. Nazinyan, A. Tarasova et al., The bearing capacity of an expanded clay concrete block of permanent shuttering without reinforced concrete filling, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2019.12.389
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Fig. 7. The distribution of the main stresses along the section of the modified block.
Fig. 8. The direction of tension under the stress.
zones can be observed. Moreover, the result of the refinement of the cross-section area is the absence of destructive tension. As a result of studying the distribution of the main stresses in the cross-section area of the modified block, several important conclusions can be drawn. Firstly, a smoother transition from one section to another made it possible to reduce the arising stress concentration significantly. Secondly, the analysis of stress concentration allows us to conclude that regards to the refinement of the
cross-section area, the block is not at the stage of destruction under the stress of 15 MPa. 4. Conclusions 1. Analysis of the distribution of compressive stresses in the initial cross-section area showed that peaks of compressive stresses are achieved in the outer corners of the block and the middle
Please cite this article as: A. Proskurovskis, L. Nazinyan, A. Tarasova et al., The bearing capacity of an expanded clay concrete block of permanent shuttering without reinforced concrete filling, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2019.12.389
A. Proskurovskis et al. / Materials Today: Proceedings xxx (xxxx) xxx
2.
3.
4.
5.
of the block (at the intersection of the internal partitions). In the indicated places, the stresses are distributed over a certain area, which slightly extends beyond the boundaries of the indicated sections. However, the effect of the stresses is still local. Peaks of tensile stresses are reached practically at the boundaries with the zones of peaks of compressive stresses at the junction of the inner walls of the block to the outer and at some distance from the outer corners of the block. Based on the nature of their distribution and their magnitude, we can conclude that under an applied load, the values of which correspond to the experimental one, the block is at the stage of failure, which coincides with the results of experimental tests for compressive strength. Comparing with the stress distribution diagram (Fig. 2), it should be noted that the destruction of the block under load during experimental tests occurs in places of accumulation of the highest compressive and tensile stresses. Analyzing the places of stress concentration, it can be assumed that the stress concentration occurs with a sharp change in the section of the block, respectively, the conditional rounding of the places of stress concentration will reduce the stresses arising in them. The analysis of stress concentration allows us to conclude that regards to the refinement of the cross-section, the modified unit with applied stress of 15 MPa is not at the stage of destruction. Based on the data obtained on the improved characteristics of the modified block, it is planned to analyze possible ways to optimize the section of the block and composition to ensure optimal strength and economic indicators.
Declaration of Competing Interest The authors declare that they have no known competing financial interests or personal relationships that could have appeared to influence the work reported in this paper. References [1] A. Proskurovskis, A.A. Tarasova, L.G. Nazinyan, S.V. Belyaeva, Energy-efficient expanded clay concrete wall block, Constr. Unique Build. 78 (2019) 23–45. [2] Y. Tyukalov, Finite element model of Reisner’s plates in stresses, Mag. Civ. Eng. 89 (2019) 61–78. [3] F. Bouziadi, B. Boulekbache, A. Haddi, C. Djelal, M. Hamrat, Numerical analysis of shrinkage of steel fiber reinforced high-strength concrete subjected to thermal loading, Constr. Build. Mater. 181 (2018) 381–393. [4] V. Pertile, L. De Stefani, R. Scotta, Development and characterization of a system for the seismic and energy retrofit of existing buildings, Proc. Struct. Integrity 11 (2018) 347–354. [5] V.V. Lalin, V.A. Rybakov, S.S. Ivanov, A.A. Azarov, Mixed finite-element method in VI Slivker’s semi-shear thin-walled bar theory, Mag. Civ. Eng. 89 (2019) 79– 93. [6] Y. Yu, R.J. Bathurst, T.M. Allen, Numerical modelling of two full-scale reinforced soil wrapped-face walls, Geotext. Geomembranes 45 (2017) 237–249.
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[7] A. Pronk, M. Mistur, Q. Li, X. Liu, R. Blok, R. Liu, Y. Wu, P. Luo, Y. Dong, The 2017–18 design and construction of ice composite structures in Harbin, Structures 18 (2019) 117–127. [8] G.M. Viegas, J.I. Jodra, G.A. San Juan, C.A. Díscoli, Heat storage wall made of concrete and encapsulated water applied to mass construction social housing in temperate climates, Energy Build. 159 (2018) 346–356. [9] A. Kyriakidis, A. Michael, R. Illampas, D.C. Charmpis, I. Ioannou, Comparative evaluation of a novel environmentally responsive modular wall system based on integrated quantitative and qualitative criteria, Energy 188 (2019) 115966. [10] R. Quinteros-Mayne, I. de Arteaga, R. Goñi-Lasheras, A. Villarino, J.I. Villarino, The influence of the elastic modulus on the finite element structural analysis of masonry arches, Constr. Build. Mater. 221 (2019) 614–626. [11] V. Mechtcherine, S. Shyshko, Simulating the behaviour of fresh concrete with the Distinct Element Method – deriving model parameters related to the yield stress, Cem. Concr. Compos. 55 (2015) 81–90. [12] M. Nesládek, M. Španiel, An Abaqus plugin for fatigue predictions, Adv. Eng. Softw. 45 (2017) 237–249. [13] A.M. D’Altri, F. Messali, J. Rots, G. Castellazzi, S. de Miranda, A damaging blockbased model for the analysis of the cyclic behaviour of full-scale masonry structures, Eng. Fract. Mech. 209 (2019) 423–448. [14] I. Fayala, O. Limam, I. Stefanou, Experimental and numerical analysis of reinforced stone block masonry beams using GFRP reinforcement, Compos. Struct. 152 (2016) 994–1006. [15] I. Soto Izquierdo, O. Soto Izquierdo, M.A. Ramalho, A. Taliercio, Sisal fiber reinforced hollow concrete blocks for structural applications: testing and modeling, Constr. Build. Mater. 151 (2017) 98–112. [16] F. Zhu, Q. Zhou, F. Wang, X. Yang, Spatial variability and sensitivity analysis on the compressive strength of hollow concrete block masonry wallettes, Constr. Build. Mater. 140 (2017) 129–138. [17] N.H. Nguyen, A.S. Whittaker, Numerical modelling of steel-plate concrete composite shear walls, Eng. Struct. 150 (2017) 1–11. [18] T. Kiefer, H. Kariem, M. Lukacevic, J. Füssl, The compressive strength of vertically perforated clay block masonry predicted by means of a unit-cell type numerical simulation tool taking discrete cracking into account, Constr. Build. Mater. 150 (2017) 24–34. [19] N. Spitz, N. Coniglio, M. El Mansori, A. Montagne, S. Mezghani, Quantitative and representative adherence assessment of coated and uncoated concreteformwork, Surf. Coat. Technol. 352 (2018) 247–256. [20] X. Zhou, J. Du, Q. Peng, P. Chen, Hollow block masonry wall reinforced by builtin structural configuration: Seismic behavior analysis, Soil Dyn. Earthq. Eng. 126 (2019) 105815. [21] G. Wang, Y. Li, N. Zheng, J.M. Ingham, Testing and modelling the in-plane seismic response of clay brick masonry walls with boundary columns made of precast concrete interlocking blocks, Eng. Struct. 131 (2017) 513–529. [22] G. Huelsz, G. Barrios, J. Rojas, Evaluation of heat transfer models for hollow blocks in whole-building energy simulations, Energy Build. 202 (2019) 109338. [23] T.V. Lam, D.T. Vu, V.K. Dien, B.I. Bulgakov, E.A. Korol, Properties and thermal insulation performance of light-weight concrete, Mag. Civ. Eng. 84 (8) (2018) 173–191. [24] S.D. Nikolenko, E.A. Sushko, S.A. Sazonova, A.A. Odnolko, V.Y. Manokhin, Behaviour of concrete with a disperse reinforcement under dynamic loads, Mag. Civ. Eng. 7 (75) (2017) 3–14. [25] T.A. Nizina, A.S. Balykov, Experimental-statistical models of properties of modified fiberreinforced fine-grained concretes, Mag. Civ. Eng. 2 (62) (2016) 13–26. [26] A.N. Levandovskiy, B.E. Melnikov, A.A. Shamkin, Modeling of porous material fracture, Mag. Civ. Eng. 1 (69) (2017) 3–22. [27] S.V. Klyuev, A.V. Klyuev, A.D. Abakarov, E.S. Shorstova, N.G. Gafarova, The effect of particulate reinforcement on strength and deformation characteristics of fine-grained concrete, Mag. Civ. Eng. 7 (75) (2017) 66–75. [28] S. Pajunena, J. Hautalaa, M. Heinisuob, Modelling the stressed skin effect by using shell elements with meta-material model, Mag. Civ. Eng. 86 (2) (2019) 20–29.
Please cite this article as: A. Proskurovskis, L. Nazinyan, A. Tarasova et al., The bearing capacity of an expanded clay concrete block of permanent shuttering without reinforced concrete filling, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2019.12.389
Contents lists available at ScienceDirect
Materials Today: Proceedings journal homepage: www.elsevier.com/locate/matpr
The bearing capacity of an expanded clay concrete block of permanent shuttering without reinforced concrete filling Arturs Proskurovskis a,⇑, Levon Nazinyan a, Anna Tarasova a, Vladimir Bespalov a, Baiba Gaujena b a b
Peter the Great St. Petersburg Polytechnic University, St. Petersburg 195251, Russian Federation Riga Technical University, Riga LV-1568, Latvia
a r t i c l e
i n f o
Article history: Received 19 December 2019 Accepted 30 December 2019 Available online xxxx Keywords: Simulation Abaqus Structural analysis Stress concentration analysis Stress distribution
a b s t r a c t The purpose of this study is to identify ways to increase the bearing capacity of the block when using it without a reinforced concrete core. Then, based on the data, it is necessary to determine whether the block will collapse or not. Also, the article will consider a possible way to modify the block’s section to reduce the number of stress-raisers with later re-simulation. During the search for hazardous areas of stress concentration in the software package, it was revealed that under an applied load, the values of which correspond to the experimental one, the block is at the stage of failure, which coincides with the results of experimental tests for compressive strength. Analysing the places of stress concentration, it can be assumed that the stress concentration occurs with a sharp change in the section of the block, respectively, the conditional rounding of the places of stress concentration will reduce the stresses arising in them. Besides, the modification of the block’s geometry allowed improving its strength characteristics. The analysis of stress concentration allows us to conclude that regards to the refinement of the crosssection, the modified unit with applied stress of 15 MPa is not at the stage of destruction. Ó 2020 Elsevier Ltd. All rights reserved. Selection and Peer-review under responsibility of the scientific committee of the Materials Science: Composites, Alloys and Materials Chemistry.
1. Introduction At present time methods of calculating constructions are often performed in various software systems. Structural analysis using software systems allows you not only to verify the reliability of structures but also to optimize its strength and economic performance for specific purposes. In previous studies, according to the authors’ opinion, rational form of the block was designed (Fig. 1) and selected its composition. Subsequently, were carried out its composition heat engineering tests and the cast block was tested for compressive strength [1]. At the moment, optimal indicators of the block are going to be selected to increase its competitiveness on the building materials market. In articles [2,5,28] calculations of the operation of structures are presented by the finite element method. The study [2] proposes a method of calculating bent plates by the finite element method, which is based on the Reisner theory. The method is based on the fundamental principles of minimum ⇑ Corresponding author. E-mail address: [email protected] (A. Proskurovskis).
additional energy and available displacements. The study [5] presents a mixed variational formulation of the problems of statics and dynamics of thin-walled rods. The stiffness matrices and mass matrices of the finite element are obtained based on an expression similar to the Reisner functional. For some static and dynamic problems of thin-walled rods, an exact analytical solution based on Euler equations is presented. The effect of the appearance of ‘‘extra” frequencies in the spectrum of a thin-walled rod using a mixed finite element formulation is demonstrated. A numerical comparison is made of the calculation results by the mixed and classical finite element methods. In paper [28], a method for determination of generalized elastic parameters is proposed, so that the stressed skin can be modeled in the general finite element software using existing elements and material parameters. In articles [3,4,8,10,14–18,20,21,23–25,27] modeling of the behavior of structures is considered in work processes using both manual calculations and using software systems, including Abaqus. In the study [3] a numerical study to simulate the overall shrinkage deformation of high-strength concrete (HSC) and highstrength concrete reinforced with steel fibre (SFRHSC) is conducted by analysing transient thermal stresses. The work [4] deals with a
https://doi.org/10.1016/j.matpr.2019.12.389 2214-7853/Ó 2020 Elsevier Ltd. All rights reserved. Selection and Peer-review under responsibility of the scientific committee of the Materials Science: Composites, Alloys and Materials Chemistry.
Please cite this article as: A. Proskurovskis, L. Nazinyan, A. Tarasova et al., The bearing capacity of an expanded clay concrete block of permanent shuttering without reinforced concrete filling, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2019.12.389
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Fig. 1. Block drawing (top view).
new technology that improves seismic and energetic performance of existing buildings by operating only on the outer surface. Analytical and numerical buckling analysis of thin concrete slabs were performed, and the results are presented. The article [8] presents the technological design, stages of industrialization, manufacturing, and assembly, as well as their performance. In this article were carried out different simulations of systems that are incorporated into a house. As the result, the simulations didn’t show the significant differences between the analysed systems, but they allowed the authors to define the use of single glazing as a transparent covering. The article [10] takes into account the importance of geometry in the structural analysis of stone arches and bearing in mind the relationship between stress and deformation, this article presents the influence of the elastic modulus in the fracture and load mechanism for more common geometries inside stone arches, considering the influence of stiffness on the numerical convergence and computational costs in ABAQUS finite element software. For the study [14] that is devoted to the experimental and numerical study of masonry beams, externally reinforced, using fiberglass reinforced strips (GFRP), finite element analysis (FE) was used considering the Drucker-Prager criterion and was performed using ABAQUS to predict the ultimate bearing capacity and destruction mode of masonry beams. In the article [15], Abaqus was used to study the mechanical behaviour of masonry elements made of concrete and natural sisal fibres. A probabilistic study [16] evaluates the effect of material uncertainties on the numerical analysis of the compressive strength in a small wall. In [17], a numerical study of composite walls made of reinforced concrete structures is carried out using the ABAQUS universal finite element program (FE). In a study [18], discrete cracks are modelled using the finite element method in vertically perforated clay blocks, and thus, their brittle fracture modes and compressive strength are predicted. Article [20] proposes a new type of wall with an integrated structural configuration. Nonlinear finite element analysis and integral modelling are carried out based on tests of the horizontal cyclic load of four hollow stone walls with various built-in structural schemes. A study [21] was undertaken to experimentally establish the performance of masonry walls with traditional concrete columns and with fabricated boundary columns that were constructed of precast concrete interlocking blocks. Finite element models were generated to extend the range of parameters considered in the study. The paper [23] presents a study that evaluated the combined effects of two types of materials of expanded polystyrene (EPS) beads and unprocessed fly ash (FA) in Vietnam on properties of light-weight concrete (LWC). The calculation of mixture proportions of LWC is applied in accordance with the absolute volume method. Article [24] shows the results of an experimental study of beam structures with a disperse and combined reinforcement under an alternating highly intense dynamic impact. A
method of performing an experimental study of beam elements with a disperse and combined reinforcement under an alternating dynamic highly intensive impact that is based on the use of a universal dynamic stand with extra equipment. The results of the investigation of physicomechanical characteristics of fiberreinforced fine-grained concretes with polyfunctional modifying additives are shown in [25]. The methodology of the construction of experimental-statistical models «modifying additives, dispersible fibers – property» to study density at normal humidity conditions, the limit of compressive strength and the limit of tensile strength in bending cement composites is stated. The article [27] presents the results of complex researches on studying of influence of parameters of the dispersed reinforcement (fiber, length and type of fiber, dosage by volume) and the material of the fibers of strength of disperse-reinforced fine-grained concrete on a stretching at a bend, the estimation of efficiency and accountability in the calculation of building structures. In articles [6,12] the possibilities of modeling the construction work are presented by the finite element method in various software systems, including Abaqus. The article [6] provides detailed data of numerical models that were used to predict the characteristics of two walls 3.6 m high with a reverse wall composition. The aim of the article [12] is to present the functions of software designed for Abaqus/CAE (FPU). Self-developed methods for calculating structures in work processes using software systems that include Abaqus and evaluation of software systems calculations are presented in articles [7,9,11,13,19,21,22,26]. The article [7] focuses on the design and construction of two large structures with thin shells of ice composites in the winter of 2017–2018. The study [9] reviews the overall assessment of a new environmentally friendly modular stone wall system (EcoBrick). The overall effectiveness of the proposed construction solution is further evaluated through a comparative analysis of various aspects related to construction practices, operational use, and aesthetic quality. The study [11] describes a numerical approach based on the method of distinctive elements (DEM), as a means of modeling fresh concrete during its various working processes. The aim of the article [13] is to propose a destructive block model for the numerical analysis of the cyclic behavior of natural stone structures. The tests relate to a comprehensive pilot campaign carried out on calcium silicate masonry. In [19], using a new separation tensile test developed in the laboratory of the authors of the article, a correlation was established between the functional signatures of the formwork surface and its tendency to adhere to the concrete. In the study [22], the results of calculations of the program used to calculate the energy consumption of the entire building are compared to test measurements on the example of 5 samples. This work [26] explores an approach to modeling of fracture of brittle porous material. Available 3D digital data on the specimen geometry is converted into uniform finite element mesh consisting purely of elements of cubic shape. The purpose of this study is to search for the hazardous sections of stress concentration in the block using the Abaqus program when breaking stress, which corresponds to the experimental one, is applied to it. Besides, based on the data obtained, it is necessary to determine whether the block will collapse. In addition, the article will consider possible ways to modify the block’s section to reduce the number of stress concentrators. 2. Methods In this study, the Abaqus program simulates the occurrence of main stresses and their distribution in the cross-section area of a fixed formwork block when stress is applied to it. That stress corresponds to an experimentally determined compressive strength of
Please cite this article as: A. Proskurovskis, L. Nazinyan, A. Tarasova et al., The bearing capacity of an expanded clay concrete block of permanent shuttering without reinforced concrete filling, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2019.12.389
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14.4 MPa. Based on the nature of the concentration distribution and the magnitude of the peak stresses, it was determined whether the initial block would collapse under the current stress or not. For optimizing the geometry and reducing the influence of stress concentrators, the section of the block was modified, and similar stress was applied to it. Also, sections of the concentration of dangerous stresses were modeled in it, the nature of their propagation and their magnitude was considered. Then, based on these parameters, it was determined whether the modified unit would collapse at the above stress. The Abaqus software package uses the finite element method in its calculations. The following coefficients were adopted for the calculations: Poisson’s ratio 0.2 and modulus of elasticity of expanded clay concrete E = 23 109 Pa. 3. Results and discussion In the previous investigation presented in article [1], it was described that after testing the block for compressive strength, the value of compressive strength rc = 14.4 MPa was obtained. This parameter gives us the opportunity to assert that the block with such characteristics is superior to other fixed formwork blocks. However, these characteristics are insufficient to claim that the selected section of the block is rational and that it does not require any modifications. As the result, it was decided to simulate the distribution of the main stresses over the section of the block under the action of compressive stress, which corresponds to the experimental one and determine whether it will collapse, as well as determine its most loaded areas (Figs. 2 and 3) for further section’s modification. Fig. 2 shows the distribution of the main stresses over the block’s section. Analysing the data obtained, we can conclude that the concentration of the greatest compressive stresses (marked in
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blue) is achieved in the outer corners of the block and in the very centre of the block, where the intersection of the internal walls occurs. In these places, their values are practically constant, but they decrease as they move away from the above places. At the same time, the peaks of concentration of tensile stresses (marked in red) are located at places where the inner walls of the block adjoin the outer walls. Another place is located at a certain distance from the outer corners of the block. Fig. 3 shows the distribution of concentrations of the main tensile stresses over the block’s section. Compressive stresses, in this case, were hidden for greater clarity. Let us pay attention to the stresses’ distribution. Peaks of tensile stresses (marked in red) are reached almost at the boundaries with zones of peaks of compressive stresses (marked in grey). It is worth emphasizing that in some places the distribution pattern of maximum tensile stresses is ‘‘through-the-thickness”, i.e. tensile stresses go through the walls of the block, and in some, only ‘‘penetrating”, i.e. stresses arise only on a part of the section. In addition, in areas marked with blue colours, there are also tensile stresses. Their values are small, but their location in these places tells us about the potential development of cracks in these areas. In addition to the above mentioned, although not reflecting the complexity of the phenomena, but for a more visual demonstration of the results, the distribution of tensile stresses in the block was also simulated when the above-mentioned compressive stress was applied to it (Fig. 4). As it can be seen from this scheme, the greatest stretching stresses of the material are achieved at the junctions of the inner walls to the outer, as well as in the centre where is located the internal walls intersection, what was observed when the distribution of the largest principal stresses in the section of the block was simulated. Moreover, tensile stresses that are acting on the thinner internal wall are greater than tensile
Fig. 2. Distribution of the main stresses over the block’s section.
Please cite this article as: A. Proskurovskis, L. Nazinyan, A. Tarasova et al., The bearing capacity of an expanded clay concrete block of permanent shuttering without reinforced concrete filling, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2019.12.389
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A. Proskurovskis et al. / Materials Today: Proceedings xxx (xxxx) xxx
Fig. 3. The distribution of concentrations of the main tensile stresses over the block’s section.
Fig. 4. Scheme of directions of tensile stresses acting on the block.
stresses acting on the wider internal wall, but tensile stresses that are acting on the wider internal wall are also great enough. Studying the process of block’s destruction during the experimental tests (Fig. 5a) and b)), it can be noted that fractures occur at the outer corners of the block when the values of stresses reach values of compressive strength. Let’s consider the destruction spreading over the block. Firstly, the pieces that are located at the very corner begin to break off from the block and after them, pieces located at a small distance from the corner begin to break. Further, pieces located closer to the middle of the outer wall of the block begin to break and fall. Drawing a parallel with the stresses’ distribution diagram over the section of the block (Fig. 2), it should be noted that the destruction of the block under load during
experimental tests occurs in the places of accumulation of the highest compressive and tensile stresses. To sum up the intermediate results, we can draw the following practical conclusions. Firstly, peaks of compressive stresses are reached in the outer corners of the block and the middle of the block (in the intersection of the internal partitions). In the indicated places, the stresses are distributed over a certain area, which slightly extends beyond the boundaries of the indicated sections. However, the effect of the stresses is still local. Peaks of tensile stresses are reached practically at the boundaries with the zones of peaks of compressive stresses at the junction of the inner walls of the block to the outer and at some distance from the outer corners of the block. Secondly, based on the nature of their
Please cite this article as: A. Proskurovskis, L. Nazinyan, A. Tarasova et al., The bearing capacity of an expanded clay concrete block of permanent shuttering without reinforced concrete filling, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2019.12.389
A. Proskurovskis et al. / Materials Today: Proceedings xxx (xxxx) xxx
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Fig. 5. a) and b) The process of block’s destruction during the experimental tests.
distribution and their size, we can conclude that under an applied load, the values of which correspond to the experimental one, the block is at the stage of failure. It coincides with the results of experimental tests for compressive strength. Drawing a parallel with the stress distribution diagram over the section of the block (Fig. 2), it should be noted that the destruction of the block under load during experimental tests occurs in places of accumulation of the highest compressive and tensile stresses. Thirdly, analyzing the places of stress concentration, we can assume that the stress concentration occurs with a sharp change in the section of the block, respectively, the conditional rounding of the stress concentration sites will reduce the stresses arising in them. The second part of the article will be devoted to this. To reduce the stress concentration in places of a sharp change in cross-section, it was decided to modify the block so that the transition from one section to another would be smoother. Modified block geometry and distribution of compressive and tensile stresses along it are presented in Fig. 6. Revealing the specific features of the distribution of the main stresses over a new section, it can be noted that the optimization of the geometry made it possible to reduce the action zones of both
compressive and tensile stresses. It will be appropriate to pay attention to both cases separately. In the case of compressive stresses, the zone of peak compressive stresses shifted to the edges of the outer corners of the block, and in the very center of the block, the value of maximum compressive stresses decreased by 16%. Speaking about the changes in the distribution of the peaks of the main tensile stresses, it is better to the cut-off part of the section of the block shown in Fig. 7. Fig. 7 diagram shows that after optimization of the geometry of the block, the stress concentration near the outer corners of the block disappeared. However, peaks of tensile stresses appeared in the inner parts of the outer corners of the block, but the values of these peaks of tensile stresses were 2.59 times less than the values of the peaks of tensile stresses located at the outer corners of the initial block. The peaks of tensile stresses in this place are ‘‘penetrating” and the depth of ‘‘penetration” is extremely small. Undoubtedly, the fact of decreasing stress concentration zones at the junctions of a thin inner partition to the outer wall is important. So, peak stresses in this place decreased 6 times (Fig. 8). Considering the direction of tensile stresses acting on the modified block, a decrease in the concentration of tensile stresses in all
Fig. 6. The distribution of the main stresses over the cross-section area of the modified block.
Please cite this article as: A. Proskurovskis, L. Nazinyan, A. Tarasova et al., The bearing capacity of an expanded clay concrete block of permanent shuttering without reinforced concrete filling, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2019.12.389
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A. Proskurovskis et al. / Materials Today: Proceedings xxx (xxxx) xxx
Fig. 7. The distribution of the main stresses along the section of the modified block.
Fig. 8. The direction of tension under the stress.
zones can be observed. Moreover, the result of the refinement of the cross-section area is the absence of destructive tension. As a result of studying the distribution of the main stresses in the cross-section area of the modified block, several important conclusions can be drawn. Firstly, a smoother transition from one section to another made it possible to reduce the arising stress concentration significantly. Secondly, the analysis of stress concentration allows us to conclude that regards to the refinement of the
cross-section area, the block is not at the stage of destruction under the stress of 15 MPa. 4. Conclusions 1. Analysis of the distribution of compressive stresses in the initial cross-section area showed that peaks of compressive stresses are achieved in the outer corners of the block and the middle
Please cite this article as: A. Proskurovskis, L. Nazinyan, A. Tarasova et al., The bearing capacity of an expanded clay concrete block of permanent shuttering without reinforced concrete filling, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2019.12.389
A. Proskurovskis et al. / Materials Today: Proceedings xxx (xxxx) xxx
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of the block (at the intersection of the internal partitions). In the indicated places, the stresses are distributed over a certain area, which slightly extends beyond the boundaries of the indicated sections. However, the effect of the stresses is still local. Peaks of tensile stresses are reached practically at the boundaries with the zones of peaks of compressive stresses at the junction of the inner walls of the block to the outer and at some distance from the outer corners of the block. Based on the nature of their distribution and their magnitude, we can conclude that under an applied load, the values of which correspond to the experimental one, the block is at the stage of failure, which coincides with the results of experimental tests for compressive strength. Comparing with the stress distribution diagram (Fig. 2), it should be noted that the destruction of the block under load during experimental tests occurs in places of accumulation of the highest compressive and tensile stresses. Analyzing the places of stress concentration, it can be assumed that the stress concentration occurs with a sharp change in the section of the block, respectively, the conditional rounding of the places of stress concentration will reduce the stresses arising in them. The analysis of stress concentration allows us to conclude that regards to the refinement of the cross-section, the modified unit with applied stress of 15 MPa is not at the stage of destruction. Based on the data obtained on the improved characteristics of the modified block, it is planned to analyze possible ways to optimize the section of the block and composition to ensure optimal strength and economic indicators.
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Please cite this article as: A. Proskurovskis, L. Nazinyan, A. Tarasova et al., The bearing capacity of an expanded clay concrete block of permanent shuttering without reinforced concrete filling, Materials Today: Proceedings, https://doi.org/10.1016/j.matpr.2019.12.389