BUILDING CONSTRUCTIONS AND FACILITIES
Introduction. Currently, hollow core slabs are widely used in large-panel construction, including slabs of formwork-free shaping. Structurally, the presence of voids in slabs has both advantages and disadvantages. One of the drawbacks of hollow precast elements in slabs consists in the reduced load-bearing capacity of the support section compared to solid slabs. This issue is most pronounced when considering the effect of partial restraint in the support zone of the slab in platform joints in large-panel buildings. According to the current design standards for large-panel buildings (SP 335.1325800.2017), the strength of support sections under partial restraint depends on the value of the elastoplastic moment, which is determined empirically and requires verification. The value of the support moment under partial restraint also requires verification due to some current theoretical grounds suggesting its underestimation. Therefore, it seems reasonable to analyze existing approaches to calculating the impact of partial restraint of hollow core slabs on the strength of support sections in platform joints in large-panel buildings and, if necessary, to conduct additional experimental and numerical studies on this issue.
Aim. To analyze the current practice of designing nodes of large-panel buildings using hollow-core slabs, as well as the available experimental studies of the bearing capacity of platform joints with various structural solutions.
Materials and methods. The analysis was conducted by reviewing Russian and foreign regulatory and technical documentation, as well as publicly available results of experimental studies.
Results. The authors have systematized the data on existing methodologies for assessing the strength of hollow core slabs in platform joints in large-panel buildings.
Conclusions. The study analyzed existing methodologies for calculating the strength of hollow core slabs considering their partial restraint in platform joints in large-panel buildings. The authors examined methodologies adopted in Russian and foreign regulatory documents, as well as experimental studies on the topic. The analysis indicated that current calculation methods may neglect the main factors affecting the load-bearing capacity of support sections in joints in large-panel buildings and require further development. Additional research aimed at analyzing the stress-strain state of support sections of hollow core slabs with partial restraint in platform joints will be instrumental in developing a refined physical multifactor model of joint behavior and optimizing structural solutions in certain cases.
Introduction. Current Russian standards impose stricter requirements on the overlap length of reinforcing bars in lap joints executed within a single section of the structure compared to staggered lap joints. Due to insufficient research on this issue concerning compressed reinforcement, these requirements lack comprehensive justification and have been adopted with some caution, which leads to increased reinforcement consumption. This implies investigating various possible design solutions for lap joints of reinforcement bars made in a single design section and experimental verifying of their impact on the strength of compressed reinforced concrete elements under static loads.
Aim. To conduct experimental studies on the load-bearing capacity of compressed reinforced concrete elements with different variants of lap joints of reinforcement located in a single design section.
Materials and methods. Experimental studies were conducted by testing reinforced concrete elements subjected to centrally applied static compressive loads. The studies were carried out in accordance with the provisions of current standards.
Results. Experimental data were obtained regarding the strength of reinforced concrete elements with various types of lap joints of reinforcement located in a single design section under axial compression.
Conclusions. Experimental studies have determined the failure loads and the failure patterns in the test samples. Failure for all test samples occurred outside the lap joint. Depending on the design solution of the sample, the values of failure loads for the studied samples with lap joints of reinforcement were lower by an average of 4 % than for samples without joints or higher by 2–3 %.
Introduction. The stiffness of prefabricated disks and diaphragms is considered a key parameter in designing multi-story buildings with wooden frames. Under the action of horizontal wind and seismic loads, the stiffness of wooden structures and their connections affects the distribution of forces among the structural elements and floors of the building. The stiffness and ductility of the joints in disks and diaphragms determine the dynamic characteristics of the building frame, such as the structural logarithmic decrement and damping ratio. The stiffness of vertical and horizontal joints influences the natural frequencies of multi-story buildings, while ductility affects the efficiency of energy dissipation during seismic events.
Aim. To investigate the load-bearing capacity, stiffness, and ductility of joints with glue and screw connections for horizontal and vertical joints in stiffening diaphragms and disks in multi-story wooden buildings.
Materials and methods. Following the methodologies outlined in State Standard 33082-2014, a comprehensive experimental study was conducted to assess the strength and deformation characteristics of connections using glued and screwed rods and joints based on them for inter-slab and inter-panel joints in stiffening diaphragms and disks made from laminated wood structures.
Results. The load-bearing capacity, stiffness coefficients, and ductility of glue and screw connections with varying depths of screw rod insertion and joint connections for wooden disks and diaphragms were determined under various loading types (shear, tension, and compression).
Conclusions. The analysis showed that the developed joints for wooden structures with glue and screw connections meet the requirements for high stiffness and can be utilized for joints in floor disks and wall diaphragms of multi-story wooden buildings. The obtained values of ductility coefficients for the tested joint connections indicate their capability to effectively dissipate energy during seismic impacts on the structure.
FOUNDATIONS, UNDERGROUND STRUCTURES
Introduction. Current Russian standards for the design of foundations on permafrost soils (SP 25.13330.2020) fail to sufficiently address the issue of accounting for negative forces during the thawing of the active layer when designing pile foundations in permafrost soils. As a result, designers face a choice either to account for negative forces, thereby increasing the reliability of the foundation design and its cost, or to neglect them, which reduces the cost of foundations but decreases their reliability. The present paper describes the results of studies on negative forces acting on the lateral surface of metal piles during seasonal thawing of permafrost soils represented by moderately saturated and fully saturated sands.
Aim. To obtain a sufficient amount of experimental data for developing recommendations on accounting for negative friction forces acting on the lateral surface of pile foundations during the seasonal thawing of sandy soil.
Materials and methods. The methodology involved conducting trough tests in a cooling chamber using pile models immersed in sand and suspended on crane scales. For tests, metal pipes of different lengths were immersed in sandy soils of medium and full water saturation. In addition, the study involved numeric thermotechnical calculations of the soil thawing rate and analytical calculations of the negative friction force based on SP 24.13330.2022 using reference values.
Results. Proposals have been formulated to consider negative friction forces when designing pile foundations in thawing sandy soil.
Conclusions. The analysis of experimental data revealed no negative forces on the lateral surface of piles during seasonal thawing of sandy soil.
Introduction. The key reason for the deterioration of housing stock and production assets in the Arctic zone and the permafrost zone of Russia lies in deformation induced by changes in the mechanical properties of permafrost soils. These changes are exacerbated by the impact of global warming. The Federal Service for Hydrometeorology and Environmental Monitoring reported in 2023 that the air temperature rose by 0.5 °C per decade. Such processes necessitate the development and implementation of measures to enhance the construction properties of building bases and foundations.
Aim. To develop measures for restoring the serviceability of bases and foundations of buildings and structures in the areas of permafrost soils.
Materials and methods. Theoretical studies were based on a review and analysis of contemporary scientific, technical, regulatory, and methodological literature concerning soil stabilization and foundation reinforcement, as well as archival data on the causes of base and foundation deformations.
Results. The advantages, disadvantages, and areas of application of existing methods are presented. Promising technologies requiring further investigation are identified, including electrochemical thawing and consolidation of soils, injection and jet grouting as well as the use of bored cast-in-situ and augercast piles for foundation reinforcement. The study outlines the results of generalization and analysis of research and development work on inspection and monitoring of the technical condition of critical buildings and structures in the cities of nine regions that are part of the Arctic zone of Russia (Murmansk Region, Republic of Karelia, Arkhangelsk Region, Komi Republic, Nenets Autonomous Okrug, Yamalo-Nenets Autonomous Okrug, Krasnoyarsk Territory, Republic of Sakha (Yakutia), and Chukotka Autonomous Okrug).
Conclusions. The literature analysis underlay the development of measures for restoring the serviceability of bases and foundations of buildings and structures in the Arctic zone of Russia. These measures include general provisions, recommendations for assessing the technical condition of buildings and systems for thermal stabilization of soils, engineering surveys during reconstruction, foundation reinforcement, soil stabilization at their bases, monitoring of reconstructed buildings, and quality control of work performed.
Introduction. The ongoing climate changes in the permafrost zone associated with global warming significantly impact the temperature regime and the depth of seasonal thawing of permafrost soils. In current design practices, a constant calculated value for the depth of seasonal thawing is adopted; however, in reality, it varies and may exceed the design values. Existing regulatory requirements for design neglect this variation, which underscores the relevance of the study.
Aim. To develop a methodology for forecasting changes in the thickness of the seasonal thaw layer based on climate parameters altering with warming.
Materials and methods. The methodology of the study involved an analysis of contemporary scientific and technical literature, regulatory documents, methodological literature, and archival data from meteorological stations across Russia; determination of the relationship between changes in the depth of seasonal thawing over time; development of a forecasting methodology for changes in the thickness of the seasonal thaw layer based on climate parameters affected by warming; recommendations for utilizing the results in the development of regulatory and technical documents.
Results. The depth of seasonal thawing significantly affects the cost and scope of foundation construction and land planning works. The existing calculation methodology fails to account for climate change trends. The permafrost zone of Russia displays an increase in the temperature of soils and the depth of seasonal thawing. The highest convergence of calculated results with field observations was achieved using the Borey 3D heat engineering program while considering climate change.
Conclusions. The depth of thawing is to be determined using a heat engineering program that accounts for climate change. Determination of the foundation bottom depth, as well as strength and deformation calculations, are to consider changes in thaw depth during operation and the impact of global warming.
Introduction. The jet grouting technology is considered to be one of the most relevant methods in geotechnics. Geotechnical structures based on this technology are hidden and require special control of the intended properties. Currently, the regulatory documentation primarily establishes control measures only after the completion of work on the stabilized soil that has gained strength. Such control methods has no impact on the results of the work but merely confirm it. The controlled influence on the results requires developing a method for operational process control in order to adjust the process in real-time and achieve the desired outcome. A solution to this issue may involve operational control of the stabilization quality based on the parameters of the soil-cement slurry discharged during jet grouting.
Aim. To investigate control issues in soil stabilization using jet grouting based on the physical and mechanical characteristics of the soil cement slurry discharged during the stabilization process.
Materials and methods. The study was conducted on samples obtained under laboratory conditions. The materials for the laboratory samples included fine, medium, and coarse sand; loam; clay; CEM 0 42.5N cement; water. Laboratory samples were created by mixing various compositions of the soil cement mixture, simulating the soil cement slurry that transforms into soil-cement during the hardening process. Studying the laboratory samples involved determining the density in a liquid state and the density and strength after hardening.
Results. The study revealed the dependence of an increase in the strength of soil cement on a growth in the density of soil cement slurry while changing the ratio of components of the slurry composition.
Conclusions. The conducted studies were instrumental in assessing the impact of the quantitative ratio of the components in the models of the soil-cement mixture (slurry) on its density and, as a result, on the strength and density of soil-cement samples.
Introduction. The paper examines the key aspects of obtaining parameters for the hardening soil model used in the analysis of soil bases. This model is increasingly popular due to its effectiveness in calculating various structures, such as pile foundations, retaining walls, and anchorages.
Aim. To analyze the experience of obtaining parameters for the hardening soil model based on laboratory data derived from engineering and geological surveys.
Materials and methods. The methodology involved analyzing and processing the results of laboratory studies on soils in the Nizhny Novgorod region. The laboratory tests were performed as part of engineering surveys. The parameters were optimized and the model was calibrated for the obtained parameters of the hardening soil model using the Plaxis software suite, specifically within the Soil Test module.
Results. A set of design parameters was obtained for the hardening soil model. A comparison between laboratory results and numerical modeling outcomes was performed to confirm the accuracy and reliability of these parameters. This stage of the study demonstrated that the optimized and calibrated parameters of the hardening soil model provide a high degree of consistency between laboratory data and numerical calculations.
Conclusions. Currently, no universally accepted methodology exists for processing the results of laboratory tests and statistical analysis. Overall, the analysis of results and parameter selection for implementing the calculation model remains at an expert level and is not regulated by normative documents. Further research in this area will enable the development of more effective methods and approaches, contributing to advancements in both science and practice in geotechnical engineering.
Introduction. Cement strengthening of the foundations has been studied fairly well. The advancements in technology and industry leads to the production of polymer materials (acrylate) and siloxane materials, the properties of which make them suitable for use in construction as waterproofing agents. Due to their gelation capability and ability to bind particles, these materials obtain high potential for applications aimed at enhancing soil properties, including those with organic constituents. However, the use of both cement mortars and chemical agents (acrylate, siloxane) for the stabilization of soils with organic constituents currently remains unregulated in existing normative documentation.
Aim. To investigate the potential for stabilization of soils with organic constituents using solutions based on cement, acrylates, and siloxanes.
Materials and methods. Laboratory studies utilized mixtures of peat and sands of varying granularity as the soil containing organic constituents. Cement mortars of types I, ITDV, IOTDV according to Russian State Standard R 59704-2021 (distinguished by their degree of fineness), as well as acrylate and siloxane were employed as the binding agents.
Results. The study determined specific strength values for cement strengthening in relation to the number of organic constituents. Stabilization using acrylate solutions revealed no binding effect on organic soils. In the case of sands devoid of organic content, acrylates were capable of binding soil particles; however, they failed to confer strength to the samples. Furthermore, the siloxane used in this study was found to be unsuitable as a binding agent for soils.
Conclusions. Future studies shall define the application and limitations of cement mortars for stabilizing soils containing organic constituents, as well as assess the impact of acrylic solutions on soil and their applicability for anti-permeability measures and soil liquefaction mitigation in seismically active regions. All conclusions drawn from laboratory investigations shall be validated through field studies and numerical modeling.
BUILDING MATERIALS AND PRODUCTS
Introduction. One type of concrete corrosion is caused by the chemical interaction of amorphous silica in aggregates with alkalis in the cement paste. This process develops slowly, and damage to the concrete is often detected only several years after construction is completed. Initially, damage caused by alkali-silica reaction was observed in large structures such as dams, bridges, and road pavements. Repairing and protecting damaged concrete structures is considered a complex process. The present paper addresses issues related to the prevention and protection of structures affected by this type of corrosion.
Aim. To evaluate methods for protecting concrete from internal alkali corrosion.
Materials and methods. The paper presents the results of determining the reactivity of aggregates from crushed stone and sand of various deposits. A method for protecting against alkali corrosion using lithium nitrate solution for impregnating concrete was tested in the process. To accelerate the impregnation process, concrete was treated with a direct current.
Results. The study demonstrates the inconsistency of results obtained through standard testing methods. The most reliable results are achieved through long-term testing (at least one year) of concrete made with the studied aggregates and cements. The study involved assessing feasibility of repairing concrete with signs of alkali corrosion through impregnation with lithium compound solutions while applying electric current.
Conclusions. The expansion of concrete due to alkali corrosion from aggregates sourced from various deposits has been investigated. The study confirmed the necessity for long-term testing of concretes using aggregates of specific suppliers, considering the characteristics of the applied cements and mineral additives. The authors examined the potential for protecting concrete from alkali corrosion through the introduction of lithium compound additives, including the use of current. The application of current accelerates the impregnation of concrete with lithium salt solutions; however, it poses certain challenges. Impregnation of the outer layer creates conditions for cracking due to differences in deformation between the outer layer and the inner layers that have not undergone impregnation. If the reactivity of the aggregate with cement alkalis is suspected, it is recommended to introduce finely ground silica-containing additives into the concrete to bind alkalis and prevent the development of concrete damage.
Introduction. The first experimental tidal power station in Russia has been operating in the Kislyaya Bay of the Barents Sea, Arctic Region, since December 1968. Constructed using float-on methods, it is recognized as an outstanding structure of the 20th century and has been designated as a “Monument of Science and Technology of the Russian Federation.” The paper discusses the research on frost resistance and corrosion resistance of monolithic concrete and reinforced concrete used in the tidal power plant.
Aim. To summarize half a century of research and observations on reinforced concrete structures of this large facility and experimental samples of concrete and reinforced concrete in the harsh marine conditions of the Arctic.
Materials and methods. High-strength, frost-resistant, and low-permeability concrete was utilized. The methodology involved laboratory and long-term field tests, including systematic inspections of the condition of concrete samples and reinforced concrete structures of the tidal power plant, with assessments of their strength and frost resistance.
Results. The study demonstrated high frost resistance and corrosion resistance in the marine environment under prolonged exposure to low temperatures typical of the Arctic zone, ensuring the complete preservation of structures over 50 years of operation in harsh Arctic sea conditions, including tidal zones and ice impact.
Conclusions. The findings confirm the feasibility of constructing and maintaining reinforced concrete structures for tidal power plantss in marine Arctic conditions without repair for an extended period (up to fifty years).
LIFECYCLE MANAGEMENT OF CONSTRUCTION PROJECTS
Introduction. The present study analyzed the implemented innovative cross-cutting technologies in the construction sector of the Russian Federation, aimed at facilitating the production and design activities of construction organizations. The relevance of the study lies in the necessity to achieve technological sovereignty in the construction industry of the Russian Federation.
Aim. To propose recommendations for the implementation process of these technologies and their commercialization in the construction industry, based on the areas of transformation within the construction sector of the Russian Federation identified through innovative technologies. The objectives include analyzing the innovative cross-cutting technologies currently utilized at construction sites in the Russian Federation and abroad, and outlining the main directions for the development of innovative technologies in construction.
Materials and methods. The study involved general methodological approaches — systemic-creative and systemic-informational — along with methods of systemic analysis and logical analysis, as well as generalization and classification. The research object of study consists in cross-cutting safety and design technologies at construction sites. Specifically, the study analyzes BIM technology, unmanned aerial vehicles, and others currently used at construction sites in Russia and abroad, examines the current state of transformations in the construction sector of the Russian Federation considering these innovations, and identifies key directions for the development of innovative technologies in construction, including the application of artificial intelligence.
Articles on the materials of the 1st Conference on Masonry Structures “Onishсhikovskie Сhtenija”
Introduction. The calculation of stone vaults in historical buildings employs an approach in which vaults are treated as elements “assembled” from three-hinged, two-hinged, and hingeless arches, with the determination of forces being carried out according to general rules of structural mechanics. However, the capabilities of such an approach to analyze spatially working structures (cross vaults) made of materials exhibiting strength anisotropy (masonry) are extremely limited.
Aim. To establish the regularies in the formation of the stress-strain state parameters of a stone cross vault under uniformly distributed loads, as well as the influence of the strength anisotropy of masonry on the strength of the vault.
Materials and methods. The analysis of the stress-strain state of the stone cross vault was performed using a high-level finite element modeling software in a solid spatial homogeneous formulation. The study assessedthe impact of the strength anisotropy of masonry and the non-uniaxiality of the stress state in specific areas of the vault on its overall strength.
Results. The most unfavorable stress state was found to occur in the central area of the cross vault beneath the axes of the formwork, where biaxial tension of equal intensity is formed, characterized by extremely low resistance. The stress-strain state is dependent on the ratio of rise f to span L (f/L). The strength of the stone cross vault was revealed to depend, among other things, on the orientation of forces relative to mortar joints in the masonry; significant non-uniaxiality of forces is observed in specific areas.
Conclusions. The most significant factor affecting the formation of the stress-strain state in a stone cross vault, in addition to its span and thickness, is the ratio of rise f to span L (f/L). Strength analysis of cross vaults should consider the orientation of forces relative to mortar joints while accounting for the non-uniaxiality of forces in specific areas.
Introduction. In Russian conditions, the depth of support for floor slabs on walls made of large-format ceramic blocks is accepted to be less than in many European countries in order to reduce heat losses. However, with a small depth of support, the shear stresses in the masonry significantly increase, necessitating the construction of a more reliable support joint.
Aim. To develop a design for the support joint of a floor slab on a wall made of large-format ceramic blocks that ensures its shear strength while minimizing heat loss.
Materials and methods. Experimental verification was conducted on samples in the form of columns made of large-format blocks. Three rows of reinforced brick masonry were placed under a fragment of a reinforced concrete slab. A vertical load was applied to the fragment of the floor slab with eccentricity.
Results. The layers of bricks acted as a distribution pad under the floor slab, leading to an increase in loadbearing capacity by at least 13–27 % while maintaining good thermal performance of the wall.
Conclusions. The calculation of the outer wall’s pier showed the feasibility of constructing buildings with external load-bearing and self-supporting walls made of large-format energy-efficient blocks with a thickness of 38 cm for building heights up to five stories. However, considering the brittle nature of masonry failure, it is advisable to limit the height of such walls to two or three stories
Introduction. Engineering survey forms a basis for making informed decisions regarding the operation of stone structures following exposure to high temperatures and fire.
Aim. To determine the residual bearing capacity and to specify methods for reinforcing stone structures after a fire.
Materials and methods. The impact of fire on stone structures depends on the size and material of the stone, the spatial arrangement of the walls, the thermal and prolonged effects of the fire, and the firefighting methods employed.
Results. Stone buildings constructed in the late 19th and first half of the 20th century were predominantly 2–7 stories high, while those built in the second half of the 20th century ranged from 5 to 14 stories. The walls were primarily made of solid and hollow ceramic and sand-lime bricks. The mortar used for wall masonry in the late 19th century and throughout the 20th century was cement-lime based. The thickness of walls built in the late 19th to early 20th century typically comprised 2–2.5 bricks, while after the 1920s, it was generally two bricks. When exposed to thermal effects of a fire, ceramic brick masonry at temperatures up to 800 °C experiences spalling of the stone to a depth of no more than 5 mm, with vertical and inclined surface cracks appearing, while the bearing capacity remains unaffected. At temperatures between 800 and 1000 °C, fire damage penetrates to a depth of 5–10 mm, resulting in vertical and inclined cracks extending no more than two courses of masonry, with wall bulging not exceeding 1/6 of their thickness. The bearing capacity of the masonry decreases by 15–20 %. When masonry walls and columns made of ceramic bricks are heated from 1000 to 1200 °C, damage exceeds 10 mm in depth, with vertical and inclined cracks extending over two courses of masonry, and bulging of walls reaching one-third or more of the masonry thickness. The bearing capacity of the masonry declines by more than 20 %.
Conclusions. All cracks must be classified according to their causes: overloading of wall sections, thermal effect, and uneven foundation settlement. This necessitates an inspection of wall sections adjacent to areas affected by fire. The type and condition of the mortar in the masonry are to be assessed. For comparison, joints in masonry adjacent to fire-damaged areas should be examined. The design resistance of brick masonry subjected to fire exposure, after cooling, is considered equal to the design resistance prior to the fire multiplied by a coefficient for reduced bearing capacity kmc.
Introduction. The deformation theory of plasticity (deformation theory) can be widely applied in physically nonlinear calculations under simple or converging to simple loadings. In particular, for the analysis of the seismic resistance of masonry buildings, the deformation theory can be utilized within the framework of the nonlinear static method. Compared to flow type theories, deformation theories enable a greater number of failure mechanisms to be implemented by defining a complex combined strength figure of the material without encountering issues with singularities in the limiting loading surfaces.
Aim. To develop a variant of the deformation theory of plasticity for masonry in a plane stress state, taking into account the orthotropy of strength properties.
Materials and methods. The study involved an analysis of known deformation theories. The physical relationships were formulated in matrix form for use in computer calculations. The comparison of the mathematical model with experimental results was performed using regression analysis methods.
Results. A deformation theory for masonry is described as a quasi-orthotropic material without considering deformation anisotropy. The authors proposed a strength figure for masonry that accounts for the orthotropy of strength properties and depends on the angle between the principal axes and the axes of orthotropy. A methodology for transforming two basic deformation curves for masonry is outlined.
Conclusions. The presented quasi-orthotropic deformation model for masonry can be utilized in finite element analysis programs and in developing plugins for existing software systems, particularly for the SCAD Office software suite with a deformation plasticity theory model.
Introduction. Assessing the strength of elements in spatial load-bearing structures during automated calculations using plastic flow theory requires establishing a strength condition, the geometric interpretation of which is represented as a surface in stress space. The exit of the point depicting the stressed state beyond the described surface during the loading of the computational model indicates material failure. Evaluating the strength of masonry structures implies considering material characteristics such as differential resistance, the dependence of strength on the angle of anisotropy, and various values of biaxial strength, which imposes limitations on the use of existing limiting surfaces.
Aim. To review existing strength criteria, describe their advantages and disadvantages, as well as their applicability limits for strength modeling of masonry elements.
Materials and methods. The review of existing strength criteria is based on relevant sources. Assessing the accuracy of approximation for the strength conditions of the experimental data obtained from tests involved numerical methods implemented in Python using Numpy, Sympy, and Matplotlib libraries for graphical visualization of the results. Tensor calculus theory is utilized to describe the actual and ultimate stress states at an elementary point of the structure, while aspects of linear algebra are used to record the relationships of mechanical constants of the material.
Results. The accuracy of approximation for experimental data using the Willam-Warnke strength criterion is assessed in comparison with the Geniev strength criterion for the plane stress state of masonry. The paper provides a brief overview of existing masonry strength models, describing their physical interpretations and applied approaches.
Conclusions. Existing strength criteria have disadvantages, such as inaccuracies in approximation of experimental data, complexity in implementing computational calculations, incomplete descriptions of strength properties, and phenomenology of the approaches used. The development of a new specialized criterion for a comprehensive description of masonry strength models is considered relevant.
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