Introduction. The current regulatory calculation procedure for piles in rocks provides a means to determine the bearing capacity of a pile embedded in a solid rock mass containing no weak interlayers. However, it is not uncommon in actual design practice for rocky soils to be interbedded with softer and less stiff dispersive soils, whose presence affects pile performance. In this case, a summation of estimated resistances along the pile length and at its foot overestimates its estimated bearing capacity, which does not correspond to the actual work due to the different rates of friction force generation in soils of varying formations.
Aim. To develop a procedure for determining the bearing capacity of a single bored cast in place pile interacting with rock mass interbedded with cohision soils under vertical indentation loading.
Materials and Methods. The procedure for estimating the skin friction resistance of a pile penetrating rocky and dispersive soils is based on the analysis of static pile tests and numerical simulation, taking into account tabulated and analytical solutions given in regulatory literature.
Results. A procedure for determining the bearing capacity of a single pile interacting with a rock mass interbedded with cohision soils was developed using tabulated solutions given in regulatory literature, empirical dependencies, and numerical simulation. As a criterion for the ultimate shear resistance of bearing soil, a formula for reference settlement S_ref is proposed, which factors in pile dimensions and the characteristics of the pile shaft material. The extent to which the pile bearing capacity is sensitive to the parameters of the model and computational assumptions of numerical modeling is analyzed. The presented examples of determining the design pile bearing capacity via the proposed procedure show results similar to experimental data obtained in the field tests.
Conclusions. The presented method allows engineers to factor in the skin friction resistance of cohision soil interbedding in the rock mass to increase its design bearing capacity.

Introduction. The paper considers the effect produced by the installation of bored cast-in-situ piles and barrettes on the stress-strain state of the surrounding soil mass for four different types of soil conditions.
Aim. To develop a procedure for determining concrete-induced stress acting on walls that enclose a borehole filled with concrete, as well as stress changes during relaxation.
Materials and methods. An analysis of experimental studies is performed, both those conducted by the present authors and those available in open sources. By means of back calculations relying on experimental data, the dependence is determined between the maximum concrete-induced stress and the rate of concr eting. The results of post-construction monitoring are used to derive a formula for describing stress relaxation following the completion of concreting works.
Results. In this study, the authors proposed a bilinear formula, developed a procedure, and calculated the concrete-induced stress acting on the walls that enclose a borehole filled with concrete, as well as stress changes in the process of relaxation. The effect of the adopted pile installation technique and soil conditions on changes in the stress-strain state of soil mass was studied. A formula was provided for determining the final values of horizontal stresses at the pile-soil interface at the full grade strength of concrete following stress relaxation in the soil, as well as recommendations for numerically calculating changes in the stressstrain state of soil mass during concreting and subsequent concrete hardening in piles and barrettes.
Conclusions. The conducted studies into the effect of bored cast in-situ pile installation on the stress-strain state of surrounding soil mass revealed that this stress-strain state depends on the soil conditions of the site, as well as the adopted pile installation technique. Due to the fact that soil is a plastic material, the final value of horizontal stresses is affected by the technique-dependent load dynamics and the soil conditions of the site, which should be taken into account by applying appropriate soil models.

Introduction. Thin plates are widely used structural elements in modern civil, mechanical, aeronautical, and marine engineering design. Alongside the temperature field, the middle plain of plates is subjected to uniformly distributed normal mechanical forces, with σφ intensity, which raises the stability problem of thin plates. The strength and stability of rectangular plates have been investigated by S.P. Timoshenko [1], S.A. Ambartsumyan [2] and others. In the field of design of thin structure elements, the optimal positioning of plate supports has been studied in the works of V.Ts. Gnuni [3], M.V. Belubekyan [4], and A.V. Eloyan [5, 6]. However, the problem of optimal support positioning has not been sufficiently studied, particularly regarding the thermoelastic stability of thin plates. The simultaneous exposure of mechanical forces and temperature field on a rectangular plate poses the issue of an efficient parameter с that determines the positions of transverse supports along the length of a plate thus ensuring the maximum buckling load.
Aim. To calculate the optimal values of a parameter α = c/a in accordance with σ̅, h̅, values for different side ratios λ=a/b of a plate for specified temperature values.
Materials and methods. Elastic isotropic plates were used, the maximum buckling load was determined.
Results and conclusions. According to the results, the optimal location of plate supports for values λ = a/b–1/2,1 is determined by σ̅ = 3β depending on the plate temperature. The maximum buckling load is determined when σ̅ = 3β, h̅ = 0,01, w* = 1,772, α = 0,37, Т = 300 °С.

Introduction. In geotechnical design practice, it is common to find objects whose underground structure behavior is difficult to predict based on calculation or experimental work. Such cases permit the use of the observational method allowing for design adjustments during construction according to the results of geotechnical monitoring. The paper describes a practical example of applying the observational method at the construction site of a unique building in the center of Moscow.
Aim: to evaluate the actual performance of underground structures and, if necessary, to develop and apply corrective measures within the observational design method using the results of geotechnical monitoring.
The subject matter of the study is a unique unfinished building with a five-story underground part exhibiting an uncertain mechanical performance of the foundation at the interface with the retaining wall of the foundation pit due to the long-term suspension of the construction site. The behavior of the underground structures, including their interaction with the bearing soil and the slurry wall, was controlled using a comprehensive system of geotechnical monitoring implemented at the site.
Results. The adopted design solutions and the use of corrective actions within the observational design method reduced the effect of existing adverse geotechnical conditions at the site in question, specifically increasing the stiffness of the underground part and minimizing the settlement difference between the central and edge parts of the foundation slab.
Conclusions. It is established that geotechnical monitoring provides a means to evaluate the behavior of the building exhibiting an uncertain mechanical performance of structures within the observational design method.

Introduction. Failure to consider the specificity of moraine loam, namely the possible presence of chaotic boulder inclusions, led to the under-driving of prefabricated reinforced concrete piles for tanks (massive in character and irregular in depth). Since technical literature offers no data on the application of piles varying in length in the bearing soil of tanks and no recommendations on possible measures that could prevent such adverse effects, the paper analyzes the current situation, as well as describing an unconventional approach as to how it can be remedied.
Aim: to perform calculations in the PLAXIS 3D and PLAXIS 2D software for various scenarios of interaction between tank foundations and underlying soils.
Materials and Methods. The main objective of the work was to find a technical solution that could remedy the situation involving the underdriven piles. Since the analysis of technical literature revealed no optimal solutions for the foundations and underlying soils of tanks, the authors had to use the PLAXIS 3D and PLAXIS 2D simulation software to explore the possibilities.
Results. It is proposed to use driven piles as elements reinforcing the bearing soil. In addition, it is planned to make a 60 cm thick sand cushion over pile heads with a cut-off level below the design reference mark in order to more evenly distribute the tank load on the underlying soil and to equalize the settlements. The performed calculations were used to select bearing soil stiffness coefficients justifying the foundation slab design adopted in the project.
Conclusions. The study identified the reasons for this negative situation, proposing an unconventional technical solution and determining the coefficients of bearing soil stiffness for performing further tank calculations.

Introduction. The article outlines methodological stages when assessing the resource of nuclear power plant (NPP) operation units with regard to degradation in the dynamic characteristics of reinforced concrete structures obtained by means of vibration analysis methods on the example of hot cells of nuclear installations.
Aim: to improve the method currently used for assessing the stress-stain behavior and strength of NPP structures regarding the aging process of reinforced concrete elements under various environmental exposures.
Materials and methods. A methodology is proposed for assessing the strength (loading capacity) and stability of NPP structures where significant variations in the properties of reinforced concrete elements have taken place under the action of continuous operation and thermal mode disturbances, thus weakening the element stiffness and, as a result, reducing their strength and stability. Therefore, in order to evaluate the stress-stain behavior and strength of hot cells, calculations should be carried out taking into account the history of structure loading and the process of crack development over the entire operation period. However, no analysis of the history of thermal loading has been performed during the operation period of the NPP under study. In addition, there is a lack of suitable software packages for nonlinear dynamic analysis certified by Rostechnadzor capable of considering the loading history and crack development in reinforced concrete structures. In order to eliminate the mentioned shortcomings, a vibration analysis of the walls and floors of hot cells should be performed to determine the following dynamic characteristics: natural vibration frequency and mode, logarithmic decrement of damping, deformation modulus and Poisson ratio for each wall and floor. Further, based on the obtained experimental data, the stress-stain behavior and strength of hot cells should be calculated using experimental data as calculation input information. The calculation methodology is based on a nonclassical method of modal superposition using the ABAQUS, ANSYS, and Nastran software packages. In order to verify the correctness of the results obtained by vibration analysis, an assessment of floor dynamic characteristics at the point +13.450 in the “П”–“Ж” rows was conducted.
Results. The values of deformation modulus and natural vibration frequency obtained in the conducted experiment were found to agree with the calculated values.
Conclusions. A methodology for assessing the strength of NPP structures regarding the aging of reinforced concrete under various environmental exposures was presented. The validity of dynamic characteristics obtained using vibration analysis was evaluated.

Introduction. The technology of jet grouting of soils is increasingly gaining popularity in construction. Its efficiency can be further improved by optimizing the cement consumption and drilling volumes, leading to a reduction in the costs of base reinforcement works.
Aim: to develop a versatile approach that can be used when determining optimal parameters of reinforcing a soil massif with vertical soil-cement elements.
Materials and methods. In accordance with conventional approaches, a search algorithm was created on the basis of the coordinate descent method and verified using a specialized geotechnical software package. The problem of determining the length and pitch of reinforcing elements, providing the specified settlement value of foundations resting on the reinforced soil massif, was solved. An example of using the proposed approach for solving a spatial optimization problem was illustrated in the Plaxis 3D software package.
Results. The application of the developed approach when solving a specific problem demonstrated the possibility of minimizing the volumes of works at the preserved or reduced settlement value. In the considered example, a decrease in the total length of soil-cement elements comprised 16 and 8.4% in sandy soils and loams, respectively, which represents a significant value in practice.
Conclusions. In the majority of cases, an applied solution to the problem of optimizing jet grouting reinforcement of a soil massif can be obtained and implemented using an algorithm with simplified prerequisites and unification of the pitch and length of reinforcing elements. This approach can raise the effectiveness of using standard geotechnical software instruments and allow implementation of optimized solutions in practice.

Introduction. The use of bored piles in foundation works is a common construction technology, which has been successfully employed for construction in permafrost zones. However, up to the present time, the heat of hydration released during the hardening of cement mixes has been considered as an adverse event thus not being practically applied, particularly when preparing foundation soils according to Principle II, or the Active method.
Aim: to study the process of cement hydration when hardening and to assess variations in its temperature in order to use the data obtained for thermal and deformation calculations in construction design.
Materials and methods. An analysis of regulatory framework, as well as scientific and technical literature, was carried out. Experimental laboratory studies of different cement mixes were performed. The obtained results were analyzed, the directions for further studies were outlined along with design recommendations.
Results. The experimental study showed the maximum increase in the temperature of cement mixes one day after laying to range between 8.2 and 29.9 °С depending on the composition and initial temperatures of the mixes. Thermal and geotechnical calculations for a particular designed project based on the obtained data proved the efficiency of the considered approach for foundation works. Hence, this allowed the requirements for a minimum temperature of a cement mix and an estimated period of soil thawing under the building foundation to be included in the design documentation.
Conclusions. The conducted experiments and numerical calculations showed that, under a certain set of characteristics of cement mixes for bored pile foundations, the released heat of hydration can be sufficient for thawing permafrost soils and preparing the foundation soils for use in terms of Principle II. This approach ensures time and cost optimization during the construction period.

Introduction. Various calculation methods, including empirical, analytical, and numerical ones, are used to assess the effect of undermining on base deformations and force variations in the structures of existing and projected pipelines. Empirical methods are typically developed using an experimental analysis of numerous results obtained during the engineering and geodetic observations of settlements and surface terrain shifts in undermining areas. However, such methods fail to take into account all the factors affecting settlements and shifts during underground excavations, including the vertical heterogeneity and physicomechanical properties of soils, etc.
Aim. To determine the advantages of numerical methods and to develop a methodology for using numerical calculations in the Plaxis and Midas GTS NX geotechnical software applications. Compared to empirical and analytical methods, numerical approaches have the advantage of simulating the bedding heterogeneity of geological engineering elements and their physicomechanical properties, ensuring joint calculations of the “underground excavation – soil massif – existing structure” system, considering the gradual character and undermining technology, as well as providing the possibility to search through a large quantity of variants over a short period of time. The principles of numerical calculations of the strength of underground main gas pipelines during the arrangement of closed underground excavations for mineral mining are considered.
Methods. The developed methodology is based on the degree and nature of effects produced by various factors on numerical modeling results, including the presence of a pipeline in the design model, width of the model calculated area, finite element mesh sizes, parameters of the soil geomechanical model, width, bedding depth, dip angle, thickness, and number of mineral mined formations, as well as the problem statement type (2D or 3D).
Results. The results of the study are presented in the form of a methodological verification, performed on the basis of a comparison between the calculated and actual parameters of rock shifts.
Conclusions. The presented methodology reliably predicts base deformations and force variations in the structures of existing and projected pipelines during the excavation of a coal seam at one of the mines of the Moscow lignite basin.

Introduction. The prospects of using piled-raft foundations to support the columns of frame buildings and civil engineering works are examined.
Aim. To determine the significance and role of individual elements in a piled-raft foundation and its underlying soil to achieve the maximum load capacity.
Materials and methods. In order to achieve the stated aim, a series of theoretical numerical studies into horizontally loaded piled-raft foundations was conducted. Here, three-level numerical studies were used to determine the effect of various factors on the load capacity of piled-raft foundations under horizontal and moment loading. The following factors were considered in this work: coefficient of soil reaction around the column pedestal k_u; coefficient of near-pile soil reaction k_p; transverse dimension of the column pedestal d_u; pedestal height l_u; inclination angle of the pile to the vertical α_P. The significance of each factor was assessed in terms of the column pedestal displacement at the soil surface level, which is described by a quadratic polynomial in five variables.
Results. The impact on foundation resistance to horizontal loading can be determined by analyzing the absolute values of polynomial coefficients and the extent to which the considered factors affect the horizontal pedestal displacement in piled-raft foundations under horizontal and moment loading at the soil surface level. It is established that the most significant factors contributing to the foundation resistance to horizontal loading include the coefficient of soil reaction around the column pedestal k_u and the transverse dimension of the column pedestal d_u (increasing the foundation resistance to horizontal loading by 60% and 35%, respectively). The other factors have a significantly lower impact.
Conclusions. It is shown that numerical theoretical studies into horizontally loaded piled-raft foundations reveal the significance and role of its individual elements and underlying soil, as well as justifying the values of factors affecting the load capacity of foundations.

There is a widespread belief held by certain groups of researchers that there are almost as many points of view in science as there are people involved in doing science. In this respect, philosophy of science is no exception. Among diverse viewpoints, positions and theoretical constructs in the field of philosophy of technology, the author considers the most significant directions and approaches and briefly outlines the philosophical positions of their leading representatives.
In particular, the author considers such relevant questions as the ambiguity of views and approaches in assessing the place and role of technology in the development of human society, preservation of the natural environment, creation of new ethical norms of interaction in the process of a thriving scientific and technological revolution.
The problem of the mediated influence of technology on human development occupies a significant place in the philosophy of technology. This influence is expressed not only in material and spiritual forms, but also physiologically, which is reflected in one of the approaches described in this article.