Construction and Geotechnics

Frequency: Quarterly

Publisher: Perm National Research Polytechnic University, Perm, Russian Federation

DOI:  10.15593/2224-9826

Languages: Russian, English

Editor-in-Chief: Professor, Dr. Sci. Andrey B. Ponomaryov

Executive Editor: C.Sci. Dmitrii G. Zolotozubov

Editorial Contact:

Address: Editorial Board "Construction and Geotechnics", Russian Federation, Perm, 614990, Komsomolsky ave., 29
Phone: +7 (342) 2-198-377

Construction and Geotechnics  is an open-access periodical published scientific peer-reviewed journal.

Construction and Geotechnics has no article processing and/or article submission charges.

All Journal's Content, including articles,  is licensed under a Creative Commons Attribution-NonCommercial 4.0 International License (CC BY-NC 4.0). Editorial of the Journal allows readers to read, download, copy, distribute, print, search, or link to the full texts of its articles and allows readers to use them for any other lawful purpose in accordance with Budapest Open Access Initiative's definition of Open Access.

Journal intended for researchers specializing and civil engineers in the field of construction, geotechnics, building technology, structural mechanics, transport construction, environmental engineering.

Until 2012, Journal was named «Bulletin of Perm State Technical University. Construction and Architecture», since 2012 to 2019 Journal was named «Bulletin of Perm National Research Polytechnic University. Construction and Architecture» (ISSN 2224-9826).


The journal is indexed in the RSCI (Russian Science Citation Index).



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Current Issue

Vol 14, No 1 (2023)

Comparison of methods for determination the bearing capacity of piles in punched holes with broadening using the results of static load tests
Glukhov V.S., Gavrilov P.K.


In recent years, due to the increasing of urban construction extent, there has been a tendency to exhaust of territorial reserves, suitable for construction in large cities. Increasingly, it is necessary to use territories with unfavorable soil conditions for the construction of civil and industrial buildings. In such cases, various pile foundations are used, which have significant technical and economic advantages compared to foundations on a natural bases. Among the progressive designs of pile foundations, a special place is occupied by piles in punched holes with broadening (SPSu), which ensure the improvement of the physical and mechanical properties of the foundation during the production of works, as well as the reduction of material, energy and labor costs during their installation. Piles of this type are designed using the developed regulatory framework ISO 36554501-018-2009 "Design and installation of pile foundations and reinforced foundations from packed piles in punched holes". At the same time, the task of improving the quality of work on the design, arrangement, as well as the assessment and prediction of the bearing capacity of piles becomes particularly relevant. This task is solved with a high degree of accuracy by conducting large-scale tests of piles with a static load tests. These tests are carried out in real conditions of the construction site and allow to observe the changes pile`s settlement under load. The article is devoted to solving the problem of increasing the efficiency of assessing the bearing capacity of piles according to static load tests. Using the example of the test results of single SPSu, the authors of the article assess the effectiveness of the existing domestic and foreign methods for determining the bearing capacity of piles. As part of the solution of this issue, the results of the bearing capacity determining according to SP 24.13330.2021 were compared with the data obtained during the use of Davisson, Chin, De Beer, Hansen, Decourt and Eurocode 7 methods. The advantages and disadvantages of this approaches used are noted. Based on the accumulated practical experience of testing the SPSu in various ground conditions, the authors of the article proposed an alternative method of interpreting the "settlement - load" graph.
Construction and Geotechnics. 2023;14(1):5-18
Nonlinear deformations of the compacted soil base under the broadening of piles in punched holes
Glukhov V.S., Pankina M.V.


The peculiarity of piles in punched holes with broadening (PPH), performed according to the technology of foundations in rammed pits, is considered to be a high load-bearing capacity compared to traditional driven piles. At the same time, from the long-term practice of using the PPH, the actual excess of the calculated settlement is noted. This is due to a significant excess of pressure of the order of 1,000-3,000 kPa under the widening of the pile over the calculated resistance of the compacted soil layer. This makes it necessary to calculate such a foundation for the second group of limit states, taking into account the nonlinearity within the limits of the calculated allowable pressure. The article compares three methods of calculating settlement taking into account non-linearity: according to the tables of the standard, the methods of N.V. Ornatsky and M.V. Malyshev. It is noted that the methods do not always correspond to the actual work of the foundation in the ground, which can reduce the reliability of calculations. The authors proposed to modernize the existing methods of calculating settlement due to the peculiarities of the work of the PPH. In the calculation scheme of the PPH, to determine the settlement, it is necessary to take into account the soil layer with an increased modulus of deformation created during the punching of the well and the formation of broadening. Zones of marginal equilibrium develop with a margin within the boundaries of the compacted layer under broadening. It is proposed to take into account the nonlinear dependence of soil deformations on stresses within the specified boundaries, and to take into account the remaining deformations of the compressible thickness in a linear formulation. Taking into account the non-linearity in the determination of settlement leads to an increase in the reliability of the application of the piles in question, especially in weak clay water-saturated soils, and in relatively strong soils allows us to confirm the reliable use of PPH.
Construction and Geotechnics. 2023;14(1):19-28
Regulatory provisions for determining parameters of nonlinear mechanical behavior in hardening soil models
Sharafutdinov R.F.


Presently, nonlinear mechanical soil models are widely used in the geotechnical practice. They are implemented in geotechnical finite-element software PLAXIS, MIDAS GTS NX, Z-Soil, Optum, etc. Notwithstanding the fact that International regulatory documents mainly recommend nonlinear models for calculating foundations, they do not specify methods for defining their parameters because nonlinear models are actually commercial products of various software manufactures and cannot be normalized in any country. For this very reason, specialists of Gersevanov Research Institute of Bases and Underground Structures (department of JSC "Research center of Construction") developed Standard of Organization STO 36554501-067-2021. The Standard is based on the world experience in assessing nonlinear model parameters defined with using advanced laboratory equipment. The article describes the most significant provisions of this Standard. Thus, depending on the problem to be solved, four groups of models are introduced: I - a model includes volumetric isotropic hardening (Soft Soil); II - a model includes volumetric isotropic hardening and rheological properties of the soil (Soft Soil Creep); III - a model includes double isotropic hardening (Hardening Soil) and IV - a model includes double isotropic hardening and stiffness at small strain (Hardening soil with small strain). Requirements to the necessary and sufficient types and scope of tests, which define model parameters, are reported. Taking into account that only laboratory tests define model parameters, Standard provides requirements for specimens' quality evaluation performed basing on measurements of the volumetric strain under effective natural stress. Specimens of poor and very poor quality cannot be considered. It is shown that power-law coefficient m , which indicates the relationship between soil stiffness and stress-strain-state in the models of III and IV groups can be received from triaxial compression and oedometer tests and shall be prescribed depending on prevailing deformation (shear or compression). Stiffness parameters at small strains can be defined wit in-situ tests (seismoacoustic profiling) or with laboratory tests (resonant column test, seismoacoustic profiling of specimens in triaxial cell equipped with bender element and strain gauges on the local base). The developed Standard specifies requirements for laboratory definition of stiffness at small strains.
Construction and Geotechnics. 2023;14(1):29-42
Bearing capacity of a driven hanging piles with longitudinal grooves on their side surface
Polishhuk A.I., Demchenko V.A.


The article considers the influence of longitudinal grooves of various geometric shapes on the side surface of factory-made driven reinforced concrete piles on their bearing capacity. Information is given on previously performed experimental studies (laboratory and full-scale testing) of changes in the bearing capacity of piles with grooves. The research was carried out on models of piles in a tray and using driven reinforced concrete full-scale piles in the field. Full-scale piles and models of piles had wedge-shaped and semicircular grooves on the side surface, which were placed on one, two and three sides. Based on experiments, an increase in the bearing capacity of piles with grooves in clay soils has been established. The article also provides a theoretical analysis of the influence of the depth of wedge-shaped and semicircular grooves on the operation of the piles under consideration. By solving the optimization problem, formulas were obtained for calculating the optimal depth of wedge-shaped and semicircular grooves on the side surface of reinforced concrete piles. A comparative analysis of the efficiency of work in clay soils of driven hanging piles with longitudinal grooves of wedge-shaped and semicircular shape is carried out. In conclusion, the main conclusions are formulated based on the results obtained. It is established that the optimal depth of wedge-shaped and semicircular grooves depends on the mechanical characteristics of the soils, the length of the piles, the angle at the top of the groove (for wedge-shaped grooves) and does not depend on the size of the cross-section of the pile and the number of grooves. It was also revealed that the bearing capacity of a pile with grooves of optimal depth always exceeds the bearing capacity of a similar pile without grooves. The article compares the efficiency of piles with wedge-shaped and semicircular grooves.
Construction and Geotechnics. 2023;14(1):43-58
Investigation of individual problems of calculation of drainage pipes in complex geotechnical conditions
Gabibov Y.S., Salaeya K.B.


The article notes that changes in the loads acting on the drainage pipe (pipeline) in accordance with the relative ability of the drainage pipe and the ground filling to deform are essential. To determine the magnitude of the loads on the drainage pipeline laid in the trench, the formula proposed by A. Marston most accurately corresponds to the results of experiments and is convenient for engineering practice. The perforation of the walls of the drainage pipe affects their strength not only when the pipes are crushed, but also for the conditions of transportation and installation of pipes. The contact interaction of the cross-section of the drainage pipe with the soil base is investigated, in this case, the interaction of cylindrical (having a semicircular contact) or reloid (having a contact of the circle sector) shells lying on an elastic soil base is considered. A differential equation is considered to describe the deformation of an elastic shell, which includes the stiffness parameter, linear differential operators, components of displacement of the neutral axis of the drainage pipe, external load and dimensionless coordinates. For the elastic base models of E.Winkler and V.Z.Vlasov, a general solution of the differential equation describing the deformation of the drainage pipe is proposed. The solution of this equation and the external load is presented in the form of double or single trigonometric series, depending on the task (two-dimensional or one-dimensional). A horizontally lying cylindrical (or reloid) shell (drainage pipe) supported on a ground base is considered. The contact pressure is determined by summing the Fourier coefficients. This solution additionally takes into account the distribution capacity of the ground base of the drainage pipe.
Construction and Geotechnics. 2023;14(1):59-73
Pile field numerical analysis at the stage of long-term impacts
Nuzhdin L.V., Mikhaylov V.S.


The authors propose a combined approach for definition of the shear rigidity of the multilayered soil which is cut through by a pile. The solution for the vertical direction is presented in the view of an axisymmetric problem. As to the horizontal direction, the solution is presented in view of a beam on elastic subsoil with genetically non-linear transition to equivalent horizontal rigidity of the wide pile field in condition of dynamic forces action. The axisymmetric solution provides visual clarity in the analysis of the stress-strain state of the pile and near-pile soil in comparison with the approved analytical methods. To speed up calculations at the stage of the main combination of constant and long-term impacts, the vertical rigidity of the base under the foot of the pile can be calculated analytically as for a stamp on an elastic-plastic base. The horizontal rigidity is considered as for a discrete single bent pile in the medium of an elastic layered half-space at the stage of formation of the stress-strain state of the system under the main combination of static loads. These methods of numerical modeling of deformations of a single pile make it possible to expand the algorithm of analytical calculation of a large pile field, which in turn is modified by the authors by excluding deformations of the pile body due to its natural consideration in the finite element formulation, as well as by introducing the parameter of the limiting radius of the influence of a single pile on the settlement of neighboring piles. The considered numerical approaches to the calculation of the pile field are applicable in a complex calculation taking into account the history of loading at the stage of the main combination of permanent and long-term impacts. At the stages of short-term or special dynamic impacts an integral rigidity of pile cells is proposed, which will be considered in the next publication of the authors.
Construction and Geotechnics. 2023;14(1):74-87
Analysis of the influence of anchor piles on test results
Mangushev R.A., Nikitina N.S., Tereshchenko I.Y.


The paper considers the main problems of design and calculation of deep foundations of high-rise buildings in the form of piles-barrettes. The results and methodology of field tests of barrette piles for the foundation of a 56-storey residential building in Moscow are presented. The characteristics of engineering-geological conditions of the future construction site and design solutions for pilot tests are presented. Given a large cross-section of the barrette, which involves a significant amount of pile-type soil mass with the formation of a complex stress-strain state, to obtain reliable results and verification of the calculated model is recommended to perform numerical tests in full compliance with the field experiment, taking into account the anchored piles. The paper describes the method and the results of the numerical calculation of the load-carrying capacity of a barrette taking into consideration the modeling of an anchoring system in the Midas GTS NX program complex by the finite-element method and shows the basic possibility of using the program complex and the described method for practical purposes with an admissible accuracy. The paper contains diagrams of vertical displacements of a barrette head as a function of the applied load in full-scale tests and a general evaluation of the carrying capacity of a barrette pile obtained by numerical solutions. It is found that by taking into account the anchoring system (beams and piles) in the numerical simulation, the calculation results obtained are the most accurate to the field tests in describing the behavior of the pile under load in comparison with the calculation of a single barrette pile. In spite of the fact that the barrette bottom is embedded into the rocky soils, the barrette piles are referred to the hanging piles according to the interaction conditions with the soil due to the significant load transfer along the lateral surface.
Construction and Geotechnics. 2023;14(1):88-98
The use of foam glass to protect the degrading permafrost soils
Nikiforova N.S., Konnov A.V.


The article is devoted to the study of the use of foam glass to prevent the degradation of permafrost soils due to climate warming. In the Frost 3D software, for the conditions of Norilsk, a foam glass device for thermal insulation of a base composed of clayey soils, as well as transformed with the help of crushed stone or foam glass columns, was modeled without taking into account the thermal influence of the building. In addition, the insulation of the soils of the base transformed by columns in the ventilated underground of a new (in Yakutsk) and existing (in Norilsk) buildings designed according to the I principle of construction on permafrost soils was investigated. The forecast of the temperature distribution in the ground frozen base without taking into account the thermal influence of the building showed that in conditions of climate warming, the installation of thermal insulation of the base with the use of foam glass allows to reduce the thickness of the seasonally thawed layer by 0.3…0.4 m and reduce the temperature of permafrost. Foam glass can be used for thermal insulation of weak soil bases transformed with the help of crushed stone columns, as well as, in the future, as a material for the columns themselves. For a new building on a base transformed by crushed stone columns, covering the surface of the ventilated underground with a heat-insulating foam glass material during the warm season made it possible to significantly reduce the thickness of the seasonally thawed layer (by 0.9 m). The numerical simulation has shown the effectiveness of the use of foam glass to prevent the degradation of permafrost soils due to climate warming. Foam glass is a promising material for the development of technological measures that ensure the operability of the bases and foundations of buildings and structures at permafrost in the conditions of climate change.
Construction and Geotechnics. 2023;14(1):74-87
Experimental study of the mechanical properties of the downstream wedge of a low-pressure dam under conditions of rising flood water levels
Bandurin M.A., Volosukhin V.A., Prikhodko I.A., Verbitsky A.Y.


The article presents experimental studies of the mechanical properties of the downstream wedge of a low-pressure dam under conditions of a rapid increase in the level of flood waters, since ensuring the stability of the slope of bulk hydraulic structures during increasing natural and man-made disasters, taking into account changes in climatic and seismic conditions, is a paramount task for specialists in design and operating organizations of the water management complex. Currently, despite the increased interest in landslide factors, there is still insufficient information on how the size of drainage devices located in the downstream wedge of a low-pressure dam can affect the stability of its slope in the event of a rapid drawdown of the flood water level. In order to analyze the influence of the size of the drainage devices of a low-pressure dam on the stability of its slope with a possible drawdown of the level, numerical studies were carried out in a flat setting. The performed mathematical modeling made it possible to assess the stability of the dam slope due to the rapid drawdown of the flood water level and to determine the effect of the drainage size of the low-pressure dam. An analysis of the simulation results showed that in the scenario of a rapid drawdown of the water level in the river after passing the flood peak, the stability of the slope of the low-pressure dam facing the river decreases. The pore pressure in the upstream of the embankment decreases with the increase in the size of the drainage of the downstream wedge, while it increases in the downstream. With an increase in the size of the drainage, the values of the slope stability coefficient increase. The factors identified in the process of mathematical modeling that affect the stability of the dam depending on the length of the drainage in the downstream wedge area of the low-pressure dam can be used for predictive purposes to assess their reliability.
Construction and Geotechnics. 2023;14(1):111-122

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