bluuebunny/crossref_metadata_2025_split huggingface dataset:
Application of substitute building materials in geogrid reinforced soil structures and other civil engineering constructions
Authors: Schwerdt S , Schneider P 
Published: June 2021

Abstract
Mineral waste has become not only the largest waste stream in many countries, but also a reliable source of material to replace primary raw materials. Much of this material is already being used successfully. However, the potential of many materials such as slag or ashes, is currently not fully unlocked as this kind of material is used only for backfilling, often referred to as downgrading. In this study, the use of recyclables in higher value applications was investigated. In several laboratory tests, the usability of substitute building materials (SBM) in green applications, such as green roofs, green facing elements or fill material in (geogrid) reinforced soil structures ((G)RSS), was tested. The study concept includes both, soil mechanical laboratory tests and greening tests on SBM. The greening tests showed that broken bricks are suitable when mixed with organic materials. Pure brick rubble material can only be insufficiently greened. Chemical and soil mechanics tests were carried out with the fill materials. Some materials such as Lignite fly ash were excluded from soil mechanical tests because of insufficient chemical properties. These materials are not suitable for building applications without a sealing layer. Many other materials, such as recycled concrete or different kinds of slags have equivalent or even better soil mechanical properties than primary materials. Many of these materials also have chemical properties that allow almost unlimited use in construction.
Based on the laboratory results, the construction of an RSS with complete substitution of the primary building materials will be started as a large-scale pilot test in the next step.
Stress-strain state in soil massif when interacting with incompressible barrette and raft
Authors: Ter-Martirosyan Z G , Dam H H 
Published: June 2021

Abstract
The statement and solution of problems on the interaction of incompressible barrette with the soil massif as part of a pile-raft foundation are considered, taking into account the barrette steps, diameters, the embedded length, as well as nonlinear soil behaviors by analytical and numerical methods using Plaxis-3d. It is shown that these parameters have a significant effect on the stress-strain state (SSS) of the soil massif interacting with the barrette-raft system. By taking the approach above engineers entirely manage to gain formulas so that to determine the SSS in incompressible barrette, as well as to assess the settlement of this system. For the sake of achieving the solution to problem above, the behaviors of the barrette-raft system, the soil massif are assumed to be elastic.
Jet grouting technique and strength properties of jet grout columns
Authors: Guler E , Gumus Secilen G 
Published: June 2021

Abstract
Jet grouting is a relatively recent development which is applied for mainly ground improvement purposes and provides effective solutions to many geotechnical and geoenvironmental problems. Jet grouting technique differs substantially from the other grouting techniques in that this technique can be used in treating a wide range of soil types. Therefore the application fields of jet grouting are rapidly increasing. The main emphasize in this paper is given to the strength properties of jet grout columns. The strength properties of jet grout columns is investigated by the example of five case studies. The subsoil conditions and foundation engineering evaluations of the investigation areas are presented in the case studies. The strength properties are investigated by referring to the unconfined compressive strength test results of the core samples obtained from jet grouting columns.
Soil areas numerical determination aimed at correction of a building tilt
Authors: Melnikov R , Pronozin Y , Stepanova M , Bartolomey L 
Published: June 2021

Abstract
The analysis of the soil area in the base of an absolutely stiff building has been proposed in the article. Influencing this area it is possible to correct the tilt. The authors of the paper provide an overview of various methods of the tilt correction. The study of the soil spreading in the basement soil has been carried out; the soil area is less deformed under eccentric loading than under central loading. This area is proposed to be called the area of “deficit” strains. The first series of numerical computations has shown that this area depends only on the tilt of an absolutely stiff building; it is described in accordance with a linear law when using simple geometric shapes: a sector and a segment. The second series of computations has illustrated that when decreasing deformation and strength characteristics of this area, the building tilt is corrected. In here, the entire area of the “deficit” strains is not required to be used, just its basic area incorporating a part of a sector and a segment. These areas are concentrated at the edge of the footing. The optimal range of values for a single coefficient which lowers the basic mechanical characteristics of soil has been established. Conclusions on the computations have been drawn and plan for further research has been proposed.
The 3D numerical model of the stone column in soft clay soils
Authors: Znamenskii V V , Hegazy O M , Sayed D A 
Published: June 2021

Abstract
An end bearing stone column is one of the most common types of stone columns, which completely penetrates through a layer of soft clay soils, resting on much stiffer soils. This article presents a numerical model (analyses) of the stone column used to strengthen the soft clay soil. The analyses were performed using a three-dimensional model in FLAC3D. To investigate the effect of the stone column on strengthening soft clay soils, a dimensionless parameter called the settlement improvement ratio (Ks) is used. The results show that, the settlement improvement ratio (Ks) increases with an increasing diameter of the stone column. The lateral deformation of the stone column decreases with the increasing stone column diameter, and the maximum lateral deformation was occurred at approximately (1.0 to 1.5) diameter from the top of the surface.
Effect of freezing and thawing on soil permeability: newly equipment and experimental results
Authors: Korshunov A A , Doroshenko S P , Nevzorov A L , Boldyrev G G 
Published: June 2021

Abstract
In a cold climate design of dams, clay barrier liners on landfills, and structures on frost-susceptible soils is a challenge for geotechnical engineers. During service life of the structures a frost heave may reach 15-20% of the depth of a frost penetration and an uplift movement are accompanied by the formation of layered or lattice cryogenic texture. When thawing, macro- and micropores are formed instead of ice lenses. Basically pores are oriented predominantly along frost front. They are a reason of horizontal water permeability increase, consequently, reduce of stability of the slopes and decrease of the effectiveness of the landfill clay barrier liners. The paper presents a new apparatus for studying water permeability and frost heave of soils which allows to carry out horizontal or/and vertical permeability tests (along and across layered cryogenic texture) after assigned number of freeze-thaw cycles without withdrawal of a soil sample from apparatus. The results for clay and fine sand samples are obtained. Clay and fine sand samples showed an increase of horizontal hydraulic conductivity after 2 - 4 freeze-thaw cycles. Relationship between water flow velocity and hydraulic gradient for non-Darcian and Darcian flow is obtained as a result of vertical permeability tests of clay samples in unfrozen state.
Genetically nonlinear combined model of pile field under dynamic impacts
Authors: Nuzhdin L V , Mikhailov V S 
Published: June 2021

Abstract
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. At the final stage of short-term or special load, a transition to the integral shear rigidity of a pile field is proposed.
Risks of using artificial sand base in difficult geotechnical conditions
Authors: Bragar E P , Rachkov D V , Zh Zhussupbekov A , Tarasenko A A 
Published: June 2021

Abstract
Excavation of pits, trenches for foundations of civil buildings and industrial structures in saturated clayey soils often leads to soil structural change and great decrease in the soil strength and deformation characteristics. In some cases, an artificial sand base is used as a method for construction on saturated clayey soils. However, technology violations and unsuitable material used during construction can be the reason for excess settlement of the erected facilities. The study includes a real example of an emergency situation at gantry crane railways with three hundred meters in length in the town of Tobolsk. The artificial base was made using local sand with specific properties such as subsidence and frost heaving, which were not taken into account in the design process. The observed excess non-uniform base deformations were up to 240 mm. The base properties of the silty sand were analyzed in a laboratory study. Two tests were carried out to simulate possible impact on the artificial sand base. They showed that the values of the initial compaction factor Kcom
of sand base were found in the range of 0.87-0.92. So, the base subsidence was about 12% of the actual base deformation and the total base settlement under the total operation loading made about 19%.
Determination of the characteristics of compacted sandy soils by field and laboratory methods
Authors: Yu Chunyuk Dmitry , Kopteva Olga V 
Published: June 2021

Abstract
Nowadays, it is a common practice to erect buildings and structures on base soils, which were previously compacted in various ways. During this process, the physical and mechanical properties of the following base soils are changed in order to increase their bearing capacity. In this article, on the example of some construction sites, test studies of the physical and mechanical properties of soils are described. Some results of these studies, both before and after soil compaction are given. Physical, deformation and strength characteristics were determined in both laboratory and field conditions. During the work, the following objectives were set: to conduct full-scale (field) and laboratory studies aimed at reliable determination of the strength and deformability characteristics of compacted sandy soils; to analyze the characteristics of compacted soils that determine the development of deformations over time; to conduct experimental field and laboratory studies on the use of compacted sandy soils of various granulometric composition and density as the structure base; to establish a set of controlled parameters of the compacted soils properties on the basis of conducted analytical studies. Thus, the object of the study during this work was sandy soils with different granulometric composition. The conclusions were drawn on the results of the work.
Crack resistance estimation of fibre reinforced tunnel linings constructed by conventional method in rocks
Authors: Zertsalov M G , Rusanov V E , Minin K E , Polysaeva A I 
Published: June 2021

Abstract
The article represents crack control research results of horseshoe-shaped fibre reinforced concrete tunnel linings which are constructed by conventional tunneling method on a full cross-section in rocks. Based on linear fracture mechanics an alternative method for estimation of the crack resistance for such kind of linings is proposed. The research was carried out by using the finite element method supported with experiment planning method.
Model and field experimental studies of reinforced clay bases
Authors: Kleveko V I 
Published: June 2021

Abstract
Using reinforced bases in clay soils is studied still insufficiently well. Therefore, in order to use the building practice of constructions of the bases on the reinforced ground it is necessary to carry out the analysis of their is stress-deformed condition to reveal a rational scope and to develop optimum constructions of the reinforced bases. For studying of work of the reinforced bases complex theoretical experimental researches have been carried out: laboratory modelling researches, natural tests, numerical modelling of work of the reinforced bases in water sated clay soils. The tests revealed that the single layer reinforcing clay base results in an increase in bearing capacity of 1.35 times the base. Effectiveness of reinforced bases increases with increasing precipitation structures. Stress-strain state reinforced base is markedly different from the stress-strain state of reinforced base. Introduction reinforcing element transforms the stress distribution in the core base. Stresses concentrate in an area of the reinforcing layer and decrease in the area below it. Redistribution of the active area in the vertical stress is reinforced based on depth amount 1.0-1.25 d from the base of the stamp, and in width by up to 1.0 d from the axis of the die. The test results showed high efficiency of reinforcement to increase the bearing capacity of foundations in clay soils. The carried out researches have allowed to receive a qualitative and quantitative picture of reinforced soil work of the bases and their stress-deformed condition to define a rational scope and to develop recommendations or their designing.
Bearing capacity of bored piles made with polymer drilling mud
Authors: Lesnitsky V , Shulyatev O , Shulyatev S 
Published: June 2021

Abstract
The main results of the work on the analysis of the possibility of using polyacrylamide drilling muds for the installation of drill piles, barrettes and slurry walls in sandy soils are presented. The results of the study of the possibility of solutions to keep the walls of boreholes from collapse, laboratory studies of the effect of polyacrylamide solutions on the shear strength of soils, as well as the results of field tests of piles with static pulling load are reflected.
Determination of concreting quality of bored piles by CHA method
Authors: Bartolomei I L , Karpushko M O , Karpushko E N 
Published: June 2021

Abstract
In the presented article, the authors consider the issues of quality control of bored piles in the practice of bridge construction. The importance of quality control of these pile structures is emphasized. The basic requirements for quality control in the production of construction works and their acceptance are presented. A description of the control method is given. As a practical example, the results of quality control of the execution of bored piles by the method of cross well ultrasonic scanning at the bridge over the river Chusovaya. An assessment of the state of bored piles after testing is given.
Experience of using express-methods for determining the fill soils characteristics
Authors: Sazonova S A , Ponomaryov A B 
Published: June 2021

Abstract
When designing the foundation slab for a building facility, engineers decided to partially replace the base soils with a sand cushion having a deformation modulus of 18-25 MPa. This paper presents the results of quality control of fill soils compaction during the cushion construction. The compaction factor and the compression modulus of deformation were determined for each layer of the sand pad. There were also three stamp tests carried out on its surface. At the same time, several of additional studies were performed to control the quality of sand cushion compaction using express methods: the determination of the dynamic modulus of soil elasticity using the dynamic density meters DPG 1.2 and Terratest 5000 BLU; the determination of the sand cushion homogeneity by the CMPW geophysical method (the correlation method of refracted waves). The test results were presented, and a conclusion was made.
Application of variable pitch reinforcement with horizontal geosynthetic elements in pads made from cohesive soils
Authors: Tatiannikov D A , Ponomaryov A B 
Published: June 2021

Abstract
The paper is devoted to researching into the behaviour of reinforced pads made from cohesive soil. Compacted soft-plastic loam was considered as a pad material, and woven geotextile was used as an reinforcing element. The research was aimed at testing a well-known approach to the usage of a variable reinforcement pitch in cohesive soil pads. The goal was achieved by solving test problems for various types of reinforcement in the Plaxis 2D software package. Based on the results of the research, the formula for determining the arrangement of reinforcing layers at a variable reinforcement pitch in cohesive soil pads was adjusted. It was also found that when the layers were arranged at a pitch of 200 mm or less, the reinforcing effect in cohesive soils practically did not occur. In addition, it was confirmed that at a variable pitch of reinforcement, there was the most complete “inclusion of geosynthetic materials in work” in comparison with other considered cases of reinforcement.
Field testing of municipal solid waste and estimation of waste properties
Authors: Ofrikhter V G , Ofrikhter I V , Bezgodov M A 
Published: June 2021

Abstract
As biodegradation proceeds, municipal solid wastes (MSW) acquire pronounced soil-like properties and upon completion of the process can be used as the foundation. The solid waste massif is an inhomogeneous soil-like mass which requires non-destructive and minimally invasive methods of research. The cone penetration testing of MSW by piezocone (CPTU) in combination with the multichannel analysis of surface waves (MASW) provide extensive data about physico-mechanical properties of wastes, which are usually unavailable in traditional approaches and which can be directly used in geotechnical stability calculations of the waste massif.
Estimation of load-set behavior of driven concrete piles using artificial neural network and cone penetration test
Authors: Ofrikhter I V , Ponomarev A B 
Published: June 2021

Abstract
Pile foundations are among the most common types of deep foundations. Predicting their draft is a fairly standard engineering goal. There are many techniques for this. Many methods for determining the settlement of piles are based on various empirical relationships. In particular, the cone penetration test allows you to determine the settlement and bearing capacity of a pile using the developed empirical dependencies. However, some models must be used to develop such correlations. This study proposes to use a slightly different approach. Instead of using a pile model and a set of empirical dependencies, it is suggested to use machine learning methods. Artificial neural networks are one of the machine learning methods. The article presents a description of the development of a neural network that allows estimating pile settlement using data from the CPT test.
Geotechnical monitoring bearing capacity boring pile foundations of bridge during permafrost degradation
Authors: Kudryavtsev S A , Valtseva T Y , Gavrilov I I , Kotenko Zh I , Sokolova N 
Published: June 2021

Abstract
The construction and operation of bridge foundations in permafrost conditions is associated with many problems, the most urgent of which is the degradation of the frozen state of soils due to the effect of solar radiation on the thawing process. Thawing of permafrost soils of the base significantly affects structures, the design of which does not provide for thorough protection from natural factors - first of all, these are railway bridges. The changing climate has a destructive effect on permafrost soils, which is destructive for infrastructure facilities operated in the permafrost zone. The aim of the given work is to increase the efficiency of systems that regulate the temperature regime of permafrost soils of the bridges foundations which are located on railways in permafrost regions.
Determination of an allowable value of internal uniform pressure on the underground horisontal working contour with a trapezoidal form of its cross-section
Authors: Bogomolov A N , Ushakov A N , Bogomolova O A 
Published: June 2021

Abstract
The paper presents the study results of the stress state at the contour points of an underground horizontal working carried out by the methods of the complex variable theory. This study is the basis for solving the problem of determining an allowable value of the uniform pressure transmitted to the contour of the working, with predetermined values of the depth of its laying. The condition proposed by the authors of the paper is used as a criterion of strength (stability), according to which the working’s contour strength is ensured if at any point the amount of the tangential normal stress does not exceed the tensile and compressive strength of the host soil (rock), i.e. σt
≤ σe
≤ σc
. As a result of the solution, an assessment of the stress distribution on the contour of an underground horizontal working has been made. The working has a cross-section in the form of a curved trapezoid, which is under the action of uniform all-round stretching of a given intensity with a varying depth and various values of the host mass lateral expansion coefficient. The allowable values of the tensile internal pressure on the contour of an underground horizontal working of a trapezoidal cross-section have been determined at the given values of its depth and a constant coefficient value of the lateral expansion of the host mass μ = 0.25. The materials presented in the paper can be used when choosing the maximum or minimum allowable depth of the working used as a storage facility for liquid or gaseous hydrocarbons.
Vertical-load design of a large-size bored pile
Authors: Gotman A L , Gavrikov M D 
Published: June 2021

Abstract
The results of experimental and theoretical studies of vertically loaded large-size (from 50 and more meters long) bored pile work features are presented. The results of testing the vertically loaded large-size bored piles with a diameter of 2m, a length of 55m and 65m in clay soils by the submerged jack method are analyzed. According to the test results, the features of the soil resistance formation under the pile tip and on the side surface are identified. On this basis, the need to design such piles according to the second soil limit state, taking into account the compressibility of the pile shaft is justified. The kinematic scheme of inclusion the soil base and the pile shaft into work under vertical loading is given. On this basis, a technique for calculating the settlement of a single pile and a method for determining the allowable load on the pile are developed. This load does not allow pile settlement to exceed the allowable settlement of the designed building. An example of a bored pile calculation by the developed method is given.