The approximate method of maximal tensile stress determination in rods of double-contour geodeticdomes of the system “R” exposed to dead load

Vestnik MGSU 1/2014
  • Lakhov Andrey Yakovlevich - Nizhny Novgorod State University of Architecture and Civil Engineering (NNGASU) Candidate of Technical Sci- ences, Associate Professor, Department of Information Systems and Technologies, Nizhny Novgorod State University of Architecture and Civil Engineering (NNGASU), 65 Ilyins- kaya st., 603950, Nizhny Novgorod, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 58-65

The article is a brief review of the research of stress-strain state of a structure that represents a hemispherical geodetic dome exposed to the dead load. Double-contour geodetic domes composed of plates and rods are the subject of the research. The process of their design has two stages: (a) design of geometric models of geodetic domes and (b) analysis of the domes.The author demonstrates that the first stage can be implemented through the employment of the library of ArchiCAD objects. Supplementary research is needed to have the second stage implemented. The objective of this research is to present the results of the research using computeraided methods of metal structures modeling.The article presents a study of the stress-strain state of a construction with a geodetic dome (shell) of the system “R” (classification of prof. G.N. Pavlov). The purpose of the paper is to present the results of numerical modeling in PATRAN/NASTRAN system in the form of approximate formulas. Approximate formulas are presented for calculation of global maximum of stress in second contour.

DOI: 10.22227/1997-0935.2014.1.58-65

References
  1. Pavlov G.N. Osnovnye kontseptsii avtomatizatsii arkhitekturnogo proektirovaniya geodezicheskikh kupolov i obolochek [Main Concepts of Architectural Design Automation of Geodetic Domes and Shells]. Izvestiya vuzov. Seriya «Stroitel'stvo» [News of Institutions of Higher Education. Construction Series]. 2005, no. 10, pp. 104—108.
  2. Pavlov G.N., Suprun A.N. Geodezicheskie kupola — proektirovanie na sovremennom urovne [Geodetic Domes – Up-to-date Design]. SAPR i grafika [CAD Systems and Graphics]. 2006, no. 3, pp. 25—27.
  3. Tupolev M.S. Geometriya sbornykh sfericheskikh kupolov [Geometry of Build-up Spherical Domes]. Arkhitektura SSSR [Architecture of the USSR]. 1969, no. 1, pp. 9—11.
  4. Fuller R.B. Geodesic Dome. Perspecta. 1952, no. 1, pp. 30—33.
  5. Vinogradov G.G. Raschet stroitel'nykh prostranstvennykh konstruktsiy [Analysis of Building Space Structures]. Moscow, Stroyizdat, Leningradskoe otd. Publ., 1990, 264 p.
  6. Suprun A.N, Dyskin L.M., Platov A.Yu., Lakhov A.Ya. Avtomatizirovannoe proektirovanie i raschet na prochnost' odnokonturnykh geodezicheskikh obolochek iz ploskikh elementov [Automated Design and Strength Analysis of Singe-contour Geodetic Shells Composed of Flat Elements]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2012, no. 8, pp. 226—233.
  7. Andres M., Harte R. Buckling of Concrete Shells: a Simplified Numerical Approach. Journal of the International Association for Shell and Spatial Structures: IASS. 2006, vol. 47, no. 3, December n. 152, pp. 163—175.
  8. Lakhov A.Ya. Priblizhennyy sposob opredeleniya maksimal'nykh napryazheniy v geodezicheskikh odnokonturnykh kupolakh sistemy “P” ot vozdeystviya sobstvennogo vesa [The Approximate Method of Maximal Stress Determination in Single-contour Geodetic Domes of the System “P” Exposed to Dead Load]. Privolzhskiy nauchnyy zhurnal [Volga Region Scientific Journal]. 2013, no. 3, pp. 13—18.
  9. Skopinsky V.N. A Comparative Study of Three-dimensional and Two-dimensional Finite Element Analysis for Intersecting Shells. The Journal of Strain Analysis for Engineering Design. 2001, vol. 36. no. 3, pp. 313—322.
  10. Girling P.R. Geodesic Shells. Thesis of the Requirements for the Degree of M.A.Sc., the Department of Civil Engineering, University of British Columbia. 1957.
  11. Kubik M. Structural Analysis of Geodesic Domes. Final Year Project, Durham University, School of Engineering, April 29, 2009.
  12. Elkina V.N., Zagoruyko N.G., Timerkaev V.S. Algoritmy taksonomii v informatike [Algorithms of Taxonomy in Computer Science]. Informatika i ee problemy [Computer Science and its Problems]. 1972, no. 4, pp. 31—37.

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Concrete-faced rockfill dams: experience in study of stress-strain state

Vestnik MGSU 2/2019 Volume 14
  • Soroka Vladislav B. - SpetsNovostroy engineer, SpetsNovostroy, 20 Communal quarter, Krasnogorsk, 143405, Russian Federation.
  • Sainov Mikhail P. - Moscow State University of Civil Engineering (National Research University) (MGSU) Candidate of Technical Sciences, Associate Professor, Associate Professor of Department of Hydraulics and Hydraulic Engineering, Moscow State University of Civil Engineering (National Research University) (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation.
  • Korolev Denis V. - Moscow State University of Civil Engineering (National Research University) student, Moscow State University of Civil Engineering (National Research University), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation.

Pages 207-224

Introduction. At present the urgent problem in hydraulic construction is establishing the causes of crack formation in seepage-control reinforced concrete faces at a number of rockfill dams. For solving this problem the studies are conducted of stress-strain state (SSS) of concrete-faced rockfill dams which are fulfilled by different methods. Materials and methods. Gives a review and analysis of the results of studies of stress-strain state of concrete-faced rockfill dams (CFRD) fulfilled by different authors over the last 15 years. The results of analytical, experimental and numerical studies are considered. Descriptions are given of the models used for simulation of non-linear character of rockfill deformation at numerical modeling of dam SSS. Results. Analysis showed that solving the problem of CFRD SSS causes a number of methodological difficulties. At present the only method permitting study of CFRD SSS is numerical modeling. The rest methods do not permit considering the impact of important factors on SSS. Large complications are caused by scarce knowledge of rockfill deformation properties in real dams. Conclusions. It was revealed that at present SSS of reinforced concrete faces has been studied insufficiently. The results of conducted studies do not give full and adequate understanding about operation conditions of reinforced concrete faces. Impact of various factors on the face SSS has not been studied. Besides, there are contradictions in the results of studies obtained by different authors. Differences in the results are based on objective and subjective reasons. A considerable obstruction for numerical studies is complicated modeling of rigid thin-walled reinforced concrete face behavior at large deformations inherent to rockfill. The obtained results of studies often do not permit conducting full analysis of SSS of concrete-faced rockfill dams.

DOI: 10.22227/1997-0935.2019.2.207-224

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Numerical methodfor solving dynamic problems of the theory of elasticity in the polar coordinate system similar to the finiteelement method

Vestnik MGSU 7/2013
  • Nemchinov Vladimir Valentinovich - Moscow State University of Civil Engineering (MGSU) Candidate of Technical Sciences, Professor, Department of Applied Mechanics and Mathematics, Mytischi Branch; +7 (495) 602-70-29, Moscow State University of Civil Engineering (MGSU), 50 Olimpiyskiy prospekt, Mytischi, Moscow Region, 141006, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Musayev Vyacheslav Kadyr ogly - Moscow State University of Civil Engineering (MGSU) Doctor of Technical Sciences, Professor, Consulting Professor, Mytischi Branch, Moscow State University of Civil Engineering (MGSU), 50 Olimpiyskiy prospekt, Mytischi, Moscow Region, 141006, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 68-76

The authors consider a dynamic problem solving procedure based on the theory of elasticity in the Cartesian coordinate system. This method consists in the development of the pattern of numerical solutions to dynamic elastic problems within any coordinate system and, in particular, in the polar coordinate system. Numerical solutions of dynamic problems within the theory of elasticity are the most accurate ones, if the boundaries of the areas under consideration coincide with the coordinate lines of the selected coordinate system.The first order linear system of differential equations is converted into an implicit difference scheme. The implicit scheme is transformed into the explicit method of numerical solutions. Using the Galerkin method, the authors obtain formulas for the calculation of both the points of the computational domain and the boundary points.Difference ratios similar to those obtained for a discrete rectangular grid and derived in this paper are suitable to design any geometry, which fact significantly increases the value of the methods considered in this paper.As a test case, the problem of diffraction of a longitudinal wave in a circular cavity, where maximum stresses are obtained analytically, was considered by the authors. The proposed method demonstrated sufficient accuracy of calculations and convergence of numerical solutions, depending on the size of discrete steps. The problem of diffraction of longitudinal waves in a circular cavity was taken for example; however, the proposed method is applicable to any problems within any computational domain.The polar coordinate system is the best one for any research into the diffraction of plane longitudinal waves in a circular cavity, since the boundaries of the computational domain coincide with the coordinate lines of the selected system.

DOI: 10.22227/1997-0935.2013.7.68-76

References
  1. Nemchinov V.B. Dvukhsloynaya raznostnaya skhema chislennogo resheniya ploskikh dinamicheskikh zadach teorii uprugosti [Bilayer Difference Scheme of a Numerical Solution to Two-Dimensional Dynamic Problems of Elasticity]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2012, no. 8, pp. 104—111.
  2. Fletcher K. Chislennye metody na osnove metoda Galerkina [Numerical Methods Based on the Galerkin Method]. Moscow, Mir Publ., 1988, 352 p.
  3. Sekulovich M. Metod konechnykh elementov [Finite Element Method]. Moscow, Stroyizdat Publ., 1993, 664 p.
  4. Musaev V.K. Primenenie metoda konechnykh elementov k resheniyu ploskoy nestatsionarnoy dinamicheskoy zadachi teorii uprugosti [Application of the Finite Element Method to the Plane Non-stationary Dynamic Problem of the Theory of Elasticity]. Mekhanika tverdogo tela [Solid Body Mechanics]. 1980, no. 1, pp. 167—173.
  5. Sabodash P.F., Cherednichenko R.A. Primenenie metoda prostranstvennykh kharakteristik k resheniyu zadach o rasprostranenii voln v uprugoy polupolose [Application of Method of 3D Characteristics to Problems of Propagation of Waves in an Elastic Half-strip]. Izvestiya AN SSSP. Mekhan. tverdogo tela [News of the Academy of Sciences of the USSR. Solid Body Mechanics]. 1972, no. 6, pp. 180—185.
  6. Gernet Kh., Kruze-Paskal’ D. Neustanovivshayasya reaktsiya nakhodyashchegosya v uprugoy srede krugovogo tsilindra proizvol’noy tolshchiny na deystvie ploskoy volny rasshireniya [Unstable Response of an Arbitrary Thickness Circular Cylinder to the Action of a Plane Expansion Wave]. Prikladnaya mekhanika. Trudy amerikanskogo obshchestva inzhenerov-mekhanikov. Ser. E. [Applied Mechanics. Works of the American Society of Mechanical Engineers. Series E.] 1966, vol. 33, no. 3, pp. 48—60.
  7. Bayandin Yu.V., Naimark O.B., Uvarov S.V. Numerical Simulation of Spall Failure in Metals under Shock Compression. AIP Conf. Proc. of the American Physical Society. Topical Group on Shock Compression of Condensed Matter. Nashville, TN, 28 June — 3 July 2009, vol. 1195, pp. 1093—1096.
  8. Burago N.G., Zhuravlev A.B., Nikitin I.S. Models of Multiaxial Fatigue Fracture and Service Life Estimation of Structural Elements. Mechanics of Solids. 2011, vol. 46, no. 6, pp. 828—838.
  9. Li Y., Liu G.R., Zhang G.Y. An Adaptive NS/ES-FEM Approach for Plane Contact Problems Using Triangular Elements. Finite Elem. Anal. Dec. 2011, vol., 47, no. 3, pp. 256—275.

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BILAYER DIFFERENCE SCHEME OF A NUMERICAL SOLUTION TO TWO-DIMENSIONAL DYNAMIC PROBLEMS OF ELASTICITY

Vestnik MGSU 8/2012
  • Nemchinov Vladimir Valentinovich - Moscow State University of Civil Engineering (MGSU) Candidate of Technical Sciences, Professor, Department of Applied Mechanics and Mathematics, Mytischi Branch 8 (495) 583-73-81, Moscow State University of Civil Engineering (MGSU), 50 Olimpiyskiy prospekt, Mytischi, Moscow Region, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 104 - 111

Numerical modeling of dynamic problems of the theory of elasticity remains a relevant task.
A complex network of waves that propagate within solid bodies, including longitudinal, transverse,
conical and surface Rayleigh waves, etc., prevents the separation of wave fronts for modeling purposes.
Therefore, it is required to apply the so-called "pass-through analysis".
The method applied to resolve dynamic problems of the two-dimensional theory of elasticity
employs finite elements to approximate computational domains of complex shapes, whereby the
software calculates the speed and voltage in the medium at each step. Preset boundary conditions
are satisfied precisely.
The resulting method is classified as explicit bilayer difference schemes that form special
relationships at the boundary points.
The method is based on an implicit bilayer time-difference scheme based on a system of
dynamic equations of the theory of elasticity of the first order, which is converted into an explicit
scheme with the help of a Taylor series in time, while basic relations are resolved with the help of
the Galerkin method. The author demonstrates that the speed and voltage are calculated with the
same accuracy as the one provided by the classical finite element method, whereby determination
of stresses has to act as a numerically differentiating displacement.
The author identifies the relations needed to calculate both the internal points of the computational
domain and the boundary points. The author has also analyzed the accuracy and convergence
of the resulting method having completed a numerical simulation of the well-known problem
of diffraction of a longitudinal wave speed in a circular aperture. The problem has an analytical
solution.

DOI: 10.22227/1997-0935.2012.8.104 - 111

References
  1. Baron M.L., Matthews. Difraktsiya volny davleniya otnositel’no tsilindricheskoy polosti v uprugoy srede [Diffraction of a Pressure Wave with Respect to a Cylindrical Cavity in an Elastic Medium]. Prikladnaya mekhanika [Applied Mechanics]. A series, no. 3, 1961, pp. 31—38.
  2. Klifton R.Dzh. Raznostnyy metod v ploskikh zadachakh dinamicheskoy uprugosti [Difference Method for Plane Problems of Dynamic Elasticity]. Mekhanika [Mechanics]. 1968, no. 1 (107), pp. 103—122.
  3. Musaev V.K. Primenenie metoda konechnykh elementov k resheniyu ploskoy nestatsionarnoy dinamicheskoy zadachi teorii uprugosti [Application of the Finite Element Method to Solve a Transient Dynamic Plane Elasticity Problem]. Mekhanika tverdogo tela [Mechanics of Solids]. 1980, no. 1, p. 167.
  4. Musaev V.K. Vozdeystvie prodol’noy stupenchatoy volny na podkreplennoe krugloe otverstie v uprugoy srede [Impact of the Longitudinal Steo-shaped Wave on a Supported Circular Hole in an Elastic Medium]. All-Union Conference “Modern Problems of Structural Mechanics and Strength of Aircrafts.” Collected abstracts. Moscow Institute of Aviation, 1983, p. 51.
  5. Sabodash P.F, Cherednichenko R.A. Rasprostranenie uprugikh voln v polose, sostavlennoy iz dvukh raznorodnykh materialov [Propagation of Elastic Waves in a Band Composed of Two Dissimilar Materials]. Collected works on “Selected Problems of Applied Mechanics” dedicated to the 60th Anniversary of Academician V.N. Chelomey. Moscow, VINITI, pp. 617—624.
  6. Clifnon R.J. A Difference Method for Plane Problems in Dynamic Elasticity. Quart. Appl. Mfth. 1967, vol. 25, no. 1, pp. 97—116.

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EFFICIENCY OF THE USE OF PLAIN GEOGRIDS WITH METAL CORES IN THE STRUCTURES OF REINFORCED GROUND ROAD EMBANKMENTS

Vestnik MGSU 6/2016
  • Gromov Pavel Andreevich - Siberian Federal University (SibFU) postgraduate student, Department of Automobile Roads and City Structures, Siberian Federal University (SibFU), 82a Svobodny pr., 660041 Krasnoyarsk, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Emel'yanov Ryurik Timofeevich - Siberian Federal University (SibFU) Doctor of Technical Sciences, Associate Professor, Department of Automobile Roads and City Structures, Siberian Federal University (SibFU), 82a Svobodny pr., 660041 Krasnoyarsk, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Servatinskiy Vadim Vyacheslavovich - Siberian Federal University (SibFU) Candidate of Technical Sciences, Associate Professor, chair, Department of Automobile Roads and City Structures, Siberian Federal University (SibFU), 82a Svobodny pr., 660041 Krasnoyarsk, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 7-14

The authors considered the issues of reinforcement of embankments by high-strength geosynthetic materials. It is suggested to use flat geogrid with metal cores as a reinforcement material for constructing reinforced ground supporting walls on automobile and railway roads. The results of calculations of the volumes of horizontal displacements of the front parts of supporting walls are offered. They were obtained as a result of numerical modeling using finite element method.

DOI: 10.22227/1997-0935.2016.6.7-14

References
  1. Metodicheskie rekomendatsii po raschetu i proektirovaniyu armogruntovykh podpornykh sten na avtomobil'nykh dorogakh : ODM 218.2.027—2012 [Methodological Recommendations on the Calculation and Design of Reinforced Soil Supporting Walls on Automobile Roads]. Moscow, 2012, 48 p. (In Russian)
  2. Tyapochkin A.V. Sovershenstvovanie konstruktivno-tekhnologicheskikh resheniy armogruntovykh nasypey s podpornymi stenami : avtoreferat dissertatsii … kandidata tekhnicheskikh nauk [Advancing the Construction and Technological Solutions of Reinforced Ground Embankments with Supporting Walls : Abstract of the dissertation of the Candidate of Technical Sciences]. Moscow, 2011, 23 p. (In Russian)
  3. Jones C.J.F.P. Earth Reinforcement and Soil Structures. Thomas Telford Publishing, 3rd Revised ed. edition, 1996, 379 p.
  4. Recommendations for Design and Analysis of Earth Structures Using Geosynthetic Reinforcements — EBGEO. German Geotechnical Society (Editor), Alan Johnson (Translator). 2011. DOI: http://dx.doi.org/10.1002/9783433600931
  5. Pol'zovatel'skaya biblioteka. Programmnyy kompleks GEO5 [User Library. Software Package GEO5]. Available at: http://www.finesoftware.ru/geotechnical-software. (In Russian)
  6. Tsernant A.A., Kim A.F., Buribekov T. Raschet gruntovykh sooruzheniy, armirovannykh geotekstilem [Calculation of Soil Structures Reinforced by Geofabric]. Izvestiya vysshikh uchebnykh zavedeniy. Stroitel'stvo i arkhitektura [News of Higher Educational Institutions. Construction and Architecture]. 1987, no. 3, pp. 126—131. (In Russian)
  7. Tsernant A.A., Kim B.K. Raschet armirovaniya massivov grunta s primeneniem MKE i nelineynoy mekhaniki gruntov [Calculation of Soil Reinforcement Using Finite Element Method and Nonlinear Soil Mechanics]. Sovremennye problemy nelineynoy mekhaniki gruntov : tezisy dokladov Vsesoyuznoy konferentsii [Contemporary Issues of Nonlinear Soil Mechanics :Abstracts of the All-Union Conference]. Chelyabinsk, 1985, pp. 170—171. (In Russian)
  8. Semendyaev L.I. Metodika rascheta nasypey, armirovannykh razlichnymi materialami [Methods of Calculating Embankments Reinforced with Different Materials]. Moscow, 2001, 44 p. (In Russian)
  9. Semendyaev L.I., Khusainov I.Zh. Osobennosti ispol'zovaniya ploskikh geosetok i georeshetok v kachestve armoelementov [Features of the Use of Flat Geonets and Geogrids as Reinforcing Materials]. Nauka i tekhnika v dorozhnoy otrasli [Science and Technology in Road Industry]. 2005, no. 3 (34), pp. 25—27. (In Russian)
  10. Seredin A.I. Usilenie i stabilizatsiya ekspluatiruemykh nasypey armogruntom : dissertatsiya… kandidata tekhnicheskikh nauk [Reinforcement and Stabilization of Operating Embankments by Reinforced Ground : dissertation of the Candidate of Technical Sciences]. Moscow, 1989, 214 p. (In Russian)
  11. Sokolov A.D. Issledovanie predel'nykh sostoyaniy armogruntovykh konstruktsiy kak osnovaniy ustoev divannogo tipa [Investigation of Limit States of Reinforced Soil Structures as Piers of Coach Type]. Dorogi i mosty : sbornik nauchnykh trudov FAU «RosdorNII» [Roads and Bridges : Collection of Scientific Works of Federal Autonomous Establishment “RosdorNII”]. Moscow, 2006, no. 2, pp. 200—216. (In Russian)
  12. Farrag K., Acar Y.B., Juran I. Pull-Out Resistance of Geogrid Reinforcements. Geotextiles and Geomembranes. 1993, no. 12 (2), pp. 133—159. DOI: http://dx.doi.org/10.1016/0266-1144(93)90003-7.
  13. BS 8006:1995. Code of Practice for Strengthened / Reinforced Soils and Other Fills. 1995, 196 p.
  14. Rukovodstvo po proektirovaniyu armirovannykh podpornykh gruntovykh sten, mostovykh opor, otkosov i nasypey [Design Guidelines for Reinforced Supporting Soil Walls, Bridge Piers, Slopes and Embankments]. Translated from English. Moscow, Tensar Inter-neshnl Publ., 1995, 34 p. (In Russian)
  15. Metodicheskie ukazaniya po primeneniyu geosinteticheskikh materialov v dorozhnom stroitel'stve [Methodological Recommendations on the Use of Geosynthetic Materials in Road Construction]. Translated from German. Moscow, MADI (GTU) Publ., 2001, 100 p. (In Russian)
  16. Zhornyak S.G., Kanaev E.B., Chernov K.Yu., Sakun B.V., Akimov-Peretts I.D. Patent 2276230 RU, MPK E02D 17/18, E02D 29/02, E01D 19/02. Dorozhnaya nasyp' s podpornoy stenkoy, sposob ee sooruzheniya i zhelezobetonnyy blok dlya podpornoy stenki [Patent 2276230 RU, MPK E02D 17/18, E02D 29/02, E01D 19/02. Road Embankment with a Supporting Wall, Method of Its Construction and Reinforced Concrete Block for the Supporting Wall]. No. 2004135893/03; appl. 08.12.2004 ; publ. 10.05.2006. Patent holder JSC TsNIIS. Bulletin no. 13 (In Russian)
  17. Kostousov A.N. Sovershenstvovanie metodiki rascheta armogruntovykh sten dlya usileniya zemlyanogo polotna : avtoreferat dissertatsii … kandidata tekhnicheskikh nauk [Advancing the Calculation Method of Reinforced Ground Walls for Strengthening the Earth Work : Abstract of the dissertation of the Candidate of Technical Sciences]. Moscow, 2015, 24 p. (In Russian)
  18. Bugrov A.K. Napryazhenno-deformirovannoe sostoyanie osnovaniy i zemlyanykh sooruzheniy s oblastyami predel'nogo ravnovesiya grunta: dissertatsiya … doktora tekhnicheskikh nauk [Stress-Strain State of Foundations and Soil Structures with the Areas of Limit Equilibrium of Soil : dissertation of the Doctor of Technical Sciences]. Saint Petersburg, 1980, 385 p. (In Russian)
  19. Budin A.Ya. Tonkie podpornye stenki [Thin Supporting Walls]. Leningrad, Stroyizdat Publ., 1974, 191 p. (In Russian)
  20. Proektirovanie podpornykh sten i sten podvalov [Design of Supporting Walls and Walls of Basements]. Moscow, Stroyizdat Publ., 1990, 104 p. (Spravochnoe posobie k SNiP [Reference Book to Sanitary Rules SNiP]). (In Russian)

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INFLUENCE OF COMPOUND DAM DESIGN ON ITS STRESS-STRAIN STATE

Vestnik MGSU 1/2018 Volume 13
  • Fomichev Aleksey Aleksandrovich - AO «Aquatic» Engineer, AO «Aquatic», 5, 125Zh, Varshavskoe shosse, Moscow, 117587, Russian Federation.
  • Sainov Mikhail Petrovich - Moscow State University of Civil Engineering (National Research University) (MGSU) Candidate of Technical Sciences, Associate Professor, Department of Hydraulic and Hydraulic Engineering, Moscow State University of Civil Engineering (National Research University) (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation.

Pages 107-115

Subject: the dam of compound design in which the water pressure is borne mutually by a concrete gravity dam and a higher rockfill dam with reinforced concrete facing. Research objectives: 1) study the stress-strain state (SSS) of a compound dam, identify the effect of three main factors on the dam SSS. The first factor is the height of the concrete structure. The second factor is the height of the contact zone (conjugation) between the earth fill and the concrete structure. The third factor is deformability of riprap; 2) based on these studies, give recommendations for selection of the compound dam design. Materials and methods: SSS studies were conducted by numerical analysis using the finite element method (FEM). Nonlinear character of soils deformability and contacts of concrete structure with soils, foundation and reinforced concrete facing was taken into consideration. Sequence of the dam erection and loading was taken into account. Riprap’s modulus of deformation varied from 70 to 270 МPа. Results: results of the analysis showed that the concrete structure as a part of the compound dam withstands hydrostatic load almost independently, practically without transferring it to the earth fill. We have found out that the most sensitive part of the compound dam design is conjugation of the earth fill with the concrete structure. This zone is characterized by failures of the soil strength. The consequence of these failures are considerable displacements in the joint between the facing and the concrete structure as well as bending deformations of the lower part of the facing. Bending of the facing causes considerable tensile stresses. Conclusions: the results of studies permitted us to formulate the following recommendations: 1) it is not desirable to select the height of contact zone between the earth fill and the concrete structure more than 60-75 % of the concrete structure height because it leads to increase of loads borne by the concrete structure and may result in failure of strength of its contact with foundation; 2) it is not recommended to choose the height of contact between the earth fill and the concrete structure less than 30 % of the height of the latter as it results in increase of bending deformations of reinforced concrete facing; 3) for reliability of the compound dam, it is necessary to choose riprap’s modulus of deformation not lower than 200 МPа.

DOI: 10.22227/1997-0935.2018.1.107-115

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Analysis of the stress-strain state of New Exchequer combined damat static loads

Vestnik MGSU 2/2015
  • Sainov Mikhail Petrovich - Moscow State University of Civil Engineering (MGSU) Candidate of Technical Sciences, Associate Professor, Department of Hydraulic Engineering, Moscow State University of Civil Engineering (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Fedotov Aleksandr Aleksandrovich - Moscow State University of Civil Engineering (MGSU) student, Institute of Hydraulic and Power Engineering, Moscow State University of Civil Engineering (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 141-152

In the article the authors analyze numerical modeling results of the stress-strain state of a combined dam created by construction of a higher rockfill dam with a reinforced concrete face behind the downstream face of the concrete dam. The analysis was conducted on the example of the design of 150 meter high New Exchequer dam (USA). Numerical modeling was conducted with consideration of non-linearity of soils deformation as well as non-linear behavior of the interaction “concrete - soil”, “concrete - concrete”. The analysis showed that though in a combined dam the concrete part gets additional displacements and settlements, its stress state remains favorable without appearance of tensile stresses and opening of the contact “concrete - rock”. This is explained by the fact that on the top the concrete dam is weightened by the reservoir hydrostatic pressure. The role of rockfill lateral pressure on the concrete dam stress state is small. There may be expected sliding of soil in relation to the concrete dam downstream face due to the loss of its shear strength. Besides, decompaction of the contact "soil - concrete" may occur, as earthfill will have considerable displacements in the direction from the concrete dam. Due to this fact the loads from the earthfill weight do not actually transfer to the concrete dam. The most critical zone in the combined dam is the interface of the reinforced concrete face with the concrete dam. Under the action of the hydrostatic pressure the earth-fill under the face will have considerable settlements and displacements, because soil slides in relation to the concrete dam downstream face. This results in considerable openings (10 cm) and shear displacements (50 сm) in the perimeter joint. The results of the numerical modeling are confirmed by the presence of seepage in New Exchequer dam, which led to the necessity of its repair. Large displacements do not allow using traditional sealing like copper water stops in the perimeter joint of combined dams. The sealing should be made of geo-membrane with placement of an asphalt pad under the face. Due to bending deformations in the lower part of the reinforced concrete face considerable tensile forces may occur. It is recommended to arrange a transverse joint in this part of the face.

DOI: 10.22227/1997-0935.2015.2.141-152

References
  1. Hammar E., Lennartsson D. The Yang Qu Dam: Optimization of Zones by Numerical Modelling on this New Type of Dam. Luleå University of Technology, 2014, 67 p.
  2. Reitter A.R. Design and Construction of the New Exchequer Dam — the World’s Highest Concrete Faced Rockfill Dam. World Dams Today. 1970, pp. 4—10.
  3. Garcia F.M., Maestro A.N., Dios R.L., de Cea J.C., Villarroel J., Martinez Mazariegos J.L. Spain´s New Yesa Dam. The International Journal on Hydropower & Dams. 2006, no. 13 (3), pp. 64—67.
  4. Dios R.L., Garcia F.M., Cea Azañedo J.C., Mazariegos J.L.M., Gonzalez-Elipe J.M.V. El Diseño del Recrecimiento del Embalse de Yesa. Revista de Obras Publicas/Marzo. 2007, no. 3, 475, pp. 129—148.
  5. Sherard J.L., Cooke J.B. Concrete-Face Rockfill Dam: I. Assessment. Journal of Geotechnical Engineering. 1987, vol. 113, no. 10, pp. 1096—1132.
  6. Sainov M.P. Vychislitel’naya programma po raschetu napryazhenno-deformirovannogo sostoyaniya gruntovykh plotin: opyt sozdaniya, metodiki i algoritmy [Computer Program for the Calculating the Stress-strain State of Soil Dams: the Experience of Creation, Techniques and Algorithms]. International Journal for Computational Civil and Structural Engineering. 2013, Vol. 9. No. 4, pp. 208—225. (In Russian)
  7. Rasskazov L.N., Dzhkha Dzh. Deformiruemost’ i prochnost’ grunta pri raschete vysokikh gruntovykh plotin [Deformability and Strength of Soils in High Soil Dam Calculation]. Gidrotekhnicheskoe stroitel’stvo [Hydraulic Engineering]. 1997, no. 7, pp. 31—36. (In Russian)
  8. Rasskazov L.N. Uslovie prochnosti [Strength Condition]. Trudy Instituta VODGEO. [Proceedings of the Institute VODGEО]. 1974, no. 44, pp. 53—59. (In Russian)
  9. Sainov M.P. Parametry deformiruemosti krupnooblomochnykh gruntov v tele gruntovykh plotin [Deformation Parameters of Macrofragment Soils in Soil Dams]. Stroitel’stvo: nauka i obrazovanie [Construction: Science and Education]. 2014, no. 2. Available at: http://www.nso-journal.ru/public/journals/1/issues/2014/02/2_Sainov.pdf. (In Russian)
  10. Marsal R.J. Large Scale Testing of Rockfill Materials. Journal of Soil Mech. and Foundations Division, ASCE. 1967, 93 (2), pp. 27—43.
  11. Gupta A.K. Triaxial Behaviour of Rockfill Materials. Electronic Journal of Geotechnical Engineering — Ejge.com. 2009, vol. 14, Bund J, pp. 1—18.
  12. Varadarajan A., Sharma K.G., Venkatachalam K., Gupta A.K. Testing and Modeling Two Rockfill Materials. J. Geotech. Geoenv. Engrg., ASCE. 2003, vol. 129, no. 3, pp. 206—218. DOI: http://dx.doi.org/10.1061/(ASCE)1090-0241(2003)129:3(206).
  13. Marachi N.D., Chan C.K., Seed H.B. Evaluation of Properties of Rockfill Materials. J. SMFE. 1972, 98 (1), pp. 95—114.
  14. Park H.G., Kim Y.-S., Seo M.-W., Lim H.-D. Settlement Behavior Characteristics of CFRD in Construction Period. Case of Daegok Dam. Jour. of the KGS. September 2005, vol. 21, no. 7, pp. 91—105.
  15. Sainov M.P. Poluempiricheskaya formula dlya otsenki osadok odnorodnykh gruntovykh plotin [Semiempirical Formula for Assessment of Homogeneous Earthfill Dams]. Privolzhskiy nauchnyy zhurnal [Volga Region Scientific Journal]. 2014, no. 4, pp. 108—115. (In Russian)
  16. Kearsey W.G. Recent Developments of Upstream Membranes for Rockfill Dams. A Thesis Submitted to the Faculty of Graduate Studies and Research in Partial Fulfilment of the Requirements for Requirements for the Degree of Master of Engineering In Geotechnique. Edmonton, Alberta, July, 1983, 132 p.
  17. ICOLD. Concrete Face Rockfill dam: Concepts for design and Construction. In-ternational Commision on Large Dams. Bulletin 141, 2010.
  18. ICOLD. Rockfill Dams with Concrete Facing-State of the Art. International Commision on Large Dams. Bulletin 70, 1989, pp. 11—53.
  19. Brown H.M., Kneitz P.R. Repair of New Exchequer Dam. Water Power and Dam Construction. 1987, no. 39 (9), pp. 25—29.
  20. McDonald J.E., Curtis N.F. Repair and Rehabilitation of Dams: Case Studies; Pre-pared for U.S. Army Corps of Engineers. Engineer Research and Development Center, 1999. 265 p.

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MATHEMATICAL SIMULATION OF MASS TRANSFER IN THE VERTICAL SETTLER

Vestnik MGSU 8/2013
  • Belyaev Nikolay Nikolaevich - Prydneprovsk State Academy of Civil Engineering and Architecture (PSACEA) Doctor of Technical Sciences, Associate Professor, Department of Hydraulics, Prydneprovsk State Academy of Civil Engineering and Architecture (PSACEA), 24a Chernyshevskiy St., Dnepropetrovsk, 49600, Ukraine; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Nagornaya Elena Konstantinovna - Prydneprovsk State Academy of Civil Engineering and Architecture (PSACEA) assistant lecturer, Department of Hydraulics, Prydneprovsk State Academy of Civil Engineering and Architecture (PSACEA), 24a Chernyshevskiy St., Dnepropetrovsk, 49600, Ukraine; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 150-157

Mathematical models of secondary settlers have been intensively developed in the past several years. The challenge is to develop CFD models capable of taking account of the geometrical shape of the settler, the most important physical processes, and to perform calculations in the timely manner. The task of the authors was to develop a 2D numerical model designated for the research into the transfer of waste waters inside vertical settlers, for the model to take account of the geometrical shape and structural features of the settler. The authors employed finite difference schemes as the basic methods of research. As a result, a new 2D CFD model was developed. The novel model may be used to perform CFD studies of vertical settlers. This model takes account of the geometrical shape of the settler, the central pipe inside it, and other peculiarities. The CFD model and code developed by the authors constitute a solution to multi-parametric problems of the vertical settler design. Computer time taken by this model is equal to the one of a 1D model.

DOI: 10.22227/1997-0935.2013.8.150-157

References
  1. Davydov E.I., Lyamaev B.F. Issledovanie i raschet vertikal'nogo otstoynika so spiral'no-navitoy nasadkoy [Research into and Analysis of a Vertical Settler Having a Spiral-wound Nozzle]. Inzhenerno-stroitel’nyy zhurnal [Journal of Civil Engineering]. Ìoscow, 2011, no. 5, pp. 10—15.
  2. Tavartkiladze I.M., Kravchuk A.M., Nechipor O.M. Matematicheskaya model' rascheta vertikal'nykh otstoynikov s peregorodkoy [Mathematical Model for the Analysis of Vertical Tanks Having Dividers]. Vodosnabzhenie i sanitarnaya tekhnika [Water Supply and Sanitary Engineering]. 2006, no. 1, Part 2, pp. 39—42.
  3. B?rger R., Diehl S., Nopens I. A Consistent Modeling Methodology for Secondary Settling Tanks in Wastewater Treatment. Water Research. 2011, no. 45(6), pp. 2247—2260.
  4. Oleynik Ya.A., Kalugin Yu.I., Stepovaya N.G., Zyablikov S.M. Teoreticheskiy analiz protsessov osazhdeniya v sistemakh biologicheskoy ochistki stochnykh vod [Theoretical Analysis of Sedimentation Processes in Biological Wastewater Treatment]. Prikladna g³dromekhan³ka [Applied Hydromechanics]. 2004, vol. 6 (78), no. 4, pp. 62—67.
  5. Holenda B. Development of Modeling, Control and Optimization Tools for the Activated Sludge Process. Doctorate School of Chemical Engineering, University of Pannonia, 2007, 155 ð.
  6. David R., VandeWouwer A., Saucez P., Vasel J.-L. Classical Models of Secondary Settlers. 16th European Symposium on Computer Aided Process Engineering (ESCAPE 2006) and 9th International Symposium on Process Systems Engineering. Belgium, 2006, pp. 677—682.
  7. Plosz B.G., Nopens I., Rieger L., Griborio A., De Clercq J., Vanrolleghem P.A., Daigger G.T., Takacs I., Wicks J., Ekama G.A. A Critical Review of Clarifier Modeling: State-of-the-art and Engineering Practices. Proceedings 3rd IWA/WEF Wastewater Treatment Modeling Seminar (WWTmod2012). Mont-Sainte-Anne, Quebec, Canada, February 26-28, 2012, pp. 27—30.
  8. Plosz B. G., De Clercq J., Nopens I., Benedetti L., Vanrolleghem P.A. Shall We Upgrade One-dimensional Secondary Settler Models Used in WWTP simulators? An Assessment of Model Structure Uncertainty and Its Propagation. Water Science and Technology. Belgium, 2011, no. 63(8), pp. 1726—1738.
  9. Ramin E., Sin G., Mikkelsen P.S., Plosz B.G. Significance of Uncertainties Derived from Settling Tank Model Structure and Parameters on Predicting WWTP Performance. A Global Sensitivity Analysis Study. 8th IWA Symposium on Systems Analysis and Integrated Assessment Watermatex 2011. Spain, San Sebastian, 2011, pp. 476—483.
  10. Shaw A., McGuffie S., Wallis-Lage C., Barnard J. Optimizing Energy Dissipating Inlet (Edi) Design In Clarifiers Using an Innovative CFD Tool. Water Environment Federation (WEFTEC). 2005, pp. 8719—8736.
  11. Griborio A. Secondary Clarifier Modeling: a Multi-process Approach. University of New Orleans, USA, 2004, 440 p.
  12. Shahrokhi M., Rostami F., Said Md Azlin Md, Syafalni. The Computational Modeling of Baffle Configuration in the Primary Sedimentation Tanks. 2nd International Conference on Environmental Science and Technology Singapore, 2011, vol. 6, pp. V2-392—V2-396.
  13. Stamou A.I., Latsa M., Assimacopoulos D. Design of Two-storey Final Settling Tanks Using Mathematical Models. Journal of Hydroinformatics. 2000, no. 2(4), pp. 235—245.
  14. Marchuk G.I. Matematicheskoe modelirovanie v probleme okruzhayushchey sredy [Mathematical Modeling in the Environmental Problem]. Moscow, Nauka Publ., 1982, 320 p.
  15. Loytsyanskiy L.G. Mekhanika zhidkosti i gaza [Fluid and Gas Mechanics]. Moscow, Nauka Publ., 1978, 735 p.
  16. Zgurovskiy M.Z., Skopetskiy V.V., Khrushch V.K., Belyaev N.N. Chislennoe modelirovanie rasprostraneniya zagryazneniya v okruzhayushchey srede [Numerical modeling of Pollution Propagation in the Environment]. Kiev, Naukova dumka publ., 1997, 368 p.
  17. Samarskiy A.A. Teoriya raznostnykh skhem [Theory of Difference Schemes]. Moscow, Nauka Publ., 1983, 616 p.

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AUTOMATED DESIGN AND STRENGTH ANALYSIS OF SINGLE-CONTOUR GEODETIC SHELLS COMPOSED OF FLAT ELEMENTS

Vestnik MGSU 8/2012
  • Suprun Anatoliy Nikolaevich - Nizhegorodskiy State University of Architecture and Civil Engineering Doctor of Physical and Mathematical Sciences, Professor, Chair, Department of Information Systems and Technologies 8 (831) 4 30-54-92, Nizhegorodskiy State University of Architecture and Civil Engineering, 65 Nizhniy Novgorod, 603950, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Dyskin Lev Matveevich - Nizhegorodskiy State University of Architecture and Civil Engineering ( Doctor of Technical Sciences, Professor, Department of Heating and Ventilation 8 (831) 430-54-86, Nizhegorodskiy State University of Architecture and Civil Engineering (, 65 Nizhniy Novgorod, 603950, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Platov Aleksandr Yurevich - Nizhegorodskiy State University of Architecture and Civil Engineering Doctor of Technical Sciences, Associated Professor, Department of Information Systems in the Economy 8 (831) 437-07-28, Nizhegorodskiy State University of Architecture and Civil Engineering, 65 Nizhniy Novgorod, 603950, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Lakhov Andrey Yakovlevich - Nizhegorodskiy State University of Architecture and Civil Engineering Candidate of Technical Sciences, Associated Professor, Department of Informational Systems and Technologies 8 (831) 430-54- 92, Nizhegorodskiy State University of Architecture and Civil Engineering, 65 Nizhniy Novgorod, 603950, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 226 - 233

The article is a brief review of the research of the stress-deformation state of a structure
that represents a hemispherical geodetic dome exposed to the dead load. Single-contour geodetic
domes composed of flat plates are the subject of the research. The process of their design has two
stages: (a) design of geometric models of geodetic domes and (b) analysis of domes.
The authors demonstrate that the first stage can be implemented through the employment of
the library of ArchiCAD objects. Supplementary research is needed to have the second stage implemented.
The objective of this research is to present the results of the research using computer-aided
methods of modeling of metal structures. The analysis of smooth hemispherical domes is performed
using analytical and finite-element methods within the Patran/Nastran environment. The authors
demonstrate that the results of the finite-element method analysis converge with the results of the
analytical method analysis.
Conversion of geometric models of geodetic domes into the format that satisfies Patran preprocessor
requires the employment of the Visual Basic software. Ultimately, comparison between
the results obtained in respect of the geodetic dome and the analytical results obtained in respect
of the smooth dome exposed to the dead load is performed. The conclusion is that the maximal
stress experienced by a single-contour geodetic dome, in the event of reduction of sizes of plates,
converges with the maximal stress of similar smooth domes.

DOI: 10.22227/1997-0935.2012.8.226 - 233

References
  1. Tupolev M.S. Novye arkhitekturnye tipy svodov i kupolov dlya massovogo stroitel’stva [New Architectural Types of Vaults and Domes for Large-scale Construction]. Мoscow, 1951.
  2. Fuller R.B. Geodesic Dome. Perspecta Publ., 1952, no. 1, pp. 30—33.
  3. Pavlov G.N., Suprun A.N. Avtomatizatsiya arkhitekturnogo proektirovaniya geodezicheskikh kupolov i obolochek [Automation of Architectural Design of Geodetic Domes and Envelopes]. Nizhniy Novgorod, NNGASU Publ., 2006, 162 p.
  4. Suprun A.N., Pavlov G.N., Lakhov A.Ya., Tkachenko A.K. Avtomatizatsiya arkhitekturnogo proektirovaniya i prochnostnogo rascheta geodezicheskikh obolochek [Automation of Architectural Design and Strength Analysis of Geodetic Domes]. Privolzhskiy nauchnyy zhurnal [Privolzhskiy Scientific Journal]. Nizhniy Novgorod, NNGASU Publ., 2008, № 23(7), pp. 15—19.
  5. Lakhov A.Ya., Suprun A.N. SVN — trekhmernye grafi cheskie interfeysy na osnove DirectX i VC# dlya vizualizatsii rezul’tatov raschetov bezopasnosti stroitel’nykh konstruktsiy [SVN — Three-dimensional Graphic Interfaces on the Basis of DirectX and VC # for Visualization of Results of Analysis of Safety of Building Structures]. Privolzhskiy nauchnyy zhurnal [Privolzhskiy Scientific Journal]. Nizhniy Novgorod, NNGASU Publ., 2010, no. 2, pp. 10—15.
  6. Lakhov A.Ya. Raschet dvukhkonturnykh geodezicheskikh kupolov sistemy «P» metodom konechnykh elementov v sisteme Patran/Nastran [Analysis of Dual-contour Geodetic Domes of P-System Using Method of Finite elements within the Patran/Nastran System]. Informatsionnaya sreda vuza [Information Medium of an Institution of Higher Education]. Proceedings of the 17th Scientific and Technical Conference. IGASU Publ., 2010, pp. 121—125.
  7. Lakhov A.Ya. Translyator geometricheskikh modeley odnokonturnykh geodezicheskikh obolochek ArchiCAD — Patran [ArchiCAD — Patran Translator of Geometric Models of Single-contour Geodetic Domes]. Proceedings of KOGRAF 2012 Scientific and Technical Conference. Nizhniy Novgorod, 2012, pp. 155—159.
  8. Karpov Yu.G. Teoriya i tekhnologiya programmirovaniya. Osnovy postroeniya translyatorov. [Theory and Technology of Programming. Basics of Constructing of Translators]. St.Petersburg, BHV-Peterburg Publ., 2005, 272 p.
  9. Vinogradov G.G. Raschet stroitel’nykh prostranstvennykh konstruktsiy. [Analysis of Spacial Structures]. Moscow, Stroyizdat Publ., 1990, 264 p.
  10. Shimkovich D.G. Raschet konstruktsiy v MSC.visualNastran for Windows [Analysis of Structures in MSC.visualNastran for Windows]. Moscow, DMK Press Publ., 2004, 704 p.
  11. Ohmori H., Yamamoto K. Shape Optimization of Shell and Spatial Structure for Specifi ed Stress Distribution. Memoires of the School of Engineering, Nagoya University, vol. 50, no. 1(1998), pp. 1—32.
  12. Loganathan S., Morgan R.C. Snap-through Buckling Analysis of Shallow Geodesic Dome Using MSC/Nastran. The Fifth Australian MSC Users Conference, Sydney, Australia, November, 1991.
  13. Anders M., Harte R. Buckling of Concrete Shells: a Simplifi ed Numerical Approach. Journal of the International Association for Shell and Spatial Structures. IASS Publ., vol. 47(2006), no. 3.

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FORECASTING PILE SETTLEMENT ON CLAYSTONE USING NUMERICAL AND ANALYTICAL METHODS

Vestnik MGSU 6/2016
  • Ponomarev Andrey Budimirovich - Perm National Research Polytechnic University (PNRPU) Doctor of Technical Sciences, Professor, chair, Department of Construction Operations and Geotechnology, Perm National Research Polytechnic University (PNRPU), 29 Komsomol’skiy prospekt, Perm, 614990, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Sychkina Evgeniya Nikolaevna - Perm National Research Polytechnic University (PNRPU) Candodate of Technical Sciences, Associate Professor, Department of Construction Operations and Geotechnology, Perm National Research Polytechnic University (PNRPU), 29 Komsomol’skiy prospekt, Perm, 614990; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Volgareva Nadezhda Leonidovna - Perm National Research Polytechnic University (PNRPU) Master student, Department of Construction Operations and Geotechnology, Perm National Research Polytechnic University (PNRPU), 29 Komsomol’skiy prospekt, Perm, 614990; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 34-45

In the article the problem of designing pile foundations on claystones is reviewed. The purpose of this paper is comparative analysis of the analytical and numerical methods for forecasting the settlement of piles on claystones. The following tasks were solved during the study: 1) The existing researches of pile settlement are analyzed; 2) The characteristics of experimental studies and the parameters for numerical modeling are presented, methods of field research of single piles’ operation are described; 3) Calculation of single pile settlement is performed using numerical methods in the software package Plaxis 2D and analytical method according to the requirements SP 24.13330.2011; 4) Experimental data is compared with the results of analytical and numerical calculations; 5) Basing on these results recommendations for forecasting pile settlement on claystone are presented. Much attention is paid to the calculation of pile settlement considering the impacted areas in ground space beside pile and the comparison with the results of field experiments. Basing on the obtained results, for the prediction of settlement of single pile on claystone the authors recommend using the analytical method considered in SP 24.13330.2011 with account for the impacted areas in ground space beside driven pile. In the case of forecasting the settlement of single pile on claystone by numerical methods in Plaxis 2D the authors recommend using the Hardening Soil model considering the impacted areas in ground space beside the driven pile. The analyses of the results and calculations are presented for examination and verification; therefore it is necessary to continue the research work of deep foundation at another experimental sites to improve the reliability of the calculation of pile foundation settlement. The work is of great interest for geotechnical engineers engaged in research, design and construction of pile foundations.

DOI: 10.22227/1997-0935.2016.6.34-45

References
  1. Ponomarev A.B., Sychkina E.N. Prognoz osadki svaynykh fundamentov na argillitopodobnykh glinakh (na primere Permskogo regiona) [Forecast of Pile Foundations Settlement at Claystones (on the Example of the Perm Region)]. Osnovaniya, fundamenty i mekhanika gruntov [Bases, Foundations and Soil Mechanics]. 2014, no. 3, pp. 20—24. (In Russian)
  2. Khmelevtsov A.A. Argillitopodobnye gliny v rayone Bol’shogo Sochi i ikh fiziko-mekhanicheskie kharakteristiki [Claystones in the Bolshoy Sochi and Their Physical and Mechanical Properties]. Izvestiya vysshikh uchebnykh zavedeniy. Severo-Kavkazskiy region. Estestvennye nauki [Proceedings of the Higher Educational Institutions. North-Caucasian Region. Natural Sciences]. 2011, no. 5, pp. 77—79. (In Russian)
  3. Bond A.J., Jardine R.J. Effects of Installing Displacement Piles in High OCR Clay. Geotechnique. 1991, no. 41 (3), pp. 341—363. DOI: http://dx.doi.org/10.1680/geot.1991.41.3.341.
  4. Cooke R.W., Price G., Tarr K. Jacked Piles in London Clay: A Study of Load Transfer and Settlement Under Working Conditions. Geotechnique. 1979, vol. 29, no. 2, pp. 113—147. DOI: http://dx.doi.org/10.1680/geot.1979.29.2.113.
  5. Salager S., Francois B., Nuth M., Laloui L. Constitutive Analysis of the Mechanical Anisotropy of Opalinus Clay. Acta Geotechnica. 2013, vol. 8, no. 2, pp. 137—154. DOI: http://dx.doi.org/10.1007/s11440-012-0187-2.
  6. Nishimura S., Minh N.A., Jardine R.J. Shear Strength Anisotropy of Natural London Clay. Geotechnique. 2007, no. 57 (1), pp. 49—62. DOI: http://dx.doi.org/10.1680/geot.2007.57.1.49.
  7. De Ruiter J., Beringen F.L. Pile Foundations for Large North Sea Structures. Marine Geotechnology. 1979, vol. 3, no. 3, pp. 267—314. DOI: http://dx.doi.org/10.1080/ 10641197909379805.
  8. Lehane B.M., Jardine R.J. Displacement Pile Behaviour in Glacial Clay. Canadian Geotechnial Journal. 1994, no. 31 (1), pp. 79—90. DOI: http://dx.doi.org/10.1139/t94-009.
  9. Matsumoto T., Michi Y., Hirano T. Performance of Axially Loaded Steel Pipe Piles Driven in Soft Rock. Journal of Geotechnical and Geoenvironmental Engineering. 1995, no. 121 (4), pp. 305—315. DOI: http://dx.doi.org/10.1061/(ASCE)0733-9410(1995)121:4(305).
  10. Trofimov V.T., Korolev V.A., Voznesenskiy E.A., Ziangirov R.S. Gruntovedenie [Soil Science]. 6-th edition, revised and enlarged. Moscow, Nauka Publ., 2005, 1023 p. (In Russian)
  11. Zhang C.L., Wieczorek K., Xie M.L. Swelling Experiments on Mudstones. Journal of Rock Mechanics and Geotechnical Engineering. 2010, no. 2 (1), pp. 44—51. DOI: http://dx.doi.org/10.3724/SP.J.1235.2010.00044.
  12. Zhang F., Xie S.Y., Hu D.W., Shao J.F., Gatmiri B. Effect of Water Content and Structural Anisotropy on Mechanical Property of Claystone. Applied Clay Science. 2012, no. 69, pp. 79—86. DOI: http://dx.doi.org/10.1016/j.clay.2012.09.024.
  13. Bartolomey A.A., Omel’chak I.M., Yushkov B.S. Prognoz osadok svaynykh fundamentov [Forecast of Pile Foundation Settlement]. Moscow, Stroyizdat Publ., 1994, 380 p. (In Russian)
  14. Ter-Martirosyan A.Z., Ter-Martirosyan Z.G., Trinh Tuan Viet, Luzin I.N. Osadka i nesushchaya sposobnost’ dlinnoy svai [Settlement and Bearing Capacity of Long Pile]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2015, no. 5, pp. 52—60. (In Russian)
  15. Lushnikov V.V., Yardyakov A.S. Analiz raschetov osadok v nelineynoy stadii raboty grunta [Analysis of Settlement Calculation in Nonlinear Stage of Soil Opeation]. Vestnik Permskogo natsional’nogo issledovatel’skogo politekhnicheskogo universiteta. Stroitel’stvo i arkhitektura [Proceedings of PNRPU. Construction and Architecture]. 2014, no. 2, pp. 44—55. (In Russian)
  16. Azzouz A.S., Morrison M.J. Field Measurements on Model Pile in Two Clay Deposits. Journal of Geotechnical Engineering. 1988, vol. 114, no. 1, pp. 104—121. DOI: http://dx.doi.org/10.1061/(ASCE)0733-9410(1988)114:1(104).
  17. Bensallam S., Bahi L., Ejjaaouani H., Shakhirev V., Rkha Chaham K. Clay Soil Settlement: In-Situ Experimentation and Analytical Approach. Soils and Foundations. 2014, vol. 54, no. 2, pp. 109—115. DOI: http://dx.doi.org/10.1016/j.sandf.2014.02.003.
  18. Fattah M.Y., Shlash K.T., Al-Soud Madhat S.M. Pile-Clayey Soil Interaction Analysis by Boundary Element Method. Journal of Rock Mechanics and Geotechnical Engineering. 2012, no. 4 (1), pp. 28—43. DOI: http://dx.doi.org/10.3724/SP.J.1235.2012.00028.
  19. Gavin K., Gallagher D., Doherty P., McCabe B. Field Investigation Assessing the Effect of Installation Method on the Shaft Resistance of Piles in Clay. Canadian Geotechnical Journal. 2010, no. 47 (7), pp. 730—741. DOI: http://dx.doi.org/10.1139/T09-146.
  20. Kattsenbakh R. Poslednie dostizheniya v oblasti fundamentostroeniya vysotnykh zdaniy na szhimaemom osnovaniy [Recent Advances in the Field of Construction of High-Rise Buildings Foundations on Compressible Grounds]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2006, no. 1, pp. 105—118. (In Russian)
  21. Meyerhof G.G. Bearing Capacity and Settlement of Pile Foundations. Journal of Geotechnical Engineering. 1976, vol. 102, no. 3, pp. 195—228.
  22. Randolph M.F., Carter J.P., Wroth C.P. Driven Piles in Clay — The Effects of Installation and Subsequent Consolidation. Geotechnique. 1979, no. 29 (4), pp. 361—393. DOI: http://dx.doi.org/10.1680/geot.1979.29.4.361.
  23. Suzuki M., Fujimoto T., Taguchi T. Peak and Residual Strength Characteristics of Cement-Treated Soil Cured Under Different Consolidation Conditions. Soils and Foundations. 2014, no. 54 (4), pp. 687—698. DOI: http://dx.doi.org/10.1016/j.sandf.2014.06.023.
  24. Ponomaryov A., Sychkina E. Analysis of Strain Anisotropy and Hydroscopic Property of Clay and Claystone. Applied Clay Science. 2015, vol. 114, pp. 161—169. DOI: http://dx.doi.org/10.1016/j.clay.2015.05.023.

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STRESS-STRAIN STATE OF ROCKFILL DAM DOUBLE-LAYER FACE MADE OF REINFORCED CONCRETE AND SOIL-CEMENT CONCRETE

Vestnik MGSU 5/2017 Volume 12
  • Sainov Mikhail Petrovich - Moscow State University of Civil Engineering (National Research University) (MGSU) Candidate of Technical Sciences, Associate Professor, Department of Hydraulic and Hydraulic Engineering, Moscow State University of Civil Engineering (National Research University) (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation.
  • Kotov Filipp Viktorovich - Moscow State University of Civil Engineering (National Research University) (MGSU) Assistant of the Chair of Hydraulics and Hydraulic Engineering, Moscow State University of Civil Engineering (National Research University) (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation.

Pages 506-511

There was studied the stress-strain state of 215 m high rockfill dam where the seepage-control element is presented by a reinforced concrete face of soil-cement concrete placed on the under-face zone. Calculations were carried out for two possible variants of deformability of rock outline taking into account the non-linearity of its deformative properties. It was obtained that the reinforced concrete face and the soil-cement concrete under-face zone work jointly as a single construction - a double-layer face. As the face assembly resting on rock is made with a sliding joint the scheme of its static operation is similar to the that of the beam operation on the elastic foundation. At that, the upstream surface of the double-layer face is in the compressed zone and lower one is in the tensile zone. This protects the face against cracking on the upstream surface but threatens with structural failure of soil-cement concrete. In order to avoid appearance of cracks in soil-cement concrete part due to tension it is necessary to achieve proper compaction of rockfill and arrange transverse joints in the double-layer face.

DOI: 10.22227/1997-0935.2017.5.506-511

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ASSESSMENT OF STRESS-STRAIN STATE OF SOIL MASS OF DOCK-TYPE LOCK CHAMBER

Vestnik MGSU 5/2017 Volume 12
  • Fedorova Tatiana Sergeevna - FGBI “Moscow Canal” head of monitoring safety departement, FGBI “Moscow Canal”, 1 Vodnikov str., Moscow, 125362, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Levachev Stanislaw Nikolaevich - Moscow State University of Civil Engineering (National Research University) (MGSU) Candidate of Technical Sciences, Professor, Moscow State University of Civil Engineering (National Research University) (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation.

Pages 519-528

The article focuses on the assessment of stress-strain state of soil mass of dock-type lock chamber. Numerical modeling of the soil mass of dock-type lock chamber with a continuous bottom is performed. The soil model was selected, and calculation of stress-strain state of the lock chamber soil mass was performed applying the PLAXIS 2D programming and computing suite. In the process of the structure stress-strain state analysis the assessment of its state in conditions of filling-emptying of the lock chamber was performed. To assess the possibility of reducing the load of the backfill soil and pore pressure on the lock chamber wall, the article discusses the simulation of excavation of upper part of the lock chamber backfill; also, the possibility of replacing of clay soil filling by sandy soil filling is considered. A numerical modeling results verification with field observations materials obtained during operation of the facility was performed according to the results of calculations of horizontal and vertical shifts of the facility. The study demonstrated a satisfactory convergence of the results of calculations performed in the Plaxis programming and computing suite with the field observations materials. Presented calculation results show that the replacement of upper part of backfill soil without combining with other structural measures can not duly change the load from the soil on the chamber wall, nor its stress state.

DOI: 10.22227/1997-0935.2017.5.519-528

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