Error
  • Error loading Modules:Can't create/write to file '/var/lib/mysql/tmp/#sql_bd4_0.MYI' (Errcode: 30) SQL=SELECT id, title, module, position, content, showtitle, control, params FROM jos_modules AS m LEFT JOIN jos_modules_menu AS mm ON mm.moduleid = m.id WHERE m.published = 1 AND m.access <= 0 AND m.client_id = 0 AND ( mm.menuid = 8 OR mm.menuid = 0 ) ORDER BY position, ordering
  • Error loading Modules:Can't create/write to file '/var/lib/mysql/tmp/#sql_bd4_0.MYI' (Errcode: 30) SQL=SELECT id, title, module, position, content, showtitle, control, params FROM jos_modules AS m LEFT JOIN jos_modules_menu AS mm ON mm.moduleid = m.id WHERE m.published = 1 AND m.access <= 0 AND m.client_id = 0 AND ( mm.menuid = 8 OR mm.menuid = 0 ) ORDER BY position, ordering
  • Error loading Modules:Can't create/write to file '/var/lib/mysql/tmp/#sql_bd4_0.MYI' (Errcode: 30) SQL=SELECT id, title, module, position, content, showtitle, control, params FROM jos_modules AS m LEFT JOIN jos_modules_menu AS mm ON mm.moduleid = m.id WHERE m.published = 1 AND m.access <= 0 AND m.client_id = 0 AND ( mm.menuid = 8 OR mm.menuid = 0 ) ORDER BY position, ordering
  • Error loading Modules:Can't create/write to file '/var/lib/mysql/tmp/#sql_bd4_0.MYI' (Errcode: 30) SQL=SELECT id, title, module, position, content, showtitle, control, params FROM jos_modules AS m LEFT JOIN jos_modules_menu AS mm ON mm.moduleid = m.id WHERE m.published = 1 AND m.access <= 0 AND m.client_id = 0 AND ( mm.menuid = 8 OR mm.menuid = 0 ) ORDER BY position, ordering
  • Error loading Modules:Can't create/write to file '/var/lib/mysql/tmp/#sql_bd4_0.MYI' (Errcode: 30) SQL=SELECT id, title, module, position, content, showtitle, control, params FROM jos_modules AS m LEFT JOIN jos_modules_menu AS mm ON mm.moduleid = m.id WHERE m.published = 1 AND m.access <= 0 AND m.client_id = 0 AND ( mm.menuid = 8 OR mm.menuid = 0 ) ORDER BY position, ordering
  • Error loading Modules:Can't create/write to file '/var/lib/mysql/tmp/#sql_bd4_0.MYI' (Errcode: 30) SQL=SELECT id, title, module, position, content, showtitle, control, params FROM jos_modules AS m LEFT JOIN jos_modules_menu AS mm ON mm.moduleid = m.id WHERE m.published = 1 AND m.access <= 0 AND m.client_id = 0 AND ( mm.menuid = 8 OR mm.menuid = 0 ) ORDER BY position, ordering
  • Error loading Modules:Can't create/write to file '/var/lib/mysql/tmp/#sql_bd4_0.MYI' (Errcode: 30) SQL=SELECT id, title, module, position, content, showtitle, control, params FROM jos_modules AS m LEFT JOIN jos_modules_menu AS mm ON mm.moduleid = m.id WHERE m.published = 1 AND m.access <= 0 AND m.client_id = 0 AND ( mm.menuid = 8 OR mm.menuid = 0 ) ORDER BY position, ordering
  • Error loading Modules:Can't create/write to file '/var/lib/mysql/tmp/#sql_bd4_0.MYI' (Errcode: 30) SQL=SELECT id, title, module, position, content, showtitle, control, params FROM jos_modules AS m LEFT JOIN jos_modules_menu AS mm ON mm.moduleid = m.id WHERE m.published = 1 AND m.access <= 0 AND m.client_id = 0 AND ( mm.menuid = 8 OR mm.menuid = 0 ) ORDER BY position, ordering
  • Error loading Modules:Can't create/write to file '/var/lib/mysql/tmp/#sql_bd4_0.MYI' (Errcode: 30) SQL=SELECT id, title, module, position, content, showtitle, control, params FROM jos_modules AS m LEFT JOIN jos_modules_menu AS mm ON mm.moduleid = m.id WHERE m.published = 1 AND m.access <= 0 AND m.client_id = 0 AND ( mm.menuid = 8 OR mm.menuid = 0 ) ORDER BY position, ordering
  • Error loading Modules:Can't create/write to file '/var/lib/mysql/tmp/#sql_bd4_0.MYI' (Errcode: 30) SQL=SELECT id, title, module, position, content, showtitle, control, params FROM jos_modules AS m LEFT JOIN jos_modules_menu AS mm ON mm.moduleid = m.id WHERE m.published = 1 AND m.access <= 0 AND m.client_id = 0 AND ( mm.menuid = 8 OR mm.menuid = 0 ) ORDER BY position, ordering
  • Error loading Modules:Can't create/write to file '/var/lib/mysql/tmp/#sql_bd4_0.MYI' (Errcode: 30) SQL=SELECT id, title, module, position, content, showtitle, control, params FROM jos_modules AS m LEFT JOIN jos_modules_menu AS mm ON mm.moduleid = m.id WHERE m.published = 1 AND m.access <= 0 AND m.client_id = 0 AND ( mm.menuid = 8 OR mm.menuid = 0 ) ORDER BY position, ordering
  • Error loading Modules:Can't create/write to file '/var/lib/mysql/tmp/#sql_bd4_0.MYI' (Errcode: 30) SQL=SELECT id, title, module, position, content, showtitle, control, params FROM jos_modules AS m LEFT JOIN jos_modules_menu AS mm ON mm.moduleid = m.id WHERE m.published = 1 AND m.access <= 0 AND m.client_id = 0 AND ( mm.menuid = 8 OR mm.menuid = 0 ) ORDER BY position, ordering
  • Error loading Modules:Can't create/write to file '/var/lib/mysql/tmp/#sql_bd4_0.MYI' (Errcode: 30) SQL=SELECT id, title, module, position, content, showtitle, control, params FROM jos_modules AS m LEFT JOIN jos_modules_menu AS mm ON mm.moduleid = m.id WHERE m.published = 1 AND m.access <= 0 AND m.client_id = 0 AND ( mm.menuid = 8 OR mm.menuid = 0 ) ORDER BY position, ordering
  • Error loading Modules:Can't create/write to file '/var/lib/mysql/tmp/#sql_bd4_0.MYI' (Errcode: 30) SQL=SELECT id, title, module, position, content, showtitle, control, params FROM jos_modules AS m LEFT JOIN jos_modules_menu AS mm ON mm.moduleid = m.id WHERE m.published = 1 AND m.access <= 0 AND m.client_id = 0 AND ( mm.menuid = 8 OR mm.menuid = 0 ) ORDER BY position, ordering
  • Error loading Modules:Can't create/write to file '/var/lib/mysql/tmp/#sql_bd4_0.MYI' (Errcode: 30) SQL=SELECT id, title, module, position, content, showtitle, control, params FROM jos_modules AS m LEFT JOIN jos_modules_menu AS mm ON mm.moduleid = m.id WHERE m.published = 1 AND m.access <= 0 AND m.client_id = 0 AND ( mm.menuid = 8 OR mm.menuid = 0 ) ORDER BY position, ordering
  • Error loading Modules:Can't create/write to file '/var/lib/mysql/tmp/#sql_bd4_0.MYI' (Errcode: 30) SQL=SELECT id, title, module, position, content, showtitle, control, params FROM jos_modules AS m LEFT JOIN jos_modules_menu AS mm ON mm.moduleid = m.id WHERE m.published = 1 AND m.access <= 0 AND m.client_id = 0 AND ( mm.menuid = 8 OR mm.menuid = 0 ) ORDER BY position, ordering
  • Error loading Modules:Can't create/write to file '/var/lib/mysql/tmp/#sql_bd4_0.MYI' (Errcode: 30) SQL=SELECT id, title, module, position, content, showtitle, control, params FROM jos_modules AS m LEFT JOIN jos_modules_menu AS mm ON mm.moduleid = m.id WHERE m.published = 1 AND m.access <= 0 AND m.client_id = 0 AND ( mm.menuid = 8 OR mm.menuid = 0 ) ORDER BY position, ordering

DESIGNING AND DETAILING OF BUILDING SYSTEMS. MECHANICS IN CIVIL ENGINEERING

Plastic deformation and fracture of masonry under biaxial stresses

Vestnik MGSU 2/2016
  • Kabantsev Oleg Vasil’evich - Moscow State University of Civil Engineering (National Research University) (MGSU) Candidate of Technical Sciences, Professor, Department of Reinforced Concrete and Masonry Structures, Moscow State University of Civil Engineering (National Research University) (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 34-48

Masonry is a complex multicomponent composite composed of dissimilar materials (brick / stone and mortar). The process of masonry deformation under load depends on the mechanical characteristics of the basic composite materials, as well as of the parameters belonging to the elements, which define the link between brick and mortar being the structural elements. The paper provides an analysis of the experimental study results of masonry behaviour in two-dimensional stress state at primary stresses of opposite signs; identifies the mechanisms of masonry failure that are in compliance with the conditions of stress state. The work shows the key role that structural elements play in the formation of masonry failure processes. On the basis of failure mechanisms educed from the experiments, there was developed a discrete model of masonry. The processes and the corresponding strength criteria, which play a key role in the implementation of plastic deformation phase, have been detected. It has been shown that the plastic deformation of masonry under biaxial stresses occurs in case of the physical linear behavior of the basic materials (brick and mortar). It has been also substantiated that the plastic properties of masonry under biaxial stresses are determined by the processes occurring at the contact interaction nodes between brick and mortar in bed and cross joints. The values of the plasticity coefficients for masonry depending on the mechanical properties of a brick, a mortar and adhesive strength in their interaction have been obtained basing on the results of the performed numerical investigations.

DOI: 10.22227/1997-0935.2016.2.34-48

References
  1. Geniev G.A. O kriterii prochnosti kamennoy kladki pri ploskom napryazhennom sostoyanii [On the Strength Criteria of Masonry with Plane Stress State]. Stroitel’naya mekhanika i raschet sooruzheniy [Structural Mechanics and Analysis of Constructions]. 1979, no. 2, pp. 7—11. (In Russian)
  2. Tyupin G.A. Deformatsionnaya teoriya plastichnosti kamennoy kladki [Deformational Theory of Masonry Plasticity]. Stroitel’naya mekhanika i raschet sooruzheniy [Structural Mechanics and Analysis of Constructions]. 1980, no. 6, pp. 28—30. (In Russian)
  3. Polyakov S.V., Safargaliev S.M. Monolitnost’ kamennoy kladki [Monolithic Masonry]. Alma-Ata, Gylym, 1991, 160 p. (In Russian)
  4. Kashevarova G.G., Ivanov M.L. Naturnye i chislennye eksperimenty, napravlennye na postroenie zavisimosti napryazheniy ot deformatsiy kirpichnoy kladki [Full-scale and Numerical Experiments to Create the Dependencies of Stresses from Masonry Deformations]. Privolzhskiy nauchnyy vestnik [Volga Region Scientific Proceedings]. 2012, no. 8, pp. 10—15. (In Russian)
  5. Kashevarova G.G., Zobacheva A.Yu. Modelirovanie protsessa razrusheniya kirpichnoy kladki [Modeling the Fracture Process of Masonry]. Vestnik Permskogo natsional’nogo issledovatel’skogo politekhnicheskogo universiteta. Stroitel’stvo i arkhitektura [Perm National Research Polytechnic University Bulletin. Construction and Architecture]. 2010, no. 1, pp. 106—116. (In Russian)
  6. Grishchenko A.I., Semenov A.S., Semenov S.G., Melnikov B.E. Influence of Structural Parameters of the Masonry on Effective Elastic Properties and Strength. Inzhenerno-stroitel’nyy zhurnal [Magazine of Civil Engineering]. 2014, no. 5, pp. 95—106. (In Russian)
  7. Derkach V.N. Anizotropiya prochnosti na rastyazhenie kamennoy kladki pri raskalyvanii [Anisotropy of Tensile Strength of Masonry in Case of Cleaving]. Nauchno- tekhnicheskie vedomosti SPbGPU [St. Petersburg State Polytechnical University Journal]. 2012, no. 147-2, pp. 259—265. (In Russian)
  8. Schubert P., Bohene D. Schubfestigkeit von Mauerwerk aus Leichtbetonsteinen. Das Mauerwerk. Ernst & John, 2002, vol. 6, no. 3, pp. 98—102.
  9. Capozucca R. Shear Behaviour of Historic Masonry Made of Clay Dricks. The Open Construction and Building Technology Journal. 2011, no. 5. (Suppl 1-M6), pp. 89—96. DOI: http://dx.doi.org/10.2174/1874836801105010089.
  10. Sousa R., Sousa H., Guedes J. Diagonal Compressive Strength of Masonry Samples — Experimental and Numerical Approach. Materials and Structures. 2013, vol. 46, pp. 765—786. DOI: http://dx.doi.org/10.1617/s11527-012-9933-z.
  11. Calio I., Marletta M., Panto B. A New Discrete Element Model for the Evaluation of the Seismic Behaviour of Unreinforced Masonry Buildings. Engineering Structures. 2012, no. 40, pp. 327—338. DOI: http://dx.doi.org/10.1016/j.engstruct.2012.02.039.
  12. Mohebkhah A., Tasnimi A.A. Distinct Element Modeling of Masonry-Infilled Steel Frames with Openings. The Open Construction and Building Technology Journal. 2012, no. 6 (Suppl 1-M2), pp. 42—49. DOI: http://dx.doi.org/10.2174/1874836801206010042.
  13. Kabantsev O.V. Diskretnaya model’ kamennoy kladki v usloviyakh dvukhosnogo napryazhennogo sostoyaniya [Discrete Model of Masonry under Biaxial Stresses]. Vestnik Tomskogo gosudarstvennogo arkhitekturno-stroitel’nogo universiteta [Vestnik Tomsk State University of Architecture and Building]. 2015, no. 4 (51), pp. 113—134. (In Russian)
  14. Kabantsev O.V., Tamrazyan A.G. Modelirovanie uprugo-plasticheskogo deformirovaniya kamennoy kladki v usloviyakh dvukhosnogo napryazhennogo sostoyaniya [Modeling Elastoplastic Deformation of Masonry under Biaxial Stresses]. International Journal for Computational Civil and Structural Engineering. 2015, no. 3, vol. 11, pp. 87—100. (In Russian)
  15. Vil’deman V.E., Sokolkin Yu.V., Tashkinov A.A. Mekhanika neuprugogo deformirovaniya i razrusheniya kompozitsionnykh materialov [Mechanics of Inelastic Deformation and Destruction of Composite Materials]. Moscow, Nauka. Fizmatlit Publ., 1997, 288 p. (In Russian)
  16. Burago N.G. Modelirovanie razrusheniya uprugoplasticheskikh tel [Modelling of Elastoplastic Bodies Destruction]. Vychislitel’naya mekhanika sploshnykh sred [Computational Continuum Mechanics]. 2008, vol. 1, no. 4, pp. 5—20. (In Russian)
  17. Trusov P.V. Nekotorye voprosy nelineynoy mekhaniki deformiruemogo tverdogo tela (v poryadke obsuzhdeniya) [Some Problems of Nonlinear Mechanics of Solids (In the Form of Discussion)]. Vestnik Permskogo natsional’nogo issledovatel’skogo politekhnicheskogo universiteta. Mekhanika [Perm National Research Polytechnic University Bulletin. Mechanics]. 2009, Vol. 17, pp. 85—95. (In Russian)
  18. Kabantsev O.V., Karpilovskiy V.S., Kriksunov E.Z., Perel’muter A.V. Tekhnologiya raschetnogo prognoza napryazhenno-deformirovannogo sostoyaniya konstruktsiy s uchetom istorii vozvedeniya, nagruzheniya i deformirovaniya [Technology of Computational Prediction of Stress-Strain State of Constructions Taking into Account the History of Erecting, Loading and Deformation]. International Journal for Computational Civil and Structural Engineering. 2011, no. 3, vol. 7, pp. 110—117. (In Russian)
  19. Kopanitsa D.G., Kabantsev O.V., Useinov E.S. Eksperimental’nye issledovaniya fragmentov kirpichnoy kladki na deystvie staticheskoy i dinamicheskoy nagruzki [Experimental Researches of Masonry Fragments on the Effect of Static and Dynamic Loads]. Vestnik Tomskogo gosudarstvennogo arkhitekturno-stroitel’nogo universiteta [Vestnik Tomsk State University of Architecture and Building]. 2012, no. 4, pp. 157—178. (In Russian)
  20. Il’yushin A.A. Mekhanika sploshnoy sredy [Continuum Mechanics]. Moscow, Izdatel’stvo Moskovskogo universiteta Publ., 1978, 287 p. (In Russian)
  21. Parton V.Z., Morozov E.M. Mekhanika uprugoplasticheskogo razrusheniya. Osnovy mekhaniki razrusheniya [Mechanics of Elastic-Plastic Destruction. Fundamentals of Destruction Mechanics]. 3rd edition, revised. Moscow, LKI Publ., 2008, 352 p. (In Russian)
  22. Sokolov B.S., Antakov A.B. Rezul’taty issledovaniy kamennykh i armokamennykh kladok [The Results of Masonry and Reinforced Masonry Research]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2014, no. 3, pp. 99—106. (In Russian)
  23. Tonkikh G.P., Kabantsev O.V., Simakov O.A., Simakov A.B., Baev S.M., Panfilov P.S. Eksperimental’nye issledovaniya seysmousileniya kamennoy kladki naruzhnymi betonnymi applikatsiyami [Experimental Researches of Seismic Reinforcement of Masonry by Exterior Concrete Applications]. Seysmostoykoe stroitel’stvo. Bezopasnost’ sooruzheniy [Earthquake Engineering. Constructions Safety]. 2011, no. 2, pp. 35—41. (In Russian)
  24. Pangaev V.V., Albaut G.I., Fedorov A.V., Tabanyukhova M.V. Model’nye issledovaniya napryazhenno-deformirovannogo sostoyaniya kamennoy kladki pri szhatii [Model Research of the Stress-Strain State of Masonry in Case of Compression]. Izvestiya vysshikh uchebnykh zavedeniy. Stroitel’stvo [News of Higher Educational Institutions. Construction]. 2003, no. 2, pp. 24—29. (In Russian)
  25. Kabantsev O.V. Deformatsionnye svoystva kamennoy kladki kak raznomodul’noy kusochno-odnorodnoy sredy [Deformation Properties of Masonry as the Multimodulus Piecewise Homogeneous Continua]. Seysmostoykoe stroitel’stvo. Bezopasnost’ sooruzheniy [Earthquake Engineering. Constructions Safety]. 2013, no. 4, pp. 36—40. (In Russian)
  26. Popov N.N., Rastorguev B.S. Dinamicheskiy raschet zhelezobetonnykh konstruktsiy [Dynamic Calculation of Reinforced Concrete Constructions]. Moscow, SI Publ., 1974, 207 p. (In Russian)
  27. Karpilovskiy V.S., Kriksunov E.Z., Malyarenko A.A., Mikitarenko M.A., Perel’muter A.V., Perel’muter M.A. SCAD Office. Versiya 21. Vychislitel’nyy kompleks SCAD++ [SCAD Office. Version 21. Computer Complex SCAD++]. Moscow, SKAD SOFT Publ., 2015, 808 p. (In Russian)

Download

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)

Download

INVESTIGATION OF RANDOM WIND LOAD IMPACTS ON THE FRAMEWORK OF A SINGLE STOREY INDUSTRIAL BUILDING

Vestnik MGSU 9/2016
  • Zolina Tat’yana Vladimirovna - State Autonomous Educational Institution of the Astrakhan area of higher education "Astrakhan State Architectural and Construction University" (JSC GAOU VPO "AGASU") Candidate of Technical Sciences, Professor, First Vice-rector, State Autonomous Educational Institution of the Astrakhan area of higher education "Astrakhan State Architectural and Construction University" (JSC GAOU VPO "AGASU"), 18 Tatishcheva str., Astrakhan, 414000, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Sadchikov Pavel Nikolaevich - State Autonomous Educational Institution of the Astrakhan area of higher education "Astrakhan State Architectural and Construction University" (JSC GAOU VPO "AGASU") Candidate of Technical Sciences, Associate Professor, Department of Automated Design and Modeling Systems, State Autonomous Educational Institution of the Astrakhan area of higher education "Astrakhan State Architectural and Construction University" (JSC GAOU VPO "AGASU"), 18 Tatishcheva str., Astrakhan, 414000, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 15-25

Geometrical characteristics of obstacles on the ground, which determine the roughness of the terrain, cause the air flow turbulence. The friction level of air flow on the surface depends on the height and density of the location of obstacles, which determines the magnitude and direction of the load on a corresponding specific object. Any obstacle located in the way of the turbulent flow experiences a corresponding wind load. In the given study we have considered a multi-span one-storey industrial building as an obstacle. In order to estimate the load on the object of study caused by the wind, we decomposed the corresponding load into two components: middle and fluctuating. The first one shows the static wind load characteristics estimated according to the territorial division into districts of the Russian Federation, where the areas of calculated values of wind pressure are exhibited. Their distribution is the result of the implementation of the probabilistic model presented in the form of non-stationary random field of wind flow speeds. In order to obtain calculated values and automated processing of the value of wind load on the surface of an industrial building under blow the profiles of wind flow velocities at different heights were approximated. The resulting functional dependency on the heights is of a distinct power character. In order to describe the dynamic parameters of the process, presented in the form of the fluctuating component of wind load and the resulting reactions of structural elements of the building, we considered the random functions according to the time parameter. They represent the energy spectrum of the proportion of the wind flow power, attributable to an infinitesimal frequency band. The set of reciprocal spectral densities when selecting the points in space, each of which determines the correlation degree between the states of a random process, has allowed establishing the magnitude of the correlation coefficient of wind pressure pulsations to the entire surface of the building. When studying wind load impact on the operation of an industrial building framework, the corresponding response elements of the system are defined separately from the effects of the average and the sum of pulsation components. The combined effect which corresponds to the most unfavorable load value is achieved in case of coincidence of their signs. The present approach to the assessment of the forces caused by wind and the response to them on the part of the object became the basis of the calculation methodology as one of the components of the generalized load on the object of study.

DOI: 10.22227/1997-0935.2016.9.15-25

Download

Research OF THE spatial structure node connector made of A MASSIVE COMPONENT

Vestnik MGSU 2/2017 Volume 12
  • Alpatov Vadim Yur’evich - Architecture and Civil Engineering Institute (ACEI), Samara State Technical University (SSTU) Candidate of Technical Sciences, Associate Professor, Department of Metal and Timber Structures, Architecture and Civil Engineering Institute (ACEI), Samara State Technical University (SSTU), 194 Molodogvardeyskaya str., Samara, 443001, Russian Federation.
  • Zhuchenko Dmitriy Igorevich - Architecture and Civil Engineering Institute (ACEI), Samara State Technical University (SSTU) postgraduate student, Department of Building Structures, Architecture and Civil Engineering Institute (ACEI), Samara State Technical University (SSTU), 194 Molodogvardeyskaya str., Samara, 443001, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Lukin Aleksey Olegovich - Architecture and Civil Engineering Institute (ACEI), Samara State Technical University (SSTU) Assistant Lecturer, Department of Mechanics of Materials and Structural Engineering Mechanics, Architecture and Civil Engineering Institute (ACEI), Samara State Technical University (SSTU), 194 Molodogvardeyskaya str., Samara, 443001, Russian Federation.

Pages 142-149

Many elements meet in nodes of spatial lattice structures. The node of such structure works in a complicated stressed state. Experimental methods traditionally used for assessment of the stress-strain state of nodals connections, give only approximate results, and for structures with complex geometry are generally useless. It is possible to study a distribution of stresses inside the nodal connector, which is a massive body, using calculation software packages. As a result of calculation of a model of nodal connection in the CosmosWorks environment, stresses both on the connector’s surface and inside of it were obtained. The authors carried out the research of a stress-strain state of the MArchI (Moscow Institute of Architecture) system node and performed the analysis of the level of surface stresses and stresses inside the nodal connector. On the basis of the fulfilled research, conclusions on the work of the nodal connector were drawn: stresses on the connector’s surface do not generally exceed the conventional yield strength of steel; maximum values thereof are observed on the reference plane and at points of contact of a nut and the connector; distribution of material for the given geometry of connector turned out to be rational; it is possible to reduce the volume of steel for the nodal connector by way of changing its conceptual design, for example, having considered the issue of formation of the node out of a hollow shell.

DOI: 10.22227/1997-0935.2017.2.142-149

Download

Monolithic construction in the Republic of Bashkortostan: from theory to practice

Vestnik MGSU 10/2013
  • Bedov Anatoliy Ivanovich - Moscow State University of Civil Engineering (National Research University) (MGSU) Candidate of Technical Sciences, Professor, Department of Reinforced Concrete and Masonry Structures, Moscow State University of Civil Engineering (National Research University) (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Babkov Vadim Vasil’evich - Ufa State Petroleum Technological University (UGNTU) Doctor of Technical Sciences, Professor, Department of Building Structures, Ufa State Petroleum Technological University (UGNTU), Office 225, 195 Mendeleeva St., Ufa, 450062, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Gabitov Azat Ismagilovich - Ufa State Petroleum Technological University (USPTU) Doctor of Technical Sciences, Professor, Department of Building Structures, Ufa State Petroleum Technological University (USPTU), 195 Mendeleeva str., Ufa, 450062, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Sakhibgareev Rinat Rashidovich - Ufa State Petroleum Technological University (UGNTU) Doctor of Technical Sciences, Associate Professor, Department of Building Structures, Ufa State Petroleum Technological University (UGNTU), Office 225, 195 Mendeleeva St., Ufa, 450062, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Salov Aleksandr Sergeevich - Ufa State Petroleum Technological University (USPTU) Candidate of Technical Sciences, Associate Professor, Department of Highways and Technology of Construction Production, Ufa State Petroleum Technological University (USPTU), 195 Mendeleeva str., Ufa, 450062, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 110-121

In the article the dependences of concrete compression strength from fluidity of concrete and water cementitious ratio for non-modified and modified concrete with superplasticizing and organo-mineral admixtures are cited and analyzed. The problems of application efficiency assessment of concrete and reinforcing steel of high classes of strength in reinforced concrete elements are examined. Calculating algorithms are presented with the use of an economic-mathematical method, which allow to improve calculation and designing of a monolithic reinforced concrete framework. Results of the researches are applied in the process of designing some objects in Ufa. The article presents design solutions using concrete and reinforcing steel of higher strength classes.The co-authors present the generalizing approach to the solution of the problems of optimized application of high-strength concrete and efficient armature classes in bendable ferroconcrete elements. The decision is made by the criteria of reducing reinforced concrete and concrete consumption.The methods of analysis offered and developed by the authors are widely used in the Republic of Bashkortostan and allow to reveal effective fields of application of the effective classes of concrete and reinforcement steel in reinforced concrete elements with evaluating expediency at the design stage and in order to estimate their efficiency. That is especially important in the process of choosing modified concrete and modern steel for building frame and monolithic structures.

DOI: 10.22227/1997-0935.2013.10.110-121

References
  1. Braun V. Raskhod armatury v zhelezobetonnykh elementakh [Consumption Rate of Reinforcing Steel in Reinforced Concrete Elements]. Moscow, Stroyizdat Publ., 1993, 144 p.
  2. Shah S.P., Ahmad S.H. High Performance Concrete: Properties and Applications. McGraw-Hill, Inc., 1994, 403 p.
  3. Balageas D., Fritzen C.P., Guemes A. Structural Health Monitoring. ISTE Ltd, London, 2006, 496 p.
  4. Posobie po proektirovaniyu betonnykh i zhelezobetonnykh konstruktsiy iz tyazhelogo betona bez predvaritel’nogo napryazheniya armatury (k SP 52-101—2003) [Handbook of Design of Concrete and Reinforced Concrete Structures Made of Heavy Concrete without Prestressing of the Reinforcement (based on Construction Rules 52-101—2003)]. TsNIIPromzdaniy [Central Scientific and Research Institute of Industrial Buildings]. Moscow, 2005, 214 p.
  5. Kaprielov S.S., Travush V.I., Karpenko N.I., Sheynfel'd A.V. and others. Modifitsirovannye betony novogo pokoleniya v sooruzheniyakh MMDTs «Moskva-Siti». Chast' I [New Generation of Modified Concrete in the Buildings of "Moscow-City". Part 1]. Stroitel'nye materialy [Building materials]. 2006, no. 10, pp. 13—17.
  6. Beddar M. Fiber Reinforced Concrete: Past, Present and Future. Scientific works of the 2nd International Conference on Concrete and Reinforced Concrete. 2005, vol. 3. pp. 228—234.
  7. Salov A.S., Babkov V.V., Sakhibgareev R.R. Raschet effektivnogo raskhoda armaturnoy stali dlya variantnogo secheniya izgibaemogo zhelezobetonnogo elementa: Svidetel’stvo o gosudarstvennoy registratsii programmy dlya EVM ¹ 2010610325 [Calculation of Efficient Consumption of Reinforcing Steel for Varying Sections of a Bendable Reinforced Concrete Element: Certificate of State Registration of Software Program no. 2010610325]. Right holder: Ufa State Petroleum Technological University. Patent application filed: 17.11.2009; Patent registered: 11.01.2010.
  8. Bedov A.I., Babkov V.V., Gabitov A.I., Salov A.S. Ispol'zovanie betonov i armatury povyshennoy prochnosti v proektirovanii sbornykh i monolitnykh zhelezobetonnykh konstruktsiy [Use of Heavy Duty Concretes and Reinforcement in Design of Prefabricated and Monolithic Reinforced Concrete Structures]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2012, no. 8, pp. 76—84.
  9. Ovchinnikov I.I., Migunov V.N. Dolgovechnost' zhelezobetonnoy balki v usloviyakh khloridnoy agressii [Durability of a Reinforced Concrete Beam under Conditions of Chloride Aggression]. Stroitel'nye materialy [Building materials]. 2012, no. 9, pp. 61—67.
  10. Eksperimental'nye issledovaniya prostranstvennoy raboty stalezhelezobetonnykh konstruktsiy [Experimental Research of Three-dimensional Performance of Composite Steel and Concrete Structures]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2012, no. 12, pp. 53—60.
  11. Ses'kin I.E., Baranov A.S. Vliyanie superplastifikatora S-3 na formirovanie prochnosti pressovannogo betona [Influence of Superplasticizer C-3 on the Formation of the Pressed Concrete Strength]. Stroitel'nye materialy [Building materials]. 2013, no. 1, pp. 32—33.
  12. Bazhenov Yu.M., Lukuttsova N.P., Karpikov E.G. Melkozernistyy beton, modifitsirovannyy kompleksnoy mikrodispersnoy dobavkoy [Fine-grained Concrete Modified by Integrated Mikro-dispersive Additive]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2013, no. 2, pp. 94—100.
  13. Andreev V.I., Barmenkova E.V. Raschet dvukhsloynoy plity na uprugom osnovanii s uchetom sobstvennogo vesa [Calculation of a Two-layer Slab Bending on an Elastic Basis with Consideration of Dead Weight]. Computational Civil and Structural Engineering. 2010, vol. 6, no. 1—2, pp. 33—38.
  14. Panibratov Yu.P., Seko E.V., Balberov A.A. Ekonomicheskaya otsenka rezul'tatov energosberegayushchikh meropriyatiy v stroitel'stve [Economic Evaluation of Energy Saving Measures in Construction]. Academia. Arkhitektura i stroitel'stvo [Architecture and Construction]. 2012, no. 2, pp. 123—127.

Download

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

Download

Prediction of stress-strain state of municipal solid waste with application of soft soil creep model

Vestnik MGSU 9/2014
  • Ofrikhter Vadim Grigor'evich - Perm National Research Polytechnical University (PNRPU) Candidate of Technical Sciences, Associate Professor, Department of Construction Operations and Geotechnics, Perm National Research Polytechnical University (PNRPU), 29 Komsomol'skiy prospekt, Perm, 614990, Russian Federation; +7 (342) 219-83-74; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Ofrikhter Yan Vadimovich - Perm National Research Polytechnical University (PNRPU) student, Construction Department, Perm National Research Polytechnical University (PNRPU), 29 Komsomol'skiy prospekt, Perm, 614990, Russian Federation; +7 (342) 219-83-74; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 82-92

The deformation of municipal solid waste is a complex process caused by the nature of MSW, the properties of which differ from the properties of common soils. The mass of municipal solid waste shows the mixed behaviour partially similar to granular soils, and partially - to cohesive. So, one of mechanical characteristics of MSW is the cohesion typical to cohesive soils, but at the same time the filtration coefficient of MSW has an order of 1 m/day that is characteristic for granular soils. It has been established that MSW massif can be simulated like the soil reinforced by randomly oriented fibers. Today a significant amount of the verified and well proved software products are available for numerical modelling of soils. The majority of them use finite element method (FEM). The soft soil creep model (SSC-model) seems to be the most suitable for modelling of municipal solid waste, as it allows estimating the development of settlements in time with separation of primary and secondary consolidation. Unlike the soft soil, one of the factors of secondary consolidation of MSW is biological degradation, the influence of which is possible to consider at the definition of the modified parameters essential for soft soil model. Application of soft soil creep model allows carrying out the calculation of stress-strain state of waste from the beginning of landfill filling up to any moment of time both during the period of operation and in postclosure period. The comparative calculation presented in the paper is executed in Plaxis software using the soft-soil creep model in contrast to the calculation using the composite model of MSW. All the characteristics for SSC-model were derived from the composite model. The comparative results demonstrate the advantage of SSC-model for prediction of the development of MSW stress-strain state. As far as after the completion of the biodegradation processes MSW behaviour is similar to cohesion-like soils, the demonstrated approach seems to be useful for the design of waste piles as the basement for different constructions considering it as one of remediation techniques for the territories occupied by the old waste.

DOI: 10.22227/1997-0935.2014.9.82-92

References
  1. Kockel R., Jessberger H.L. Stability Evaluation of Municipal Solid Waste Slopes. Proceedings of 11th European Conference for Soil Mechanics and Foundation Engineering. Copenhagen, Denmark, Danish Geotechnical Society, 1995, vol. 2, pp. 73—78.
  2. Manassero M., Van Impe W.F, Bouazza A. Waste Disposal and Containment. Proceedings of 2nd International Congress on Environmental Geotechnics. Rotterdam, A.A. Balkema, 1996, vol. 3, pp. 1425—1474.
  3. Sivakumar Babu G.L., Reddy K.R., Chouskey S.K., Kulkarni H.S. Prediction of Longterm Municipal Solid Waste Landfill Settlement Using Constitutive Model. Practice Periodical of Hazardous, Toxic and Radioactive Waste Management. New York, ASCE, 2010, vol. 14, no. 2, pp. 139—150. DOI: http://dx.doi.org/10.1061/(ASCE)HZ.1944-8376.0000024.
  4. Sivakumar Babu G.L., Reddy K.R., Chouskey S.K. Constitutive Model for Municipal Solid Waste Incorporating Mechanical Creep and Biodegradation-induced Compression. Waste Management. Amsterdam, Elsevier, 2010, vol. 30, no. 1, pp. 11—22. DOI: http://dx.doi.org/10.1016/j.wasman.2009.09.005.
  5. Sivakumar Babu G.L., Reddy K.R., Chouskey S.K. Parametric Study of MSW Landfill Settlement Model. Waste Management. Amsterdam, Elsevier, 2011, vol. 31, no. 6, pp. 1222—1231. DOI: http://dx.doi.org/10.1016/j.wasman.2011.01.007.
  6. Sivakumar Babu G.L. Evaluation of Municipal Solid Waste Characteristics of a Typical Landfill in Bangalore. Bangalore, India, India Institute of Science, 2012. Available at: http://cistup.iisc.ernet.in/presentations/Research%20project/CIST038.pdf/. Date of access: 02.04.2014.
  7. Brinkgreve R.B.J., Vermeer P. On the Use of Cam-Clay Models. Proceedings of the IV International Symposium on Numerical Models in Geomechanics. Rotterdam, Balkema, 1992, vol. 2, pp. 557—565.
  8. Burland J.B. The Yielding and Dilation of Clay. Geotechnique, London, Thomas Telford Limited, 1965, vol. 15, no. 3, pp. 211—214.
  9. Burland J.B. Deformation of Soft Clay. PhD thes. Cambridge, UK, Cambridge University, 1967, 500 p.
  10. Brinkgreve R.B.J. Material Models. Plaxis 2D — Version 8. Rotterdam, A.A. Balkema, 2002, pp. 6-1—6-20.
  11. Brinkgreve R.B.J. Geomaterial Models and Numerical Analysis of Softening, Dissertation. Delft, Delft University of Technology, 1994. Available at: http://adsabs.harvard.edu/abs/1994PhDT........15B/. Date of access: 02.04.2014.
  12. Stolle D.F.E., Bonnier P.G., Vermeer P.A. A Soft Soil Model and Experiences with Two Integration Schemes. Numerical Models in Geomechanics. Leiden, Netherlands, CRC Press, 1997, pp. 123—128.
  13. Gibson R.E., Lo K.Y. A Theory of Soils Exhibiting Secondary Compression. Acta Polytechnica Scandinavica, Civil Engineering and Building Construction Series. Stockholm, Scandinavian Council for Applied Research, 1961, C 10, 196, pp. 225—239.
  14. Park H.I., Lee S.R. Long-term Settlement Behavior of Landfills with Refuse Decomposition. Journal of Solid Waste Technology and Management. Chester, USA, Widener University, 1997, vol. 24, no. 4, pp. 159—165.
  15. Murthy V.N.S. Geotechnical Engineering: Principles and Practices of Soil Mechanics and Foundation Engineering. New York, Marcel Dekker, Inc., 2003, 1056 p.

Download

Safety assessment of a bored pile diaphragm in a medium-height dam

Vestnik MGSU 1/2014
  • 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 .
  • Kotov Filipp Viktorovich - Moscow State University of Civil Engineering (MGSU) assistant, 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 .

Pages 153-163

The article deals with the analysis of embankment dams of a new type: a rockfill dam with a clay-cement concrete diaphragm built by bored-pile method. The authors give the results of numerical modeling of a stress-strain state of 69 m high dam, where a diaphragm in the form of a slurry trench cutoff wall cuts the whole dam body and a23 m deep gravel-pebble foundation. The co-authors describe a dam design where the diaphragm is constructed in three lifts. The diaphragm lifts are connected by slabs made of clay-cement concrete or clay. Numerical modeling was carried out with the use of the author’s computer program with consideration of non-linearity of soils deformation. Analyses showed that clay-cement concrete of a slurry trench cutoff wall is in a favorable stress state, as clay-cement concrete by its deformation characteristics (E = 100 МPа) is close to gravel-pebble soil. The diaphragm deflections turned to be small; therefore, tensile stresses will not occur in it. In the diaphragm the clay-cement concrete is in a state of triaxial compression, therefore, its strength will be higher than unconfined compression strength (1-2 МPа). It may be expected that its strength will be provided. The nodes of connection of the slurry trench cutoff wall lifts also demonstrate safe operation.

DOI: 10.22227/1997-0935.2014.1.153-163

References
  1. Radchenko V.G., Lopatina M.G., Nikolaychuk E.V., Radchenko S.V. Opyt vozvedeniya protivofil'tratsionnykh ustroystv iz gruntotsementnykh smesey [Experience of Building Geomembrane Liners of Soil-cement Mixtures]. Gidrotekhnicheskoe stroitel'stvo [Hydraulic Engineering]. 2012, no. 12, pp. 46—54.
  2. Ganichev I.A., Meshcheryakov A.N., Kheyfets V.B. Novye sposoby ustroystva protivofil'tratsionnykh zaves [New Ways of Producing Ground Water Cutoffs]. Gidrotekhnicheskoe stroitel'stvo [Hydraulic Engineering]. 1961, no. 2, pp. 14—18.
  3. Tsoy M.S.-D., Aldanov A.G., Radchenko V.G., Semenov Yu.D., Danilov A.S., Smolenkov V.Yu. Vozvedenie protivofil'tratsionnoy zavesy metodom struynoy tsementatsii v osnovanii plotiny Sangtudinskoy GES-1 [Building Ground Water Cutoff by Jet Grouting in the Dam Foundation of Sangtudinskaya Water Power Plant]. Gidrotekhnicheskoe stroitel'stvo [Hydraulic Engineering]. 2008, no. 5, pp. 32—37.
  4. Baranov A.E. Iz opyta proektirovaniya i stroitel'stva Yumaguzinskogo gidrouzla na reke Beloy [The Experience of Designing and Building Yumaguzinskiy Hydroelectric Complex on the River Belaya]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2006, no. 2, pp. 112—122.
  5. Vaughan P.R., Kluth D.J., Leonard M.W., Pradoura H.H.M. Cracking and Erosion of the Rolled Clay Core of Balderhead Dam and the Remedial Works Adopted for its Repair. Transactions of 10th International Congress on Large Dams. Montreal, 1970, vol. 1, pp. 73—93.
  6. Bellport B.P. Bureau of Reclamation Experience in Stabilizing Embankment of Fontenelle Earth Dam. Transactions of 9th International Congress on Large Dams. Istanbul, 1967, pp. 67—79.
  7. Malyshev L.I., Rasskazov L.N. Sostoyanie plotiny Kureyskoy GES i tekhnicheskie resheniya po ee remontu [Dam State of Kureyskaya Water Power Plant and Technical Solutions for its Repair]. Gidrotekhnicheskoe stroitel'stvo [Hydraulic Engineering]. 1999, no. 1, pp. 31—36.
  8. Malyshev L.I., Shishov I.N., Kudrin K.P., Bardyugov V.G. Tekhnicheskie resheniya i rezul'taty rabot po sooruzheniyu protivofil'tratsionnoy steny v grunte v yadre i osnovanii Kureyskoy GES [Technical Solutions and Working Results in the Process of Building Filtration-proof Wall in the Soil of the Core and Foundation of Kureyskaya Water Power Plant]. Gidrotekhnicheskoe stroitel'stvo [Hydraulic Engineering]. 2001, no. 3, pp. 31—36.
  9. Lorenz W., List F. Application of the Trench Diaphragm Method in Constructing the Impervious Core of Dams Consisting in Part of the Low-grade Fill Material. Transactions of 12th International Congress on Large Dams. 1976, Mexico, pp. 93—104.
  10. Strobl T., Shmid R. Wadi Hawashinah Dam. Oman. Ground Water Recharge Dam to Stop Salt Water Instrusion. Strabag. Dam Engineering in Kenya, Nigeria, Oman and Turkey. Cologne, April 1997, no. 52, pp. 67—68.
  11. Korolev V.M., Smirnov O.E., Argal E.S., Radzinskiy A.V. Novoe v sozdanii protivofil'tratsionnogo elementa v tele gruntovoy plotiny [New in Creating Filtration-proof Element in the Body of Ground Water Dam]. Gidrotekhnicheskoe stroitel'stvo [Hydraulic Engineering]. 2013, no. 8, pp. 2—9.
  12. Rasskazov L.N., Bestuzheva A.S., Sainov M.P. Betonnaya diafragma kak element rekonstruktsii gruntovoy plotiny [Concrete Membrane as an Element of Ground Water Dam Reconstruction]. Gidrotekhnicheskoe stroitel'stvo [Hydraulic Engineering]. 1999, no. 4, pp. 10—16.
  13. Sainov M.P. Napryazhenno-deformirovannoe sostoyanie protivofil'tratsionnykh «sten v grunte» gruntovykh plotin. Avtoreferat. dissertatsii kandidata tekhnicheskikh nauk [Stress-Strain State of “Slurry Trench Cutoff Walls” of Ground Water Dams. Thesis Abstract of a Candidate of Technical Sciences]. Moscow, 2001.
  14. Rasskazov L.N., Dzhkha Dzh. Deformiruemost' i prochnost' grunta pri raschete vysokikh gruntovykh plotin [Soil Deformability and Strength in the Process of Calculating High Ground Water Dams]. Gidrotekhnicheskoe stroitel'stvo [Hydraulic Engineering]. 1987, no. 7, pp. 31—36.
  15. Sainov M.P. Osobennosti chislennogo modelirovaniya napryazhenno-deformirovannogo sostoyaniya gruntovykh plotin s tonkimi protivofil'tratsionnymi elementami [Features of Stress-strain State Numerical Modeling of Ground Water Dams with Thin Filtration-proof Elements]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2012, no. 10, pp. 102—108.
  16. Marsal Marsal R.J. Large Scale Testing of Rockfill Materials. Journal of the Soil Mechanics and Foundations Division. 1967, vol. 93, no. 2, pp. 27—43.

Download

Clay-cement concrete diaphragm of the type "slurry wall" in the 100 meter high dam

Vestnik MGSU 9/2014
  • Radzinskiy Aleksandr Vladimirovich - LLC "Gidrospetsproekt" engineer, LLC "Gidrospetsproekt", 11/10-3 Letnikovskaya str., 115114, Moscow, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Rasskazov Leonid Nikolaevich - Moscow State University of Civil Engineering (MGSU) Doctor of Technical Sciences, Professor, Department of Hydraulic Engineering, Honored Scientist of the Russian Federation, 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 .
  • 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 .

Pages 106-115

In the article the authors estimate the possibility of building a high (100 m high) stone dam with clay-cement concrete diaphragm. This diaphragm is used as an antifiltering element and it is made of secant piles method of clay-cement concrete (method of "slurry wall"). This diaphragm should be constructed in several phases, in our example example in three stages. Numerical studies of the stress-strain state of such a dam show that considerable compressive stresses can appear in the diaphragm. These stresses can be significantly (3...4 times) greater than the strength of clay-cement concrete in compression. However it should be taken into consideration that the diaphragm of such a high dam will be crimped by horizontal stresses, i.e. clay-cement concrete will operate in the triaxial compression. Under these conditions the strength of clay-cement concrete will be significantly higher, therefore, the diaphragm reliability might be provided with a margin. For this reason, the most important issue in the engineering of a high dam with such type of diaphragm is to select the required composition of clay-cement concrete. Increasing its strength by extension of the cement fraction could increase modulus of deformation. Therefore it could lead to compressive stress increase and the strength state degradation. Hydrostatic pressure generates the areas of tensile stresses in the clay-cement concrete diaphragm due to the arising bending deformation. It threatens the formation of cracks in the clay-cement concrete, especially in the nodes interface diaphragm queues. It is recommended to match the diaphragm queues using ferroconcrete galleries. This should ensure flexibility of deformation between the gallery and the diaphragm.

DOI: 10.22227/1997-0935.2014.9.106-115

References
  1. Korolev V.M., Smirnov O.E., Argal E.S., Radzinskiy A.V. Novoe v sozdanii protivofil'tratsionnogo elementa v tele gruntovoy plotiny [New Things in the Creation of Antifiltering Element in the Body of a Subsurface Dam]. Gidrotekhnicheskoe stroitel'stvo [Hydraulic Engineering]. 2013, no. 8, pp. 2—9.
  2. Kudrin K.P., Korolev V.M., Argal E.S., Solov'eva E.V., Smirnov O.E., Radzinskiy A.V. Ispol'zovanie innovatsionnykh resheniy pri sozdanii protivofil'tratsionnoy diafragmy v peremychke Nizhne-Bureyskoy GES [Using Innovative Solutions to Create Impervious Diaphragm in the Jumper of Lower Bureyskaya HPP]. Gidrotekhnicheskoe stroitel'stvo [Hydraulic Engineering]. 2014, no. 7, pp. 22—28.
  3. Radchenko V.G., Lopatina M.G., Nikolaychuk E.V., Radchenko S.V. Opyt vozvedeniya protivofil'tratsionnykh ustroystv i gruntotsementnykh smesey [Experience in the Construction of Antifiltering Devices and Soil-cement Compositions]. Gidrotekhnicheskoe stroitel'stvo [Hydraulic Engineering]. 2012, no. 6, pp. 46—54.
  4. Gol'din A.L., Rasskazov L.N. Proektirovanie gruntovykh plotin [Engineering of Soil Dams]. 2nd edition. Moscow, ASV Publ., 2001, 375 p.
  5. Rasskazov L.N., Radzinskiy A.V., Sainov M.P. Vybor sostava glinotsementobetona pri sozdanii «steny v grunte» [Choice of Clay Cement Concrete to Create "Slurry Trench" Cutoff Wall]. Gidrotekhnicheskoe stroitel'stvo [Hydraulic Engineering]. 2014, no. 3, pp. 16—23.
  6. Rasskazov L.N., Radzinskiy A.V., Sainov M.P. K prochnosti glinotsementobetona [To the Problem of Clay-cement Concrete Strength]. Gidrotekhnicheskoe stroitel'stvo [Hydraulic Engineering]. 2014, no. 8, pp. 26—28.
  7. Rasskazov L.N., Radzinskiy A.V., Sainov M.P. Prochnost' i deformativnost' glinotsementobetona v slozhnonapryazhennom sostoyanii [Strength and Deformability of Clay-cement Concrete in Complex Stress State]. Gidrotekhnicheskoe stroitel'stvo [Hydraulic Engineering]. 2014, no. 8, pp. 29—33.
  8. Rasskazov L.N., Radzinskiy A.V., Sainov M.P. Plotiny s glinotsementobetonnoy diafragmoy. Napryazhenno-deformirovannoe sostoyanie i prochnost' [Dams with Clay-cement Concrete Diaphragm. Stress-strain State and Strength]. Gidrotekhnicheskoe stroitel'stvo [Hydraulic Engineering]. 2014, no. 9, pp. 37—44.
  9. Malyshev L.I., Rasskazov L.N., Soldatov P.V. Sostoyanie plotiny Kureyskoy GES i tekhnicheskie resheniya po ee remontu [The Condition of Kureyskaya Hydraulic Power Station Dam and Technical Solutions for its Repair]. Gidrotekhnicheskoe stroitel'stvo [Hydraulic Engineering]. 1999, no. 1, pp. 31—36.
  10. O`Brien S., Dann C., Hunter G., Schwermer M. Construction of the Plastic Concrete Cut-off Wall at Hinze Dam. ANCOLD Proceedings of Technical Groups. Available at: http://www.bauerdamcontractors.com/export/sites/www.bauerdamcontractors.com/en/pdf/publications/Cutoff-Wall-Paper-09-ANCOLD-Conference---Final.pdf/. Date of access: 25.05.2014.
  11. Fedoseev V.I., Shishov I.N., Pekhtin V.A., Krivonogova N.F., Kagan A.A. Protivofil'tratsionnye zavesy gidrotekhnicheskikh sooruzheniy na mnogoletney. Opyt proektirovaniya i proizvodstva rabot merzlote [Antifiltering Curtain of Hydraulic Structures on Permafrost. Design Experience and Production]. Vol. 2, Saint Petersburg, VNIIG im. B.E. Vedeneeva Publ., 2009, pp. 303—316.
  12. Powell R.D., Morgenstern N.R. Use and Performance of Seepage Reduction Measures. Proc. Symp. Seepage and Leakage from Dams and Impoundments. American Society of Civil Engineers. Denver, CO, USA, 1985, pp. 158—182.
  13. Baltruschat M., Banzhaf P., Beutler S., Hechendorfer S. Cut-off Wall for the Strengthening of the Sylvenstein Reservoir (70 km south of Munich, Germany) : Cut-off Wall executed with BAUER cutter and grab and Plastic Concrete. BAUER Spezialtiefbau GmbH. Available at: http://www.bauerdamcontractors.com/export/sites/www.bauerdamcontractors.com/en/pdf/publications/paper_HYDRO-2013_bmi_2013_08_24_spa-bz_B_short.pdf. Date of access: 25.05.2014.
  14. Sainov M.P. Vychislitel'naya programma po raschetu napryazhenno-deformirovannogo sostoyaniya gruntovykh plotin: opyt sozdaniya, metodiki i algoritmy [Computer Program for the Calculation of 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.
  15. Rasskazov L.N. Dzhkha Dzh. Deformiruemost' i prochnost' grunta pri raschete vysokikh gruntovykh plotin [Deformability and Strength of the Soil in the Calculation of High Soil Dams]. Gidrotekhnicheskoe stroitel'stvo [Hydraulic Engineering]. 1987, no. 7, pp. 31—36.
  16. Sainov M.P. Parametry deformiruemosti krupnooblomochnykh gruntov v tele gruntovykh plotin [Deformability Parameters of Coarse Soils in the Body of 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. Date of access: 25.05.2014.
  17. Sainov M.P. Osobennosti chislennogo modelirovaniya napryazhenno-deformirovannogo sostoyaniya gruntovykh plotin s tonkimi protivofil'tratsionnymi elementami [Numerical Modeling of the Stress-Strain State of Earth Dams That Have Thin Rigid Seepage Control Elements]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2012, no. 10, pp. 102—108.

Download

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.

Download

Impact of rockfill deformation on stress-strain state on dam reinforced concrete face

Vestnik MGSU 3/2015
  • 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 .

Pages 69-78

The author considered the results of the numerical studies of stress-strain state of a 100 m high rockfill dam with a reinforced concrete face. In the analysis, the dam construction sequence and loads applied to it were considered; it was assumed that the reinforced concrete face was constructed after filling the dam. The calculations were carried out in the elastic formulation at various moduli of deformation and Poisson’s ratio. It was revealed that at rockfill settlement under the action of hydrostatic pressure the reinforced concrete face not only bends but also is subject to longitudinal force. The development of these forces is connected not only with rockfill shear deformation in horizontal direction. Depending on the value of rockfill Poisson’s ratio these longitudinal forces may be both compressive and tensile. At the Poisson’s ratio exceeding 0.25 the longitudinal forces are tensile, and when it is equal to 0.2 - they are compressive. Evidently these particular longitudinal forces are the course of crack formation in reinforced concrete faces of a number of constructed dams. The indirect confirmation of the development of tensile forces on the face is the fact that actually in all the dams with reinforced concrete face opening of perimeter joint was observed. Thus, in order to provide the strength of reinforced concrete it is important to increase rockfill shear modulus. Only the decrease of stone compressibility (i.e. increase of linear deformation modulus E) will slightly improve the stress state of the face, as the value of E has less effect on settlements and shear of the dam than Poisson’s ratio. High rockfill dams with reinforced concrete face may have a favorable stress state only at narrow site when the face horizontal displacements are inconsiderable and due to the settlements of rockfill in the face the forces are compressive but not tensile longitudinal forces.

DOI: 10.22227/1997-0935.2015.3.69-78

References
  1. Concrete Face Rockfill Dam: Concepts for Design and Construction. International Commision on Large Dams (ICOLD). 2010, Bulletin 141, 400 p.
  2. Rockfill Dams with Concrete Facing-State of the Art. International Commision on Large Dams (ICOLD). 1989, Bulletin 70, 117 p.
  3. Cooke J.B., Sherard J.L. Concrete Face Rockfill Dams — Design, Construction, and Performance: Proceedings of the 2nd Symposium. Detroit, Mich., October 1985. American Society of Civil Engineers (ASCE), New York. 658 p.
  4. Nichiporovich A.A., Borovoy A.A., editors. Proektirovanie i stroitel’stvo plotin iz mestnykh materialov : po materialam VII i VIII Mezhdunarodnykh kongressov po bol’shim plotinam [Design and Construction of Dams Made of Local Materials (based on the works of the 7th nd 8th International Congresses on Large Dams)]. Moscow, Energiya Publ., 1967, pp. 90—99. (Proektirovanie i stroitel’stvo bol’shikh plotin. Vyp. 3 [Design and Construction of Large Dams. No. 3]). (In Russian)
  5. Duncan J.M., Chang C.Y. Non-linear Analysis of Stress and Strain in Soils. ASCE Journal of the Soil Mechanics and Foundations Division. 1970, vol. 96, no. 5, pp. 1629—1653.
  6. Kondner R.L. Hyperbolic Stress-Strain Response. Cohesive Soils. ASCE Journal of Soil Mechanics and Foundation Division. 1963, vol. 89, no. 1, pp. 115—144.
  7. Radchenko V.G., Glagovskiy V.B., Kassirova N.A., Kurneva E.V., Druzhinin M.A. Sovremennoe nauchnoe obosnovanie stroitel’stva kamennonabrosnykh plotin s zhelezobetonnymi ekranami [Modern Academic Substantiation of Construction of Rockfill Dams Having Reinforced Concrete Faces]. Gidrotekhnicheskoe stroitel’stvo [Hydraulic Engineering]. 2004, no. 3, pp. 2—8. (In Russian)
  8. He Yu, Shouju Li, Yingxi Liu, Jun Zhang. Non-Linear Analysis of Stress and Strain of Concrete Faced Rockfill Dam for Sequential Impoundment Process. Mathematical and Computational Applications. 2010, vol. 15, no. 5, pp. 796—801.
  9. Szostak-Chrzanowski A., Massiéra M., Deng N. Concrete Face Rockfill Dams — New Challenges for Monitoring and Analysis. Reports on Geodesy. 2009, no. 2/87, pp. 381—390.
  10. Mohd Hilton Ahmad. Principal Stresses in Non-Linear Analysis of Bakun Concrete Faced Rockfill Dam. AJSTD. 2008, vol. 25, no. 2, pp. 469—479.
  11. Özkuzukiran R.S. Settlement Behavior of Concrete Face Rockfill Dams: A Case Study. A thesis Submitted for the degree of Master of Science in Civil Engineering. Middle East Technical University, 2005, 150 p.
  12. Park Han-Gyu, Seo Min-Woo, Kim Yong-Seong, Lim Heui-Dae. 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.
  13. Xu L., Shen Z., Yang F., Gu X. Stress and Deformation Analysis for the Concrete Face Rockfill Dam of Wuyue Pumped Storage Power Station. Earth and Space Conference. 2012, pp. 986—995. DOI: http://dx.doi.org/10.1061/9780784412190.106.
  14. Qinxi Wu, Huai Yang, Xianjun Han, Xiaozheng Yu. Research on the Method of Relability Analysis of Concrete-Faced Rockfill dam. ICOLD, 2006, vol. 3, pp. 877—890.
  15. Halil Firat Özel. Compasion of the 2D and 3D Analyses Methods for CFRDS. A thesis submitted for the degree of Master of Science in Civil Engineering. Middle East Technical University, 2012, 93 p.
  16. Sainov M.P. Osobennosti chislennogo modelirovaniya napryazhenno-deformirovannogo sostoyaniya gruntovykh plotin s tonkimi zhestkimi protivofil’tratsionnymi elementami [Numerical Modeling of the Stress-Strain State of Earth Dams That Have Thin Rigid Seepage Control Elements]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2012, no. 10, pp. 102—108. (In Russian)
  17. Sainov M.P. Osobennosti raschetov napryazhenno-deformirovannogo sostoyaniya kamennykh plotin s zhelezobetonnymi ekranami [Features of Analyses of the Stress-Strain State of Rockfill Dams Having Reinforced Concrete Faces]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2006, no. 2, pp. 78—86. (In Russian)
  18. Sainov M.P. Vychislitel’naya programma po raschetu napryazhenno-deformirovannogo sostoyaniya gruntovykh plotin: opyt sozdaniya, metodiki i algoritmy [Computer Program for the Calculation of 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)
  19. 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.
  20. Sainov M.P. Poluempiricheskaya formula dlya otsenki osadok odnorodnykh gruntovykh plotin [Semiempirical Formula for Assessment of Homogeneous Earthfill Dams Set]. Privolzhskiy nauchnyy zhurnal [Volga Region Scientific Journal]. 2014, no. 4 (32), pp. 108—115. (In Russian)

Download

Development and substantiation of the structure of a masonry dam havinga soil cement membrane and designated for the climate of the far North of Russia

Vestnik MGSU 3/2013
  • 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 .
  • Kotov Filipp Viktorovich - Moscow State University of Civil Engineering (MGSU) assistant, 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 .

Pages 187-195

The Far North of Russia has a strong power generation potential. Future hydraulic power engineering projects may include construction of major power generating plants in south Yakutia. The core elements of the proposed projects will comprise dams about200 meters high.The authors substantiate construction of a masonry dam in severe climatic conditions of the Far Northern region of Russia. The structural solution represents a masonry dam having an impervious element, or a wide internal membrane, made of soil and cement concrete. This element is to protect the soil-free membrane from any thermal effects. The authors provide their analysis of the deflected mode of the dam, if its height is equal to 226 m. The findings have proven that the membrane made of soil and concrete cement will be in the state of compression. Therefore, the authors believe that the proposed design of the dam structure is reliable enough.

DOI: 10.22227/1997-0935.2013.3.187-195

References
  1. Zairova V.A., Filippova E.A., Orishchuk R.N., Sozinov A.D., Radchenko S.V. Vybor protivofil’tratsionnogo ustroystva v variantakh plotin Kankunskogo gidrouzla [Selection of the Membrane Construction in Various Options of Dams of Kankun Hydraulic Power Plant]. Gidrotekhnicheskoe stroitel’stvo [Hydraulic Engineering]. 2010, no. 2, pp. 8—13.
  2. Cooke B. Concrete Face Rockfill Dams. Beijing, 2000, 315 p.
  3. Lyapichev Yu.P. Proektirovanie i stroitel’stvo sovremennykh vysokikh plotin [Design and Construction of Advanced High Dams]. Moscow, RUDN Publ., 2004, 275 p.
  4. Sainov M.P. Osobennosti raschetov napryazhenno-deformirovannogo sostoyaniya kamennykh plotin s zhelezobetonnymi ekranami [Peculiarities of Analysis of the Stress-strain State of Masonry Dams Having Reinforced Concrete Membranes]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2006, no. 2, pp. 78—86.
  5. Sainov M.P. Sovershenstvovanie konstruktsii vysokoy kamennoy plotiny s zhelezobetonnym ekranom [Improvement of the Structure of a High Masonry Dam Having a Reinforced Concrete Membrane]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2011, no. 5, pp. 36—40.
  6. Nguen Than Dat. Napryazhenno-deformirovannoe sostoyanie kamennykh plotin s zhelezobetonnym ekranom [Deflected Mode of Masonry Dams Having Reinforced Concrete Screens]. Moscow, 2004, 20 p.
  7. Gruntotsement dlya gruntovykh plotin: byulleten’ komiteta po bol’shim plotinam [Soil-cement for Earth-fill Dams: Bulletin of Committee in Charge of Major Dams]. 1986, VNIIG Publ., 55 p.
  8. Monsef Belaid. Ispol’zovanie ukatannogo betona i gruntotsementa v gidrotekhnicheskom stroitel’stve Tunisa [Using Rolled Concrete and Soil-cement in Hydraulic Engineering in Tunisia]. St.Petersburg, 2002, 23 p.
  9. Sainov M.P. Razrabotka i obosnovanie ratsional’noy konstruktsii kamennoy plotiny dlya usloviy Kraynego Severa [Development and Substantiation of the Rational Structure of a Masonry Dam for the Climate of the Far North]. International Journal for Computational Civil and Structural Engineering. 2012, vol. 8, no. 3, pp. 116—120.
  10. Gol’din A.L., Rasskazov L.N. Proektirovanie gruntovykh plotin [Design of Earth-fill Dams]. Moscow, ASV Publ., 2001, 384 p.

Download

FEATURES OF FORMATION OF THE STRESS-STRAIN STATE OF SYMMETRIC AND ASYMMETRIC RIVER VALLEYS

Vestnik MGSU 6/2013
  • Man’ko Artur Vladimirovich - Moscow State University of Civil Engineering (MGSU) Candidate of Technical Sciences, Associate Professor, Department of Engineering Geology and Geo-ecology, Moscow State University of Civil Engineering (MGSU), 129337, г. Москва, Ярославское шоссе, д. 26; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 188-196

River valleys take freakish shapes. In mountainous areas, river beds take the forms of canyons, gorges and valleys. In turn, a valley may be symmetric or asymmetric. D.G. Panov is the developer of the valley classification. The valley is a linearly extended relief pattern similar to Latin letter “V” in shape. Let’s consider the two valleys from the viewpoint of geomechanics. In research, it is necessary to define the optimal position of an arch dam with account for its stress-strain state that may develop in the course of its construction and further operation. As an example, we took a hypothetical mountain river having a high-pressure hydroelectric power plant (HPP) with a concrete arch dam.The first series of calculations was aimed at the study of the process of development of the stress-strain state of the massif based on the symmetrical valley slope inclination angle. The second series of calculations was aimed at the study of development of the stress-strained state of the massif depending on slope inclination angle of an asymmetric valley. The following angle values were randomly chosen: 10°, 15°, 20°, 25°,30°. Additional analysis of a slope having the inclination angles of 35°, 37° and40° was performed. At 35°, the slope was steady with a big safety factor, at 37°, the slope was steady, too, but the safety factor was below 10 %, and at 40°, the slope collapsed. The Mora Pendent model was employed for modeling purposes.

DOI: 10.22227/1997-0935.2013.6.188-196

References
  1. Smol’yaninov V. M. Nemykin A.Ya. Obshchee zemlevedenie: litosfera, biosfera, geograficheskaya obolochka [General Earth Science: Lithosphere, Biosphere, Geographical Envelope]. Voronezh, Istoki Publ., 2010.
  2. Grishin M.M. Gidrotekhnicheskie sooruzheniya [Hydraulic Engineering Structures]. Moscow, Gosstroyizdat Publ., 1962.
  3. Shnayder Sh.M. Spravochnik inzhenera-geologa lineynykh izyskaniy [Reference Book for a Geological Engineer Specializing in Route Surveys]. Leningrad, GNTI neftyanoy i gorno-toplivnoy literatury publ., 1962.
  4. Brady B., Bzown E. Rock Mechanics for Underground Mining. Kluwer Academic Publishers, 2004.
  5. Avakyan A.B., Sharapov V.A., Saltankin V.P. Vodokhranilishcha mira [Artificial Water Storage Basins of the World]. Moscow, Nauka Publ., 1979.
  6. Avakyan A.B., Saltanki V.P., Sharapov V.A. Vodokhranilishcha [Artificial Water Storage Basins]. Moscow, Mysl’ Publ., 1987.

Download

Research of stress-strain state and stability of a rokfill dam under seismic actions

Vestnik MGSU 11/2015
  • Orekhov Vyacheslav Valentinovich - Moscow State University of Civil Engineering (National Research University) (MGSU) Doctor of Technical Sciences, chief research worker, Scientific and Technical Center “Examination, Design, Inspection”, Moscow State University of Civil Engineering (National Research University) (MGSU), 26 Yaroslavskoe shosse, Moscow; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 157-166

One of the main factors determining the safety of earth sea and river hydraulic structures erected on water-saturated grounds is the process of consolidation, manifested under the action of static and seismic loads. A feature of cohesionless soils located in the structure itself or in its base, is their potential ability to liquefaction under seismic impacts. This paper describes the method of calculating the saturated soil’s environments under seismic actions based on the numerical solution of differential equations of the theory of consolidation by finite element method. The results of the static problem solving for the phased construction of the installation are used as the initial conditions. In order to describe the deformability of soil materials mathematical model formed by the theory of plastic flow with hardening is used. The parameters of this model are determined by the results of triaxial testing of soils. As an example, we study the interaction of a sea rockfill dam with a sandy base under seismic impacts, determined by the synthetic accelerograms. The results of calculations of the stress-strain state of the two sections of the dam (shallow and deep) are presented, and assessment is made of the possibility of liquefaction of sandy soil base. It is shown that the pore pressure that occurs in water-saturated cohesionless soil base and the body of the dam under seismic impacts, unloads the soil skeleton, which leads to a decrease in local shear safety factors. And, in the less dense soil base of the shallow section of the dam, the soil skeleton is unloaded to a greater extent, which negatively affects its overall safety factor.

DOI: 10.22227/1997-0935.2015.11.157-166

References
  1. Belkova I.N., Glagovskiy V.B., Gol’din A.L., Lipovetskaya T.F. Konsolidatsiya osnovaniya i osadki damby D-3 kompleksa zashchitnykh sooruzheniy ot navodneniy Sankt-Peterburga [Consolidation of the Basе and Settlements of the Dam D-3 of Flood Protection Barrier Complex of St. Petersburg]. Izvestiya VNIIG im. B.E. Vedeneeva [Proceedings of B.E. Vedeneev VNIIG]. 2003, vol. 242. Osnovaniya i gruntovye sooruzheniya [Bases and Soil Foundations]. Pp. 60—67. (In Russian)
  2. Bugrov A.K., Golli A.V., Kagan A.A., Kuraev S.N., Pirogov I.A., Shashkin A.G. Naturnye issledovaniya napryazhenno-deformirovannogo sostoyaniya i konsolidatsii osnovaniy sooruzheniy kompleksa zashchity Sankt-Peterburga ot navodneniy [Field Studies of Stress-Strain State and Consolidation of Structures Foundations of Flood Protection Complex of Saint Petersburg]. Osnovaniya, fundamenty i mekhanika gruntov [Soil Mechanics and Foundation Engineering]. 1997, no. 1, pp. 2—9. (In Russian)
  3. Li Sa, Li Jingmei, Yang Jinliang. Liquefaction Analysis of the Foundation of Erwangzhuang Reservoir Dam in Tianjin. Proc. of the 4th Int. Conf. on Dam Engineering. Nanjing. A.A. Balkema. 2004, pp. 477—483.
  4. Zaretskiy Yu.K., Orekhov V.V. Seysmostoykost’ gruntovykh plotin [Seismic Stability of Earth Dams]. Sbornik nauchnykh trudov Gidroproekta [Collection of the Scientific Papers of Hydroproject]. Moscow, 2000, no. 159, pp. 361—372. (In Russian)
  5. Seed H.B., Lee K.L., Idriss I.M., Makadisi F.I. The Slides in the San Fernando Dams during the Earthquake of February 9, 1971. ASCE. J. of the Geotechnical Engineering Division. 1975, vol. 101, no. 7, pp. 651—688.
  6. Olson S.M., Stark T.D. Yield Strength Ratio and Liquefaction Analysis of Slopes and Embankments. Journal of Geotechnical and Geoenvironmental Engineering. 2003, vol. 129, no. 8, pp. 727—737. DOI: http://dx.doi.org/10.1061/(ASCE)1090-0241(2003)129:8(727).
  7. Seid-Karbasi M., Atukorala U. Deformations of a Zoned Rockfill Dam from a Liquefiable Thin Foundation Layer Subjected to Earthquake Shaking. 21st Century Dam Design —Advances and Adaptations. 31st Annual USSD Conference San Diego. California. April 11—15, 2011, pp. 1351—1367.
  8. Ohmachi T., Kohayakawa M. Missing Water at the Aratozawa Dam due to the Iwate-Miyagi Nairiku Earthquake in 2008. Proc. of the Int. Symp. on Dams for a Changing World — 80th Annual Meet. and 24th Cong. of ICOLD. Kyoto. Japan. 2012, pp. (6) 59—64.
  9. Casagrande A. Liquefaction and Cyclic Deformation of Sands. A Critical Review. Proceedings of the Fifth Panamerican Conference on Soil Mechanics und Foundation Engineering. Buenos Aires. Harvard Soil Mechanics Series. 1976, no. 88, 27 p.
  10. Seed H.B., Idriss I.M. Simplified Procedures for Evaluation Soil Liquefaction Potential. Journal of Soil Mechanics and Foundation Engineering. ASCE. Vol. 97, no. 9, pp. 1249—1273.
  11. Maslov N.N. Osnovy inzhenernoy geologii i mekhaniki gruntov [Fundamentals of Engineering Geology and Soil Mechanics]. Moscow, Vysshaya shkola Publ., 1982, 512 p. (In Russian)
  12. Seed H.B., Lee K.L. Liquefaction of Saturated Sands during Cyclic Loading. Journal of ASCE. 1996, vol. 92, no. 6, pp. 105—134.
  13. Kenji Ishihara. Soil Behavior in Earthquake Geotechnics. Clarendon Press. Oxford, 1996, 340 p.
  14. Youd T.L., Idriss I.M., Andrus R.D., Arango I., Castro G., Christian J.T., Dobry R., Finn W.D.L., Harder L.F., Hynes M.E., Ishihara K., Koester J.P., Liao S.S.C., Marcuson W.F., Martin G.R., Mitchell J.K., Moriwaki Y., Power M.S., Robertson P.K., Seed H.B., Stokoe K.H. Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils. Journal of Geotechnical and Geoenvironmental Engineering. 2001, 127 (10), pp. 817—833. DOI: http://dx.doi.org/10.1061/(ASCE)1090-0241(2001)127:10(817).
  15. Orekhov V.V. Ob''emnaya matematicheskaya model’ i rezul’taty raschetnykh issledovaniy napryazhenno-deformirovannogo sostoyaniya osnovnykh sooruzheniy Rogunskoy GES [Volume Mathematical Model and the Results of Numerical Studies of the Stress-strain State of the Main Structures of the Rogun HPP]. Gidrotekhnicheskoe stroitel’stvo [Hydrotechnical Construction]. 2011, no. 4, pp. 12—19. (In Russian)
  16. Orekhov V.V. Raschet vzaimodeystviya sooruzheniy i vodonasyshchennykh gruntovykh osnovaniy pri staticheskikh i seysmicheskikh vozdeystviyakh [Calculation of the Interaction of Constructions and Water-Saturated Soil Foundations under Static and Seismic Loads]. Osnovaniya, fundamenty i mekhanika gruntov [Soil Mechanics and Foundation Engineering]. 2015, no. 2, pp. 8—12. (In Russian)
  17. Biot M.A. Theory of Propagation of Elastic Waves in Fluid Saturated Porous Solid. J. Acoust. Soc. of America. 1956, vol. 28, no. 1, pp. 168—179.
  18. Zaretskiy Yu.K., Lombardo V.N. Statika i Dinamika Gruntovykh Plotin [Statics and Dynamics of Earth Dams]. Moscow, Energoatomizdat Publ., 1983, 255 p.
  19. Zaretskiy Yu.K., Korchevskiy V.F. Zheleznodorozhnyy perekhod s materika na o. Sakhalin cherez proliv Nevel’skogo — Variant s glukhoy damboy i sudokhodnym kanalom [Railroad Crossing from the Mainland to Sakhalin Island across the Strait Nevelsky — Option with Deaf Dam and Navigation Channels]. Gidrotekhnicheskoe stroitel’stvo [Hydrotechnical Construction]. 2008, no. 4, pp. 42—49. (In Russian)
  20. Orekhov V.V. Kompleks vychislitel’nykh programm «Zemlya-89» [Computing Programs Complex “Earth-89”]. Issledovaniya i razrabotki po komp’yuternomu proektirovaniyu fundamentov i osnovaniy : mezhvuzovskiy sbornik [Interuniversity Collection “Research and Development in Computer-aided Design of Foundations and Bases”]. Novocherkassk, 1990, pp. 14—20. (In Russian)

Download

Stability of earth dam with a vertical core

Vestnik MGSU 1/2016
  • Orekhov Vyacheslav Valentinovich - Moscow State University of Civil Engineering (National Research University) (MGSU) Doctor of Technical Sciences, chief research worker, Scientific and Technical Center “Examination, Design, Inspection”, Moscow State University of Civil Engineering (National Research University) (MGSU), 26 Yaroslavskoe shosse, Moscow; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 143-149

Earth dam with impervious element in the form of asphaltic concrete core is currently the most promising type of earth dams (due to simple construction technology and universal service properties of asphaltic concrete) and is widely used in the world. However, experience in the construction and operation of high dams (above 160 m) is not available, and their work is scarcely explored. In this regard, the paper discusses the results of computational prediction of the stress-strain state and stability of a high earth dam (256 m high) with the core. The authors considered asphaltic concrete containing 7 % of bitumen as the material of the core. Gravel was considered as the material of resistant prisms. Design characteristics of the rolled asphaltic concrete and gravel were obtained from the processing of the results of triaxial tests. The calculations were performed using finite element method in elastoplastic formulation and basing on the phased construction of the dam and reservoir filling. The research shows, that the work of embankment dam with vertical core during filling of the reservoir is characterized by horizontal displacement of the lower resistant prism in the tailrace and the formation of a hard wedge prism descending along the core in the upper resistant prism. The key issue of the safety assessment is to determine the safety factor of the overall stability of the dam, for calculation of which the destruction of the earth dam is necessary, which can be done by reducing the strength properties of the dam materials. As a results of the calculations, the destruction of the dam occurs with a decrease in the strength characteristics of the materials of the dam by 2.5 times. The dam stability depends on the stability of the lower resistant prism. The destruction of its slope occurs on the classical circular-cylindrical surface. The presence of a potential collapse surface in the upper resistant prism (on the edges of the descending wedge) does not affect the overall stability of the dam.

DOI: 10.22227/1997-0935.2016.1.143-149

References
  1. Lyapichev Yu.P. Proektirovanie i stroitel’stvo sovremennykh vysokikh plotin [Design and Construction of Modern High Dams]. Moscow, RUDN Publ., 2004, 274 p. (In Russian)
  2. Bituminous Cores for Fill Dams. International Commission on Large Dams. Bulletin 84. Paris, ICOLD Publ., 1992, 140 p.
  3. Strobl T. and Schmid R. The Behavior of Dams with Asphaltic Concrete Cores during Impounding. Wilmington Business Publishing. Dartford, UK, 1993, pp. 29—34.
  4. Pircher W., Schwab H. Design, Construction and Behavior of the Asphaltic Concrete Core Wall of the Finstetal Dam. Transaction : 16th Int. Congress on Large Dams. Paris, ICOLD Press, 1988, pp. 901—924.
  5. Saxegaard H. Asphalt Core Dams: Increased Productivity to Improve Speed of Construction. Int. J. on Hydropower and Dams. 2002, vol. 9, no. 6, pp. 72—74.
  6. Ghanooni S. and Mahin Roosta R. Seismic Analysis and Design of Asphaltic Concrete Core Dams. Journal of Hydropower and Dams. 2002, vol. 9 (6), pp. 75—78.
  7. Hao Y.L., He B. Design of the Yele Asphalt Core Rokfill Dam. Dam Construction in China-State of the Art. 2008, pp. 226—233.
  8. Alicescu V., Tournier J.P., Yannobel P. Design and Construction of Nemiscau-1 Dam, the First Asphalt Core Rockfill Dam in North America. Proc. of CDA 2008 Annual Conference, Canadian Dam Association. 2008, pp. 1—11.
  9. Volynchikov A.N. Boguchanskaya GES — puskovoy ob
  10. Wang Weibiao, Hoeg K. Developments in the Dosing and Construction of Asphalt Dams. Hydropower and Dams. 2010, no. 3, pp. 83—90.
  11. Nackler K., Tschernutter P. Austria’s Second Highest Central Asphaltic Membrane at Feistritzbach Dam. Water Power & Dam Constr. 1992, no. 7, pp. 36—42.
  12. Hoeg K., Vatstad T., Kjaernsli B., Ruud A.M. Asphalt Core Embankment Dams: Recent Case and Research. Int. J. Hydropower Dams. 2007, vol. 13 (5), pp. 112—119.
  13. Zhu-sheng, Guang-jing Cao. Three Gorges Project: Safety Checking of Maopingxi Asphalt-Concrete Core Rockfill Dam. Proc. of the 4th Int. Conf. on Dam Engineering. Nanjing, China, A.A. Balkema, 2004, pp. 1181—1188.
  14. Orekhov V.V. Napryazhenno-deformirovannoe sostoyanie sverkhvysokoy gruntovoy plotiny s asfal’tobetonnoy diafragmoy [The stress-strain state of extra-high earth dam with asphaltic concrete core]. Gidrotekhnicheskoe stroitel’stvo [Hydrotechnical Construction]. 2015, no. 5, pp. 57—59. (In Russian)
  15. Rasskazov L.N., Smirnova M.V. K vyboru tipa gruntovoy plotiny [On the Choice of Earth Dam Type]. Gidrotekhnicheskoe stroitel’stvo [Hydrotechnical Construction]. 2014, no. 2, pp. 20—23. (In Russian)
  16. Vaynberg A.I., Landau Yu.A. Novaya konstruktsiya vysokoy kamennonabrosnoy plotiny s asfal’tobetonnoy diafragmoy v surovykh klimaticheskikh usloviyakh [New Design of High Rockfill Dam with Asphaltic-Concrete Core in Harsh Climatic Conditions]. Gidrotekhnicheskoe stroitel’stvo [Hydrotechnical Construction]. 2015, no. 1, pp. 13—23. (In Russian)
  17. Rasskazov L.N., Sherimbetov Kh.S. Svoystva asfal’tobetona diafragm i ekranov kamennykh plotin [Properties of Asphaltic Concrete of Cores and Screens of Rockfill Dams]. Gidrotekhnicheskoe stroitel’stvo [Hydrotechnical Construction]. 1989, no. 5, pp. 26—30. (In Russian)
  18. Chukin B.A. Napryazhenno-deformirovannoe sostoyanie i ustoychivost’ kamenno-nabrosnykh plotin s protivofil’tratsionnym elementom iz asfal’tobetona : avtoreferat dissertatsii kandidata tekhnnicheskikh nauk [Stress-strain state and stability of rockfill dams with asphaltic concrete impervious element : Thesis of Candidate of Technical Sciences]. Moscow, 1983, 20 p. (In Russian)
  19. Zaretskiy Yu.K., Lombardo V.N. Statika i dinamika gruntovykh plotin [Statics and Dynamics of Earth Dams]. Moscow, Energoatomizdat Publ., 1983, 255 p. (In Russian)
  20. Orekhov V.V. Kompleks vychislitel’nykh programm «Zemlya-89» [Computing Programs Complex “Earth-89”]. Issledovaniya i razrabotki po komp’yuternomu proektirovaniyu fundamentov i osnovaniy : mezhvuzovskiy sbornik [Interuniversity Collection “Research and Development in Computer-aided Design of Foundations and Bases”]. Novocherkassk, 1990, pp. 14—20. (In Russian)
  21. Orekhov V.V. Ob”emnaya matematicheskaya model’ i rezul’taty raschetnykh issledovaniy napryazhenno-deformirovannogo sostoyaniya osnovnykh sooruzheniy Rogunskoy GES [Volume Mathematical Model and the Results of Numerical Studies of the Stress-strain State of the Main Structures of the Rogun HPP]. Gidrotekhnicheskoe stroitel’stvo [Hydrotechnical Construction]. 2011, no. 4, pp. 12—19. (In Russian)

Download

Analysis of the influence of clay cement concrete components on its characteristics

Vestnik MGSU 10/2016
  • Sol’skiy Stanislav Viktorovich - B.E. Vedeneev All Russia Institute of Hydraulic Engineering (B.E. Vedeneev VNIIG) Saint Petersburg, 21 Gzhatskaya str., Saint Petersburg, 195220, Russian Federation, B.E. Vedeneev All Russia Institute of Hydraulic Engineering (B.E. Vedeneev VNIIG), ; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Legina Ekaterina Evgen’evna - B.E. Vedeneev All Russia Institute of Hydraulic Engineering (B.E. Vedeneev VNIIG) senior research worker, B.E. Vedeneev All Russia Institute of Hydraulic Engineering (B.E. Vedeneev VNIIG), ; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Orishchuk Roman Nikolaevich - B.E. Vedeneev All Russia Institute of Hydraulic Engineering (B.E. Vedeneev VNIIG) Director General, B.E. Vedeneev All Russia Institute of Hydraulic Engineering (B.E. Vedeneev VNIIG), ; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Vasil’eva Zoya Gennad’evna - B.E. Vedeneev All Russia Institute of Hydraulic Engineering (B.E. Vedeneev VNIIG) senior engineer, B.E. Vedeneev All Russia Institute of Hydraulic Engineering (B.E. Vedeneev VNIIG), ; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Velichko Aleksey Sergeevich - B.E. Vedeneev All Russia Institute of Hydraulic Engineering (B.E. Vedeneev VNIIG) engineer, B.E. Vedeneev All Russia Institute of Hydraulic Engineering (B.E. Vedeneev VNIIG), ; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 80-93

A sustained pace of construction of dams and dikes using water resources and intensive development of underground space in the construction of buildings and structures require ensuring anti-seepage measures. For efficient stoppage of fluid flow a variety of methods are applied such as cement and grout curtains, teeth, core walls including ones made of soil-cement mixtures performed by the method of diaphragm wall. The following characteristics are the main selection criteria of the material composition for a diaphragm wall : permeability, strength, deformability, efficiency. Clay-cement-concrete (CCC) is one of the materials satisfying all the above characteristics. The influence of the components used to prepare CCC mixtures on its strength and deformation characteristics was the main objective of the performed study. In order to solve the task, the formulas of CCC used at the objects of hydroengineering construction have been considered. For analyzing the influence of the components of CCC on its characteristics, the dependences of compression strength and deformation modulus of CCC on water-cement and water-astringent ratios have been built. The dependence of compression strength of CCC on the cement/bentonite ratio was built as well. The analysis of the dependences defined that the compression strength of CCC depends primarily on water-cement ratio and the amount of cement used in the composition. The increase in the value of water-cement ratio and water-astringent ratio leads to monotone decrease of the compression strength of CCC and the deformation modulus of CCC. Change of the quantitative content of one or more components of CCC composition allows controlling physical-mechanical characteristics of the anti-seepage element which is an important advantage of clay-cement-concrete. The performed analysis of the influence of CCC formula on its physical and mechanical properties can be used to select the optimal composition of CCC when solving specific hydroengineering tasks.

DOI: 10.22227/1997-0935.2016.10.80-93

Download

Staged construction of a rockfill dam is the way of regulating the reinforced concrete face stress-strain state

Vestnik MGSU 11/2018 Volume 13
  • Podvysotckii Aleksei A. - Mosoblgidroproekt Candidate of Technical Sciences, Head of Hydrotechnical Department, Mosoblgidroproekt, 1 Energetikov st., Dedovsk, 143532, 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.
  • Soroka Vladislav B. - SpetsNovostroy engineer, SpetsNovostroy, 20 Communal quarter, Krasnogorsk, 143405, Russian Federation.
  • Dogonov Mark L. - Moscow State University of Civil Engineering (National Research University) (MGSU) graduate student, Moscow State University of Civil Engineering (National Research University) (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation.

Pages 1395-1406

Introduction. Presented the approach to studies of the impact of a rockfill dam staged construction on the reinforced concrete face SSS. Experience in construction of reinforced concrete face rockfill dams (CFRD) shows that at perception of hydrostatic pressure the integrity of the seepage-control element may be broken. By the results of mathematical modeling it was revealed that the tensile stresses appearing in the face concrete may exceed concrete design tensile strength. The causes of appearing tensile stresses are bending deformations and the face longitudinal extension. The urgent issue is selection of the way of improving the stress-strain state (SSS) of the face to provide its safe operation as a seepage-control element. Materials and methods. The studies were conducted on the example of a 100 m high dam with the aid of numerical modeling. Two cases were considered: in the first case the dam was constructed in one stage, in the other in two stages. Rockfill is considered as a lineally deformed material, but computations were conducted for a wide range of the soil linear deformation modulus: from 60 to 480 МPа. Steel reinforcement was considered in the face. Results. Longitudinal stresses in a reinforced concrete face were compared for two cases of the dam staged construction. Analysis was fulfilled with determination of the longitudinal force and bending moment appearing in the face. The obtained maximum values of tensile longitudinal stresses in the face were compared for two cases. Conclusion. It was revealed that construction and loading of the dam by stages on the whole is favorable for the face stress-strain state. The second-stage dam weight transfers to the first-stage face the compressive longitudinal force, which permits decreasing tensile stresses in it. Bending moments in the face vary insignificantly and even may increase to some extent by value. Nevertheless, at dam construction and reservoir filling in 2 stages the maximum values of tensile stresses in the face concrete decrease, therefore, such construction sequence contributes to enhancing safety of the dam seepage-control element.

DOI: 10.22227/1997-0935.2018.11.1395-1406

Download

USE OF AUTOMATED SYSTEMS FOR MONITORING OF STRUCTURES (ASMS)

Vestnik MGSU 2/2017 Volume 12
  • Sopegin Georgiy Vladimirovich - Perm National Research Polytechnic University (PNRPU) Master Student, Department of Construction Engineering and Material Science, 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 .
  • Sursanov Dmitriy Nikolaevich - Perm National Research Polytechnic University (PNRPU) Senior Lecturer, Department of Construction Technology and Geotechnics, 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 .

Pages 230-242

Buildings and installations in the course of construction and operation have to withstand sometimes tremendous loads and stresses depending on the impact of external factors and operating loads. Such external factors influencing the strains of buildings and installations may be the changes of external climatic conditions such as diurnal variation of air temperature, snow loads and seismic forces. Permanent impacts of external factors and operating loads result in gradual deterioration of buildings and installations, and at excess of rated loads they lead to premature wear, irreversible strains and destruction of structural elements. it is necessary to perform periodic inspections of structures in order to monitor and predict the state of structural elements of buildings and installations, for the purpose of the early warning of changes of geometrical parameters towards the unfavorable situation development. The need to track a state of erected buildings and installations, as well as to collect and analyze information during the whole period of operation resulted in development and implementation of automated systems for monitoring of the state of structures (ASMS). This article considers the general issues on organization of ASMS, with the examples of application of these systems in construction. Automated systems for monitoring of structures should be considered as the important constituent of the general system of the construction industry projects safety. Use of automated monitoring systems makes it possible to promptly obtain and analyze the current data about a state of erected or operated building; these systems may be effectively used for testing of foundations and structural elements of buildings and installations.

DOI: 10.22227/1997-0935.2017.2.230-242

Download

Mathematical modeling of stress-strain state of the system HPP building - soil base with account for the phased construction of the building

Vestnik MGSU 12/2014
  • Orekhov Vyacheslav Valentinovich - Moscow State University of Civil Engineering (National Research University) (MGSU) Doctor of Technical Sciences, chief research worker, Scientific and Technical Center “Examination, Design, Inspection”, Moscow State University of Civil Engineering (National Research University) (MGSU), 26 Yaroslavskoe shosse, Moscow; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 113-120

The interaction process of a power plant building with the soil base is studied basing on mathematical modeling of the construction process of Kambarata-2 HPP, taking into account the excavation of foundation pit, the concreting schedule of the building construction, the HPP units putting into operation and territory planning. Mathematical modeling of stress-strain state of the system “power plant - soil base” in the process of construction was performed by using the computer program “Zemlya” (the Earth), which implements the method of finite elements. Such a behavior of soil was described using elastoplastic soil model, the parameters of which were determined from the results of the triaxial tests. As shown by the results of the research, the continuous change of settlement, slope, deflection and torsion of the bottom plate and accordingly change of stressed-strained state of power plant are noted during the construction process. The installed HPP construction schedule, starting from the construction of the first block and the adjacent mounting platform, is leading to the formation of initial roll of bottom plate to the path of the mounting pad. In the process of further construction of powerhouse, up to the 29th phase of construction (out of 40), a steady increase in its subsidence (maximum values of about 4.5 cm) is noted. Filling of foundation pit hollows and territorial planning of the construction area lead to drastic situation. In this case, as a territory planning points exceeded the relief, the plastic deformation in the soil evolves, resulting in significant subsidence of the bottom plate under the first block (up to 7.4 cm). As a result, the additional subsidence of the soil of bottom plate edges lead to the large vertical movement in relation to its central part and it is bent around the X axis, resulting in a large horizontal tensile stress values of Sz (up to 2.17 MPa) in the constructive elements of the upper part of the powerhouse. At the same time, the calculations performed on the assumption of instantaneous power plant construction forecast only a uniform slope of bottom plate in the direction of the headwater and do not allow us to track the process of stress-strain state of the power plant for adequate reinforcement of its elements.

DOI: 10.22227/1997-0935.2014.12.113-120

References
  1. Gol’din A.G., Rasskazov L.N. Proektirovanie gruntovykh plotin [Design of Earth Dams]. Moscow, Energoatomizdat Publ., 1987, 304 p. (In Russian)
  2. Farivar A.R., Mirghasemi A.A., Mahin Roosta R. Back Analysis of Tabarak Abad Dam Behavior During Construction. Proc. of the Int. Symp. on Dams for a Changing World — 80th Annual Meet. and 24th Congr. of ICOLD. Kyoto, Japan, 2012, pp. (4) 13—18.
  3. Zaretskiy Yu.K., Lombardo V.N. Statika i dinamika gruntovykh plotin [Statics and Dynamics of Earth Dams]. Moscow, Energoatomizdat Publ., 1983, 255 p. (In Russian)
  4. Orekhov V.V. Ob”emnaya matematicheskaya model’ i rezul’taty raschetnykh issledovaniy napryazhenno-deformirovannogo sostoyaniya osnovnykh sooruzheniy Rogunskoy GES [Volume Mathematical Model and the Results of Numerical Studies of the Stress-strain State of the Main Structures of the Rogun HPP]. Gidrotekhnicheskoe stroitel’stvo [Hydrotechnical Construction]. 2011, no. 4, pp. 12—19. (In Russian)
  5. Vladimirov V.B., Zaretskiy Yu.K., Orekhov V.V. Matematicheskaya model’ monitoringa kamenno-zemlyanoy plotiny gidrouzla Khoabin’ [Mathematical Monitoring Model for Rock-Earth Dam of the Hoa Binh HPP]. Gidrotekhnicheskoe stroitel’stvo [Hydrotechnical Construction]. 2003, no. 6, pp. 47—52. (In Russian)
  6. Zaretskiy Yu.K., Karabaev M.I., Tveritnev V.P. Matematicheskaya model’ monitoringa sistemy «zdanie GES — gruntovoe osnovanie» [Mathematical Monitoring Model of the System «Power Plant Building — Soil Foundation»]. Yubileynyy sbornik nauchnykh trudov Gidroproekta (1930—2000) [Jubilee Collection of the Scientific Papers of Hydroproject (1930—2000)]. No. 159, Moscow, AO «Institut Gidroproekt» Publ., 2000, pp. 692—703. (In Russian)
  7. Dolgikh A.P., Podvysotskiy A.A. Raschet prochnosti massivnykh zhelezobetonnykh elementov s ispol›zovaniem metoda ekvivalentnykh obolochek [Strength Calculation of Massive Concrete Elements Using the Method of Equivalent Shells]. Gidrotekhnicheskoe stroitel’stvo [Hydrotechnical Construction]. 2010, no. 8, pp. 23—26. (In Russian)
  8. Volynchikov A.N., Mgalobelov Yu.B., Orekhov V.V. O seysmostoykosti osnovnykh sooruzheniy Boguchanskoy GES [On Seismic Resistance of the Main Structures of Boguchanskaya HPP]. Gidrotekhnicheskoe stroitel’stvo [Hydrotechnical Construction]. 2009, no. 3, pp. 22—29. (In Russian)
  9. Ghiasian M., Ahmadi M.T. Effective Model for Dynamic Vertical Joint Opening of Concrete Arch Dam. Proc. of the Int. Symp. on Dams for a Changing World — 80th Annual Meet. and 24th Congr. of ICOLD. Kyoto, Japan, 2012, pp. (4) 41—46.
  10. Mohamad T. Amadi, Tahereh Amadi. Failure Analysis of Concrete Dam under Unexpected Loading. Proc. of the Int. Symp. on Dams for a Changing World — 80th Annual Meet. and 24th Cong. of ICOLD. Kyoto, Japan, 2012, pp. (5) 127—132.
  11. Girard J.C., Demirdache M., Diel G., Babini C., Porcelli P. Earthquake Design of a Gated Spillway Using 3D Finite Element Method for the Theum Hinboun Expantion Project (THXP) in Laos. Proc. of the Int. Symp. on Dams for a Changing World — 80th Annual Meet. and 24th Cong. of ICOLD. Kyoto, Japan, 2012, pp. (6) 31—36.
  12. Dai Huichao, Tain Bin. Design Calculation of "Soft" Gasket in Penstock Intended for Replacement of the Expansion Joint in the Place of Abutment of Dam Power House. Proc. of the 4th Int. Conf. on Dam Engineering. Nanjing, China, A.A. Balkema, 2004, pp. 273—280.
  13. Mei Mingrong, Zhou Zhengdong. Analysis of Local Stress in Gravity Dam Caused by Drilling of Hole. Proc. of the 4th Int. Conf. on Dam Engineering. Nanjing, China, A.A. Balkema, 2004, pp. 611—617.
  14. Mirzabozorg H., Ghaemain M. Nonlinear Seismic Response of Concrete Gravity Dams Using Damage Mechanics Dam-Reservoir Interaction. Proc. of the 4th Int. Conf. on Dam Engineering. Nanjing, China, A.A. Balkema, 2004, pp. 635—642.
  15. Zheng Dongjian, Zhong Lin. Interface Behaviour of Roller Concrete Dam. Proc. Of the 4th Int. Conf. on Dam Engineering. Nanjing, China, A.A. Balkema, 2004, pp. 1111—1117.
  16. Zaretskiy Yu.K., Vorontsov E.I., Garitselov M.Yu. Eksperimental’nye issledovaniya uprugoplasticheskogo povedeniya gruntov [Experimental Studies of Elastic-plastic Behavior of Soils]. Proektirovanie i issledovanie gidrotekhnicheskikh sooruzheniy : trudy vsesoyuznogo soveshchaniya [Proceedings of the All-Union Conference “Design and Study of Hydraulic Structures”]. Moscow, Energiya Publ., 1980, pp. 189—192. (In Russian)
  17. Zaretskiy Yu.K., Chumichev B.D., Vorob’ev V.N. Deformiruemost’ krupnooblomochnogo grunta [Deformability of Coarse Soil]. Sbornik nauchnykh trudov Gidroproekta [Collection of the Scientific Papers of Hydroproject]. Moscow, 1993, no. 154, pp. 10—15. (In Russian)
  18. Zaretskiy Yu.K., Chumichev B.D., Shcherbina V.I. Prochnost’ i deformiruemost’ gornoy massy pri izmenenii vlazhnosti i usloviy nagruzheniya [Strength and Deformability of Rock Mass with Changes in Humidity and Loading Conditions]. Sbornik Sbornik nauchnykh trudov Gidroproekta [Collection of the Scientific Papers of Hydroproject]. Moscow, 1993, no. 154, pp. 16—22. (In Russian)
  19. Orekhov V.V. Kompleks vychislitel’nykh programm «Zemlya–89» [Computing Programs Complex “Earth-89”]. Issledovaniya i razrabotki po komp’yuternomu proektirovaniyu fundamentov i osnovaniy : mezhvuzovskiy sbornik [Interuniversity Collection “Research and Development in Computer-aided Design of Foundations and Bases”]. Novocherkassk, 1990, pp. 14—20. (In Russian)
  20. Zaretskiy Yu.K. Vyazkoplastichnost’ gruntov i raschety sooruzheniy [Visco-Plasticity of Soils and Calculation of Structures]. Moscow, Stroyizdat Publ., 1988, 350 p. (In Russian)

Download

Interaction of anchors and the surrounding soil with accountfor elastic-plastic properties

Vestnik MGSU 7/2015
  • Ter-Martirosyan Zaven Grigor’evich - Moscow State University of Civil Engineering (National Research University) (MGSU) Doctor of Technical Science, Professor of the Department of Soil Mechanics and Geotechnics, Main Researcher at the Research and Education Center “Geotechnics”, Moscow State University of Civil Engineering (National Research University) (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Avanesov Vadim Sergeevich - Moscow State University of Civil Engineering (MGSU) postgraduate student, Department of Soil Mechanics and Geotechnics, Moscow State University of Civil Engineering (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation; +7 (495) 287-49-14 (ext. 14-25); This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 47-56

In this paper the problem of interaction between grouted anchor and the surrounding soil body with account for its elastic-plastic properties is solved by analytical and numerical methods. Tensile loads are exerted on a grouted anchor placed in homogeneous soil body. Under ultimate loads occurs the failure of the system “anchor-surrounding soil”. This research is based on the elastic-plastic model designed by Timoshenko. The problem of interaction between grouted anchor and the surrounding soil is solved in various design conditions, such as constant structural shear strength, account for anchor stiffness, linear variable structural shear strength. The solutions of these problems can be used for quantitative estimation of the stress-strain state of the system. This estimation makes it possible to calculate the displacements of anchors and their bearing capacity. It is shown that displacements significantly depend on physico-mechanical properties of the surrounding soil, geometrical properties of the anchor, selection of design model. The analysis demonstrates that load-displacement curve has clear nonlinearity and unrestrictedly increases at approaching the ultimate stress. The account for anchor stiffness insignificantly influences the obtained solutions and account for it may be neglected. The obtained equations also show that the displacement of the anchor increases with widening of the diameter at constant dimensional ratio of the cylindrical model. It is demonstrated that the ultimate uplift capacity is dependent on the dimensions of anchors and physico-mechanical properties of soil. Analytical solutions are compared to the results of the Finite Element Analysis (FEA) in the computer program Plaxis. The comparison of analytical and numerical solutions has close precision for the magnitude of anchor displacement and ultimate loads.

DOI: 10.22227/1997-0935.2015.7.47-56

References
  1. Chim-oye W., Marumdee N. Estimation of Uplift Pile Capacity in the Sand Layers. International Transaction Journal of Engineering, Management, & Applied Sciences & Technologies. 2013, vol. 4, no. 1, pp. 57—65.
  2. Yimsiri S., Soga K., Yoshizaki K., Dasari G.R., O’Rourke T.D. Lateral and Upward Soil-Pipeline Interactions in Sand for Deep Embedment Conditions. Journal of Geotechnical and Geoenvironmental Engineering. 2004, vol. 130, no. 8, pp. 830—842. DOI: http://dx.doi.org/10.1061/(ASCE)1090-0241(2004)130:8(830).
  3. Zhang B., Benmokrane B., Chennouf A., Mukhopadhyaya P., El-Safty P. Tensile Behavior of FRP Tendons for Prestressed Ground Anchors. Journal of Composites for Construction. 2001, vol. 5, no. 2, pp. 85—93. DOI: http://dx.doi.org/10.1061/(ASCE)1090-0268(2001)5:2(85).
  4. Hoyt R.M., Clemence S.P. Uplift Capacity of Helical Anchors in Soil. 12th International Conference on Soil Mechanics and Foundation Engineering. 1989, 12 p.
  5. Hanna A., Sabry M. Trends in Pullout Behavior of Batter Piles in Sand. Proceeding of the 82 Annual Meeting of the Transportation Research Board. 2003, 13 p.
  6. Thorne C.P., Wang C.X., Carter J.P. Uplift Capacity of Rapidly Loaded Strip Anchors in Uniform Strength Clay. Geotechnique. 2004, vol. 54, no. 8, pp. 507—517. DOI: http://dx.doi.org/10.1680/geot.2004.54.8.507
  7. Young J. Uplift Capacity and Displacement of Helical Anchors in Cohesive Soil. A Thesis submitted to Oregon State University, 2012. Available at: http://hdl.handle.net/1957/29487. Date of access: 11.05.2015.
  8. Briyo J.L., Pauers U.F., Uezerbay D.I. Dolzhny li in”ektsionnye gruntovye ankery imet’ nebol’shuyu dlinu zadelki tyagi? [Should Grouted Anchors Have Short Tendon Bond Length?]. Geotekhnika [Geotechnical Engineering]. 2012, no. 5, pp. 34—55. (In Russian)
  9. Briaud J.L., Griffin R., Yeung A., Soto A., Suroor A., Park H. Long-Term Behavior of Ground Anchors and Tieback Walls. Texas A&M Transportation Institute, 1998, 280 p.
  10. Vyalov S.S. Reologicheskie osnovy mekhaniki gruntov [Rheological Principles of Soil Mechanics]. Moscow, Vysshaya shkola Publ., 1978, 447 p. (In Russian)
  11. Sabatini P.J., Pass D.G., Bachus R.C. Ground Anchors and Anchored Systems. Geotechnical Engineering Circular no. 4. 1999, 281 p.
  12. Barley A.D., Windsor C.R. Recent Advances in Ground Anchor and Ground Reinforcement Technology with Reference to the Development of the Art. GeoEng. 2000, vol. 1, pp. 1048—1095.
  13. Copstead R.L., Studier D.D. An Earth Anchor System: Installation and Design Guide. United States Department of Agriculture. 1990, 35 p.
  14. Zheng J.J., Dai J.G. Prediction of the Nonlinear Pull-Out Response of FRP Ground Anchors Using an Analytical Transfer Matrix Method. Engineering Structures. 2014, vol. 81, pp. 377—985. DOI: http://dx.doi.org/10.1016/j.engstruct.2014.10.008.
  15. Azari B., Fatahi B., Khabbaz H. Assessment of the Elastic-Viscoplastic Behavior of Soft Soils Improved with Vertical Drains Capturing Reduced Shear Strength of a Disturbed Zone. International Journal of Geomechanics. 2014, vol. 40, 15 p. Available at: http://www.researchgate.net/publication/271273415_Assessment_of_the_Elastic-Viscoplastic_Behavior_of_Soft_Soils_Improved_with_Vertical_Drains_Capturing_Reduced_Shear_Strength_of_a_Disturbed_Zone. Date of access: 11.05.2015. DOI: http://dx.doi.org/10.1061/(ASCE)GM.1943-5622.0000448 , B4014001.
  16. Timoshenko S.P., Goodier J.N. Theory of Elasticity. N.Y. : McGraw&Hill, 1970, 608 p.
  17. Ter-Martirosyan Z.G., Ter-Martirosyan A.Z. Reologicheskie svoystva gruntov pri sdvige [Rheological Properties of Soils while Shearing]. Osnovaniya, fundamenty i mekhanika gruntov [Bases, Foundations and Soil Mechanics]. 2012, no. 6, pp. 9—13. (In Russian)
  18. Ter-Martirosyan Z.G., Nguen Zang Nam. Vzaimodeystvie svay bol’shoy dliny s neodnorodnym massivom s uchetom nelineynykh i reologicheskikh svoystv gruntov [Interaction of Long Piles with a Heterogeneous Massif with Account for Non-linear and Rheological Properties of Soils]. Vestnik MGSU [Proceedings of Moscow Stte University of Civil Engineering]. 2008, no. 2, pp. 3—14. (In Russian)
  19. Ter-Martirosyan Z.G., Avanesov V.S. Vzaimodeystvie ankerov s okruzhayushchim gruntom s uchetom polzuchesti i strukturnoy prochnosti [Interaction between Anchors and Surrounding Soil with Account for Creep and Structural Shear Strength]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2014, no. 10, pp. 75—86. (In Russian)
  20. Ter-Martirosyan Z.G. Mekhanika gruntov [Soil Mechanics]. Moscow, ASV Publ, 2009, 550 p. (In Russian)
  21. Dinakar K.N., Prasad S.K. Behaviour of Tie Back Sheet Pile Wall for Deep Excavation Using Plaxis. International Journal of Research in Engineering and Technology. 2014, vol. 3, no. 6, pp. 97—103.

Download

Results 21 - 40 of 51