СOMPUTATIONAL MODEL OF PILE FOUNDATIONS WITH ACCOUNTFOR THE EFFECT OF THEIR INTERACTION WITH THE SOIL MEDIA

Vestnik MGSU 4/2012
  • Sargsyan Akop Egishovich - Design and Development Institute, Joint Stock Company (JSC AEP) Candidate of Technical Sciences, Professor, Head of Department of Dynamics and Earthquake Resistance, Atomenergoproekt Research, Design and Development Institute, Joint Stock Company (JSC AEP), 7 Bakuninskaya st., Moscow, 105005, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Gerashchenko Vitaliy Sergeevich - Joint Stock Company (JSC AEP) engineer, Atomenergoproekt Research, Design and Development Institute, Joint Stock Company (JSC AEP), 7 Bakuninskaya st., Moscow, 105005, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Shaposhnikov Nikolay Nikolaevich - Moscow State University of Roads (MSUCE) Doctor of Technical Sciences, Associate Member of the Russian Academy of Architectural and Civil Engineering Sciences, Professor, Department of Systems of Computer-Aided Design of Transportation Structures and Constructions 8 (903) 786-53-64, Moscow State University of Roads (MSUCE), Office 7720, 2 Minaevskiy pereulok, Moscow, Russia; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 69 - 72

The authors of the paper present computational models of pile foundations with account for the effect of their interaction with the soil media, as well as the design parameters of integral stiffness of the soil environment contacting the pile sole surface that has round or rectangular caps.
The authors' assumptions that serve as the basis for the identification of the integrated response of the soil media to the contact surface of the pile are as follows:
there is no full soil-to-pile contact whenever tensile stresses are formed on the walls of the side surface of a pile, as the soil does not work in tension;
in the course of the vertical travel of piles along their longitudinal axis over the perimeter of their side surface, soils are subjected to simple shear, whereas the pile sole is subjected to compression;
in the course of the travel of piles having rectangular cross sections in the horizontal direction in the soil media, soil shear is formed in the two opposite side surfaces. The front wall of the side surface is subjected to compression in the direction of the pile travel, while soil is separated from the opposite side surface of the pile shaft;
the pile travel in the horizontal direction causes simple shear of the pile sole.

DOI: 10.22227/1997-0935.2012.4.69 - 72

References
  1. Sargsyan A.E., Gerashchenko V.S. Razrabotka staticheskoy i dinamicheskoy raschetnoy modeli svaynykh fundamentov s uchetom effekta ikh vzaimodeystviya s gruntovoy sredoy [Development of Static and Dynamic Computational Model of Pile Foundations with Account for the Effect of Their Interaction with the Soil Environment]. Vestnik CNIISK V.A. Kucherenko [Journal of Central Scientific Research Institute for Building Structures named after V.A. Koucherenko], Moscow, 2010.
  2. SP 50-102—2003. Proektirovanie i ustrojstvo svajnyh fundamentov [Construction Rules 50-102-2003. Design and Construction of Pile Foundations]. Moscow, Federal State Unitary Enterprise “Center for Design Products in the Construction Industry”, 2004, 83 р.

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Friction piles behavior in soil base and piles settlement calculation

Vestnik MGSU 9/2018 Volume 13
  • Utkin Vladimir S. - Vologda State University (VSU) Doctor of Technical Scinces, Professor of Department of industrial and civil engineering, the honored worker of the higher school of the Russian Federation, Vologda State University (VSU), 15 Lenina st., Vologda, 160000, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 1125-1132

Subject: friction piles are calculated by the first and second group of limit states. The article describes a new method for friction pile design by the second group (by settlement) of limit state in relation to the pile foundations of buildings and structures in the urban area and in the design of extensions to existing buildings in which the value of settlement is limited or unacceptable. A new method of piles settlement calculation is different from existing method by the Building Code SP 24.13330.2011. The method is based on a new approach of the pile behavior in soil base, which is different from the existing regulations and science papers. Research objectives: the new method of pile settlement calculation is presented with the purpose of clarifying the calculation of pile bearing capacity unlike an existing method in the Building Code (SP 24.13330.2011). The basis of the design is a new idea of the pile behavior in the soil base, which differs from the existing approaches. Materials and methods: the method consists in the formation of the pile settlement only as a result of pile shortening from the compressive force by the deformation of the pile material. Results: the design equation is presented for calculation the pile settlement caused by the pile material deformation. The condition for determining the pile length is presented, which provides the pile settlement only due to the pile material deformation. Conclusion: such approach of the pile settlement calculation is necessary for the design of extensions to existing buildings, as well as new structures near existing buildings, in which the settlement value is already close to the ultimate value of settlement. The article presents the examples of pile settlement calculations obtained by various methods (including the method of the Building Code SP 24.13330.2011) for comparison of the results. The article can be used in the piles design and in the formation of new design standards for pile foundations of structures and machines.

DOI: 10.22227/1997-0935.2018.9.1125-1132

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Method of calculating pilestrip foundations in case of karst hole formation

Vestnik MGSU 2/2014
  • Gotman Al'fred Leonidovich - Institute “BashNIIstroy” Doctor of Technical Sciences, Professor, Deputy Director in Science, Scientific-Research Institute “BashNIIstroy”, Institute “BashNIIstroy”, 3 Konstitutsii st., Ufa, 450064, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Magzumov Rail' Nailovich - Institute “BashNIIstroy” junior research worker, Institute “BashNIIstroy”, 3 Konstitutsii st., Ufa, 450064, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 74-83

The paper presents pile strip foundations in the areas with karst risk. The analysis of karst hole formation mechanism shows the lateral soil pressure on the piles caused by the downfallen soil on the hole rims, which transfers around the hole edges during karst hole formation. In this case, the horizontal pressure of the pile reactive force in the area of the pile connection with the raft is transferred to the raft. Pile failure at the hole boundaries will lead to the increase of the raft bearing distance above the karst hole. The inadequate raft bearing capacity can provoke the emergency situation. The existing Codes on karst protective foundations design do not contain the analysis of pile and raft horizontal pressure under the downfallen soil.The goal of this work is to develop the method of pile strip foundations analysis in the areas with karst risk in case of karst hole formation. The analysis of stress-strain state of the system “foundation soil — pile foundation” was carried out using numerical modeling in geotechnical program MIDAS GTS. As a result of numerical investigations, the diagrams of lateral soil pressure onto the piles and the raft are plotted. The pile pressure is approximated with the linear or bilinear function in dependence on geometrical dimensions of the karst hole and strength characteristics of soil that generates the horizontal pressure.In the Codes, the analysis of a pile under lateral soil pressure is given for a pile with the free end. In the problem examined, the pile head has the hinged bearing in place of the connection with the raft. In view of the given boundary data, the pile design scheme is plotted. The inner forces and displacements of the pile are determined by integrating the differential equation of a pile bending. The consistent integrations are evaluated out of the boundary conditions. The boundary values of inner forces and displacements are evaluated from the equality conditions of displacements and inner forces in the pile at the level of the hole bottom that are evaluated in turn for the upward and downward pile section. The method of pile analysis is developed in case of lateral soil pressure approximation with the linear function.The method worked out allows recalculating a pile being at the edge of the karst hole and accepting the lateral pressure of the downfallen soil on the hole edges.

DOI: 10.22227/1997-0935.2014.2.74-83

References
  1. Davletyarov D.A. Raschet koeffitsienta zhestkosti svaynogo lentochnogo fundamenta pri obrazovanii karstovogo provala [Analysis of Stiffness Ratio of a Pile Strip Foundation in Case of Karst Hole Formation]. Geotekhnicheskie problemy proektirovaniya zdaniy i sooruzheniy na karstoopasnykh territoriyakh: Trudy Rossiyskoy konferentsii s mezhdunarodnym uchastiem [Geotechnical Problems of Buildings and Structures Design in the Areas with Karst Risk]. Ufa, 2012, pp. 35—41.
  2. Ilyukhin V.A. Model'nye issledovaniya odnoryadnykh svaynykh fundamentov na vozdeystvie lokal'nogo provala v osnovanii [Model Investigations of the Influence of Local Holes in the Bed on One-row Pile Foundations]. Mekhanika gruntov: trudy NIIpromstroya [Soil Mechanics: NIIpromstroy Proceedings]. Ufa, 1986, pp. 77—90.
  3. Gotman N.Z., Gotman A.L., Davletyarov D.A. Uchet sovmestnoy raboty zdaniya i osnovaniya v raschetakh fundamentov pri obrazovanii karstovykh deformatsiy [Account for Combined Behavior of a Structure and Foundation Soil in Foundation Analysis in Case of Karst Strains Formation]. Vzaimodeystvie sooruzheniy i osnovaniy. Metody rascheta i inzhenernaya praktika: trudy Mezhdunarodnoy konferentsii po geotekhnike [Interaction of Structures and Foundation Soils. Design Methods and Engineering Practice: Proceedings of International Conference on Geotechnics]. Saint-Petersburg, 2005, vol. 2, pp. 69—75.
  4. Aderkhold G.I. Klassifikatsiya provalov i mul'd osedaniy v karstoopasnykh rayonakh Gessena. Rekomendatsii po otsenke geotekhnicheskikh riskov pri provedenii stroitel'nykh meropriyatiy [Classification of Holes and Settlements in Karst Areas of Gessen. Recommendations on Evaluation of Geotechnical Risks while Construction]. Nizhniy Novgorod, NNGASU Publ., 2010, 112 p.
  5. Tolmachev V.V., Troitskiy G.M., Khomenko V.P. Inzhenerno-stroitel'noe osvoenie zakarstovannykh territoriy [Engineering and Construction Development of Karsted Areas]. Moscow, Stroyizdat Publ., 1986, 176 p.
  6. Khomenko V.P. Karstovo-obval'nye protsessy «prostogo» tipa: polevye issledovaniya [Karst Processes of the “Simple” Type: Field Investigations]. Inzhenernaya geologiya [Engineering Geology]. Moscow, 2009, no. 4, pp. 40—48.
  7. Sorochan E.A., Tolmachev V.V. Analiz avariy sooruzheniy na zakarstovannykh territoriyakh [Analysis of Breakdowns of Structures on Karsted Areas]. Rossiyskaya geotekhnika — shag v XXI vek: Yubileynaya konferentsiya, posvyashchennaya 50-letiyu ROMGGiF [Russian Geotechnics – a Step towards the XXI-th Century: the Conference Dedicated to the 50th Anniversary of ROMGGiF]. Moscow, 2007, vol. 1, pp. 154—162.
  8. Waltham T., Bell F.G., Culshaw M.G. Sinkholes and Subsidence. Karst and Cavernous Rocks in Engineering and Construction. Chichester: Praxis Publishing Ltd., 2005, 375 p.
  9. Jin Bei Zheng, Hu Zhang, Bao Qiang Liu, Gao Liu, You Ping Fan, Shuai Hua, Dai Xing Jiang Research on Pile Foundation of Transmission Tower Stability Analysis Based on Numerical Simulation in Karst Areas. Advanced Materials Research. 2012, vol. 594—597, pp. 316—319. DOI: 10.4028/www.scientific.net/AMR.594-597.316.
  10. Sartain N.J., Lancelot F. & O’Riordan N.J., Sturt R. Design Loading of Deep Foundations Subject to Sinkhole Hazard. Proceedinf of the 17th International Conference on Soil Mechanics and Geotechnical Engineering. 2009, vol. 2, pp. 1267—1270. DOI: 10.3233/978-1-60750-031-5-1267.
  11. Gotman A.L., Magzumov R.N. Issledovanie NDS svay na granitse karstovogo provala [Investigation of Stress-strain State of Piles at the Boundary of a Karst Hole]. Vestnik grazhdanskikh inzhenerov [Proceedings of Civil Engineers]. Saint Petersburg, 2013, no. 4 (39), pp. 125—132.
  12. Rengach V.N. Shpuntovye stenki (raschet i proektirovanie) [Sheet Piling (Analysis and Design)]. Leningrad, Stroyizdat Publ., 1970, 106 p.
  13. Costopoulos S.D., Makris N. Parametric Analysis of a Prestressed Tie-back. Proceeding of the 14th European Conference on Soil Mechanics and Geotechnical Engineering. 2007, vol. 2, pp. 553—557.
  14. Mirsayapov I.T., Khasanov R.R. Eksperimental'nye issledovaniya napryazhennodeformirovannogo sostoyaniya gibkikh ograzhdeniy s rasporkoy v protsesse poetapnoy razrabotki grunta [Experimental Investigations of Stress-Strain State of Flexible Enclosures with the Brace in the Process of Step by Step Earthwork]. Izvestiya KazGASU, Osnovaniya i fundamenty, podzemnye sooruzheniya [Proceedings of KazGASU, Bases and Foundations, Underground Structures]. Kazan, 2011, no. 2 (16), pp. 129—135.
  15. Gotman A.L., Suvorov M.A. Protivoopolznevye mnogoryadnye konstruktsii iz svay [Landslide Protection Multi-row Pile Constructions]. Geotekhnicheskie problemy stroitel'stva, rekonstruktsii i vosstanovleniya nadezhnosti zdaniy i sooruzheniy: materialy Mezhdunarodnoy nauchno-tekhnichesloy konferentsii [Geotechnical Problems of Construction, Reconstruction and Rehabilitation of Buildings and Structures Reliability: Proceedings of International Scientific and Technical Conference]. Lipetsk, LGTU Publ., 2007, pp. 21—26.

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Introduction and development of soil thermal stabilization technologies at the objects of oil pumping station-2 (OPS-2) of

Vestnik MGSU 8/2014
  • Sapsay Aleksey Nikolaevich - JSC "Transneft'" Vice-President, JSC "Transneft'", 57 Bolshaya Polyanka str., Moscow, 119180, Russian Federation; +7 (495) 950-81-78; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Pavlov Vyacheslav Vladimirovich - OJSC "Giprotruboprovod" Chief Engineer, OJSC "Giprotruboprovod", 24, 1, Vavilov str, Moscow, 119334, Russian Federation; +7 (495) 950-86-50; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Kaurkin Vasiliy Dmitrievich - OJSC "Giprotruboprovod" branch "Moskvagiprotruboprovod" Candidate of Geological and Mineralogical Sciences, Chief Specialist, Department of Engineering Protection, OJSC "Giprotruboprovod" branch "Moskvagiprotruboprovod", 24, 1, Vavilov str, Moscow, 119334, Russian Federation; +7 (495) 950-87-51 (ext. 1481); This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Korgin Andrey Valentinovich - Moscow State University of Civil Engineering (MGSU) Doctor of Technical Sciences, Professor, Supervisor, Scientific and Educational Center of Constructions Investigations and Examinations, Department of Test of Structures, 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 62-72

The article deals with the questions of designing the foundations for the Oil Pumping Station-2 site of “Kuyumba — Tayshet” trunk oil pipeline. The problems of choice and grounds for technical solutions are considered basing on the results of complex thermo-technical calculations.
The construction territory of OPS-2 site of “Kuyumba — Tayshet” trunk oil pipeline is characterized by complex engineering and geocryological conditions:
1) presence of permafrost soil on 80 % of the site area;
2) absence of sufficiently widespread rocky soils under designed buildings and constructions;
3) transition of loamy grounds into yield during thawing.
The buildings and facilities are designed on the basis of pile foundation type with high rigid foundation grill. The piles’ diameter is 325 mm and 426 mm, the total length of piles is 9—12 m. The full designed vertical loading, transferred to the pile, is ranging from 10.6 to 50.4 tf.
According to the results of the calculations, in order to provide the necessary bearing capacity of piles, securing the perception of transmitted designed loadings, the equivalent temperature of the soil along the side surface of piles (Te) should not be higher than –0,5 °C. Taking into account that the soil temperatures on the projected site mainly range from –0.1 to –0.3 °C, in order to lower their temperatures to the calculated values ventilated underground areas are arranged under the buildings and facilities and seasonally active cooling devices (soil thermal stabilizers) are installed.
Assembly technique and construction of ventilated underground areas with application of soil thermal stabilizers were developed earlier while designing the pipeline system “Zapolyarye — Oil Pumping Station Purpe”.
For confirmation of the accepted decisions forecasting thermotechnical calculations were performed with the use of a special computer program TermoStab 67-87, which allows simulating the changes of temperature regimes of the permafrost in the process of construction and operation of the facility.
As a result of thermo-technical calculations, in case of operation of ventilated underground areas only, in the foundation of the facilities at the OPS-2 site (without the application of thermal stabilizers) a reduction in temperature of frozen soils is predicted, however, the required design temperatures, necessary for providing the bearing capacity of piles (–0,5 °C on their side surfaces and below), in one cold season cannot be achieved. For the areas of the distribution of the confluent type of the permafrost the necessary temperatures are achieved only by the 5th year of operation, and for the areas of distribution of non-confluent type of permafrost such temperatures are not achieved even by the 10th year of operation. A joint operation of the ventilated underground areas and soil thermal stabilization systems is conductive to the reduction of soil temperature of the buildings and facilities’ foundations up to the required values, which secure the load-bearing capacity of piles for one cold season.

DOI: 10.22227/1997-0935.2014.8.62-72

References
  1. SP 22.13330.2011. Osnovaniya zdaniy i sooruzheniy [Requirements 22.13330.2011. Foundations for Buildings and Structures]. Minregion Rossii, Moscow, OAO «TsPP» Publ., 2011, 164 p.
  2. SP 24.13330.2011. Svaynye fundamenty [Requirements SP 24.13330.2011. Pile Foundations]. Minregion Rossii, Moscow, OAO «TsPP» Publ., 2011, 90 p.
  3. SP 25.13330.2012. Osnovaniya i fundamenty na vechnomerzlykh gruntakh [Requirements SP 25.13330.2012. Soil Bases and Foundations on Permafrost Soils]. Moscow, Minregion Rossii, 2012, 123 p.
  4. Rukovodstvo po proektirovaniyu osnovaniy i fundamentov na vechnomerzlykh gruntakh [Manual for Designing the Bases and Foundations on Permafrost Soils]. The Gersevanova Institute — Research Studies Institute of Foundations and Underground Structures, Moscow, Stroyizdat Publ., 1980, 305 p.
  5. McFadden T.T., Lawrense Bennett F. Construction in Cold Regions: A Guide for Planners, Engineers, Contractors, and Managers (Wiley Series of Practical Construction Guides). Wiley-Interscience; 1 edition, October 1991, 640 p.
  6. Tiratsoo J. Trans Alaska Pipeline System. Pipelines International, ISSUE 004, June 2010. Available at: http://pipelinesinternational.com/news/trans_alaska_pipeline_system/041523. Date of access: 05.04.2014.
  7. Modelling Tools Aid in Arctic Pipeline Design. Pipeline International Magazine. September 2009, pp. 48—49.
  8. Ershov E.D., editor. Osnovy geokriologii. Ch. 5. Inzhenernaya geokriologiya [Fundamentals of Geocryology. Part 5. Engineering Geocryology]. Moscow, MGU Publ., 1999, 526 p.
  9. Khrustalev L.N. Osnovy geotekhniki v kriolitozone [Fundamentals of Geotechnical Engineering in Permafrost]. Moscow, MGU Publ., 2005, 544 p.
  10. Karnaukhov N.N., Kushnir S.Ya., Gorelov A.S., Dolgikh G.M. Mekhanika merzlykh gruntov i printsipy stroitel'stva neftegazovykh ob"ektov v usloviyakh Severa [Frozen Soil Mechanics and Principles of Construction of Oil and Gas Facilities in the North Conditions]. Moscow, TsentrLitNefteGaz Publ., 2008, 430 p.
  11. Lisin Yu.V., Soshchenko A.E., Pavlov V.V., Korgin A.V., Surikov V.I. Tekhnicheskie resheniya po temperaturnoy stabilizatsii mnogoletnemerzlykh gruntov osnovaniy ob"ektov truboprovodnoy sistemy «Zapolyar'e — NPS "Pur-Pe" [Technical Solutions for Temperature Stabilization of Permafrost Grounds of the Objects of “Zapolyarye-OPS Purpe” Pipeline System]. Promyshlennoe i grazhdanskoe stroitel'stvo [Industrial and Civil Engineering]. 2014, no. 1, pp. 65—68.
  12. RSN 67—87. Inzhenernye izyskaniya dlya stroitel'stva. Sostavlenie prognoza izmeтeniy temperaturnogo rezhima vechnomerzlykh gruntov chislennymi metodami [RSN 67–87. Engineering Surveys for Construction. Forecasting Changes in Temperature Regime of Permafrost Soils Using Numerical Methods]. Moscow, Gosstroy RSFSR Publ., 1988, 40 p.
  13. Lisin Yu.V., Sapsay A.N., Pavlov V.V., Zotov M.Yu., Kaurkin V.D. Vybor optimal'nykh tekhnicheskikh resheniy po prokladke nefteprovoda dlya obespecheniya nadezhnoy ekspluatatsii truboprovodnoy sistemy «Zapolyar'e — NPS Purpe» na osnove prognoznykh teplotekhnicheskikh raschetov [The Choice of Optimal Technical Solutions on Oil Pipeline Laying for Ensuring Reliable Operation of the Pipeline System "Zapolyarye-OPS Purpe" on the Basis of Expected Thermo-Technical Calculations]. Transport i khranenie nefteproduktov i uglevodorodnogo syr'ya [Transport and Storage of Oil and Hydrocarbon Feedstock]. 2014, no. 1, pp. 3—7.
  14. Parkhaev G.V., Shchelokov V.K. Prognozirovanie temperaturnogo rezhima vechnomerzlykh gruntov na zastraivaemykh territoriyakh [Predicting a Temperature Regime of the Permafrost Soil on Built-up Territories]. Leningrad, Stroyizdat Publ., 1980, 112 p.
  15. Strizhkov S.N. Snizhenie tekhnogennogo vozdeystviya zdaniy i sooruzheniy na gruntovye osnovaniya i ikh geomonitoring v kriolitozone [Reduction of Technogenic Influence of Buildings and Facilities on the Soil Bases and their Geomonitoring in the Permafrost Zone]. Promyshlennoe i grazhdanskoe stroitel'stvo [Industrial and Civil Engineering]. 2013, no. 11, pp. 8—12.

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