DESIGNING AND DETAILING OF BUILDING SYSTEMS. MECHANICS IN CIVIL ENGINEERING

SIMULATION STUDIES OF THE STRESS-STRAINED STATE OF LARGE-DIAMETER SHELLS WITH THE FILLER

Vestnik MGSU 12/2012
  • Tsimbel'man Nikita Yakovlevich - Far Eastern Federal University (DVFU) Candidate of Technical Sciences, Associate Professor, Chair, Department of Hydraulic Engineering, Theory of Buildings and Structures, School of Engineering, Far Eastern Federal University (DVFU), Building 811, 66 prospekt Krasnogo znameni, 690014, Vladivostok, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Chernova Tat'yana Igorevna - Far Eastern Federal University (DVFU) master of engineering and technology in civil engineering, lead engineer, Department of Hydraulic Engineering, Theory of Buildings and Structures, School of Engineering, Far Eastern Federal University (DVFU), Office 809, Building 811, 66 prospekt Krasnogo znameni, 690014, Vladivostok, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 71 - 77

The use of thin shells with the filler in the building industry as one of the most efficient types of building structures are considered in this paper. The fields of application of thin shell structures are specified, including civil, industrial and hydraulic engineering. Theoretical researches of the joint performance of fillers and shell materials that keep the fillers in the design position have proven the efficiency of the joint performance of structural components, while other insufficiently explored areas of their joint performance have been identified.
An overview of the experimental research of the stress-strained state of thin shells and fillers is provided in the paper. Studies were conducted using the model of a vertical cylindrical shell filled with a loose material. Dimensions and material properties of the model are defined according to the similarity theory, subject to the scale-based proportion of rigidity of the shell structure model. Clear dry sand served as the model filler, as loose soil is capable of simulating the behaviour of the filler of a real structure due to the absence of cohesion.
Scaling conditions are satisfied in respect of the model exposure to loads. Eccentric load was applied to the shell during the experiment. Stresses in the bearing zone of the model were registered with stress gauges. Model deformations were traced and registered by mechanical displacement sensors. Computer simulation and calculations were performed using the finite element method (FEM), and internal forces and calculated displacements were identified in the shell as a result. Further, calculated values of stresses within the body of a thin shell were compared with the data obtained in the course of model tests. The area exposed to compressive stress in the bearing zone of the shell was considered in detail: the experimental data and stress distribution patterns identified in the course of calculations were compared. Possible reasons for their non-compliance were provided. Lines of development of a mathematical model describing the stress-strain state of eccentrically loaded shell structures that interact with the internal environment of the filler and that rest on elastic or rigid foundations were also generated.

DOI: 10.22227/1997-0935.2012.12.71 - 77

References
  1. Pikul’ V.V. Mekhanika obolochek [Mechanics of Shells]. Vladivostok, Dal’nauka Publ., 2009, 536 p.
  2. Pikul’ V.V. K raschetu ustoychivosti anizotropnoy tsilindricheskoy obolochki prochnogo korpusa podvodnogo apparata [On the Stability Analysis of an Anisotropic Cylindrical Shell of a Hull of an Underwater Vehicle]. Vestnik Dal’nevostochnogo gosudarstvennogo tekhnicheskogo universiteta: elektronnoe periodicheskoe izdanie [Herald of the Far Eastern State Technical University. An electronic periodical]. 2009, no. 2 (2), pp. 98—105.
  3. Druz’ I.B. Osesimmetrichnye meridional’no napryazhennye myagkie emkosti i obolochki [Axis-Symmetric Soft Tanks and Shells Exposed to Meridian Stress]. Vladivostok, Dal’nevost. un-t publ., 1991, 118 p.
  4. Druz’ I.B., Druz’ B.I. Osesimmetrichnye zadachi statiki myagkikh obolochek i emkostey [Axis-Symmetric Problem of Statics of Soft Shells and Tanks]. INTERMOR Publ., Vladivostok, 1999, 127 p.
  5. Tsimbel’man N.Ya., Bekker A.T. Napryazhenno-deformirovannoe sostoyanie svaynykh konstruktsiy shel’fovykh sooruzheniy s rostverkami maloy zhestkosti [Stress-strain State of Piles of Offshore Structures That Have Low Stiffness Caps]. Proceedings of the Ninth ISOPE Pacific/Asia Offshore Mechanics Symposium (PACOMS-2010). Busan, Korea, 2010, p. 359.
  6. Bekker A.T., Tsimbel’man N.Ya. Primenenie obolochechnykh konstruktsiy s uprugim napolnitelem v stroitel’stve [Application of Shell Structures That Have Elastic Fillers in Construction Works]. Vestnik Dal’nevostochnogo gosudarstvennogo tekhnicheskogo universiteta: elektronnoe periodicheskoe izdanie [Herald of the Far Eastern State Technical University. An electronic periodical]. 2010, no. 2 (4), pp. 27—34.

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THE RESULTS OF PHYSICAL SIMULATION OF THERMOABRASION BANK COLLAPSE OF ARCTIC WATER BODIES

Vestnik MGSU 6/2013
  • Sobol Ilya Stanislavovich - Federal State Budget Education Institution of Higher Professional Education “Nizhny Novgorod State University of Architecture and Civil Engineering” (NNGASU) Candidate of Technical Sciences, Associate Professor, Department of Hydrotechnical construction, Dean Faculty of Civil Engineering; +7(831)430-42-89, Federal State Budget Education Institution of Higher Professional Education “Nizhny Novgorod State University of Architecture and Civil Engineering” (NNGASU), 65, Iljinskaya Str., Nizhny Novgorod, 603950, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 197-203

Process of downfall of frozen ground overhanging above a thermoabrasion cave under its own mass forms the cycle of thermoabrasive destruction of sea shores and reservoir banks in the cryolite zone. Russian and foreign papers on arctic coastal dynamics merely state the existence of thermoabrasion caves, but quantitative measurements of the collapsed frozen ground overhanging the caves have never been done. It is difficult to measure parameters of this process under natural conditions, therefore, physical tests were carried out. Testing was performed at freezing air temperatures and comprise several steps. Blocks of frozen ground were manufactured in forming boxes. Blocks were placed in a cartridge on a table, a console imitating frozen ground overhanging a cave was pulled out, a load was applied. Moments of load application and the console failure were registered. In this way there were tested 24 blocks with various length of console of loam, sand, and pebble. Presented are test results and physical properties of the frozen soils under investigation, graphs of their breaking strength plotted on the basis of test data. The simulation has revealed the following: console failure is caused by the rupture of frozen ground along a surface which is almost vertical; breaking strength value at the moment of the console failure is smaller than that at the uniaxial tension of frozen soils, but this difference is negligible for engineering calculations; coarse frozen ground (pebble) shows lower breaking strength as compared with fine one (sand); when the thermoabrasion caves in the shores are formed quickly (during a few hours of storm), the probability of overhanging ground failure should be evaluated by the value of frozen ground breaking strength, which is intermediate between the instantaneous and prolonged strength values. The obtained data may be used in engineering calculations of arctic thermoabrasion shore downfall.

DOI: 10.22227/1997-0935.2013.6.197-203

References
  1. Sobol S.V. Vodokhranilisha v oblasti vechnoi merzloty [Rezervoirs in Permafrost Zones]. Nizhny Novgorod: Nizhny Novgorod State University of Architecture and Civil Engineering, 2007, 432 p.
  2. Are F.E. Razrushenie beregov arkticheskikh primorskikh nizmennostei [Destgruction of the Banks of Arctic Seaside Lowlands]. Novosibirsk, GEO academic publ., 2012, 291 p.
  3. Yakutia P.V. Vittenburg (Ed.). Leningrad, Publishing house of USSR AS, 1927. 725 p.
  4. Onikienko T.S. Osobennosti inzhenerno-geokriologicheskikh usloviy raionov ekspluatiruemykh i proektiruemykh GES na Krainem Severe [Peculiarities of Building and Geological Conditions of Territories where Operating and Projected Water Power Plants in the Thule are Placed] // Problemy ingenernogo merzlotovedenia v energeticheskom stroitelstve [Problems of Engineering Permafrost Studies in Power Building]. Collection of articles. Moscow, Kuibyshev Moscow Institute of Civil Engineering, 1987, pp. 75—85.
  5. Krivonogova N.F., Svitelskaya L.I., Fyodorov D.K. Osobennosti pererabotki beregov vodokhranilish v kriolitozone [Peculiarities of Redevelopment of Reservoirs Banks in Kriolitozone]. News of Vedeneev VNIIG. St.-Petersburg, 2009, vd. 255, pp. 25—33.
  6. Harper I.R. The physical processes affecting the stability of tundra clift coasts. Department of Marine Sciences. Louisiana State University. Ph.D. dissertation: Baton Rouge. Louisiana, 1978, 212 p.
  7. Are F.E., Reimnitz E., Kassens H. Cryogenic processes of Arctic land-ocean interaction. Polarforschung. 2000, vd. 68, pp. 207—214.
  8. Pilkey O.H., Young R.S., Riggs S.R. et al. The concept of shoreface profile of equilibrium: a critical review. J. Coastal Res. 1993, vd. 9(1), pp. 255—278.
  9. Kobayashi N., Reimnitz E. Thermal and mechanical erosion of slopes and beaches. Arctic coastal processes and slope protection design, A.T. Chen, C.B. Leidersdorf (Eds.). Amer. Soc. Of Civil Eng., New York, 1988, pp. 46—62.
  10. Tsytovich N.A. Mekhanika myorzlykh gruntov [Mechanics of Frost Soils]. Moscow, Vysshaya shkola Publ., 1973, 466 p.
  11. Kagan A.A., Krivonogova N.F. Slovar Spravochnik. Inzhenernoe merzlotovedenie v gidrotekhnike [Dictionary-reference book. Engineering Permafrost Studies in Hydropower Engineering]. (Eds.). St.-Petersburg: Publishing house JSC Vedeneev VNIIG, 2001, 431 p.
  12. Sobol I.S., Khokhlov D.N. Avtomatizatsia inzhenernykh raschyotov beregopereformirovaniy na vodokhranilischakh kriolitozony [Automation of Engineering Calculations of Redevelopment of Banks of Reservoirs in Kriolit Territories]. Problemy inzhenernogo merzlotovedenia [Problems of Engineering Permafrost Studies]. In proceedings of IX International symposium. Yakutsk: Publishing house of the Institute of cryopedology SB RAS, 2011, pp. 115—120.

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Experimental research into the stress-strainstate of high-rise buildings concrete structures

Vestnik MGSU 10/2013
  • Almazov Vladlen Ovanesovich - Moscow State University of Civil Engineering (MGSU) Doctor of Technical Sciences, Professor, Department of Reinforced Concrete and Masonry 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 .
  • Klimov Alexey Nikolaevich - Moscow State University of Civil Engineering (MGSU) Assistant, Department of Reinforced Concrete and Masonry 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 102-109

Some results of high-rise buildings monitoring program are presented in this paper. The monitoring system is currently operating at the high-rise apartment building in Moscow. The vibrating wire strain gauges were embedded in the foundation slab and groundlevel walls during the construction. Measurements are carried out automatically at 6-hour intervals, and received in real time by the monitoring station. In this paper the result of measuring the strain in the concrete walls during 4 years is reported.The computer model of the building was made in order to compare the experimental and predicted data. Mathematical models of a high-rise building are simplified, but we are taking into account the main factors, that influence the stress-strain state of reinforced concrete structures. These factors are: influence of soil base, phases of construction and change of concrete deformation characteristics. The total strain in constructions was calculated as a sum of a strain under load, thermal strain, plastic shrinkage and creep. This data was compared with the total strain in structures measured by the gauges.The analysis of quantitative and qualitative correspondence between the model and actual data was performed. The comparison shows that the theoretical results obtained by the performed procedure are similar to the experimental data. It demonstrates that the model reflects the actual behavior of constructions. The differences found during the comparison are due to the redistribution of stresses from one part of a construction to the other that can occur even if the load is constant. This phenomenon is clearly seen during the suspension of construction. Some differences due to unaccounted factors were found, which should be investigated later.

DOI: 10.22227/1997-0935.2013.10.102-109

References
  1. Casciati F. An Overview of Structural Health Monitoring Expertise within the European Union. In: Wu Z.S., Abe M. Structural Health Monitoring and Intelligent Infrastructure — Proceedings of the 1st International Conference on Structural Health Monitoring and Intelligent Infrastructure. Lisse, the Netherlands, Balkema. 2003, vol. 1, pp. 31—37.
  2. Glisic B., Inaudi D. Fibre Optic Methods for Structural Health Monitoring. John Wiley & Sons, Inc., 2007, 276 p.
  3. Ko J.M., Ni Y.Q. Technology Developments in Structural Health Monitoring of Largescale Bridges. Engineering Strucutres. Elsevier, 2005, vol. 27, no.12, pp. 1715—1725.
  4. Katzenbach R, Hoffmann H., Vogler M., Moormann C. Costoptimized Foundation Systems of High-Rise Structures, based on the Results of Actual Geotechnical Research. International Conference on Trends in Tall Buildings, September 5—7, 2001. Frankfurt on Main, pp. 421—443.
  5. Schmitt A., Turek J., Katzenbach R. Application of Geotechnical Measurements for Foundations of High Rise Structures. 2nd World Engineering Congress (WEC), 22—25 July 2002. Sarawak, Malaysia, pp. 40—46.
  6. Glisic B., Inaudi D., Lau J.M., Fong C.C. Ten-year Monitoring of High-rise Building Columns Using Long-gauge Fiber Optic Sensors. Smart Materials and Structures, 2013, vol. 22, no. 5, paper 055030.
  7. Voznyuk A.B., Kapustyan N.K., Tarakanovskiy V.K., Klimov A.N. Monitoring v protsesse stroitel'stva napryazhenno-deformirovannogo sostoyaniya nesushchikh konstruktsiy i gruntov osnovaniya vysotnykh zdaniy v Moskve [Stress-strain State Monitoring of Structures and Soil Base of High-rise Buildings in Moscow]. Budivel?ni konstruktsii [Building Constructions]. Kiev, 2010, vol. 73, pp. 461—467.
  8. Almazov V.O., Klimov A.N. Aktual'nye voprosy monitoringa zdaniy i sooruzheniy [Topical Issues of Buildings and Structures Monitoring]. Sbornik dokladov traditsionnoy nauchno-tekhnicheskoy konferentsii professorsko-prepodavatel'skogo sostava Instituta stroitel'stva i arkhitektury [Collected Reports of the Traditional Scientific and Technical Conference of the University Faculty of the Institute of Civil Engineering and Architecture]. Moscow, MGSU Publ., 2010, pp. 169—174.
  9. Ter-Martirosyan Z.G., Telichenko V.I., Korolev M.V. Problemy mekhaniki gruntov, osnovaniy i fundamentov pri stroitel'stve mnogofunktsional'nykh vysotnykh zdaniy i kompleksov [Problems of Soil Mechanics, Soil Bases and Foundations in the process of Erection of High-rise Buildings]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2006, no. 1, pp. 18—27.
  10. Kryzhanovskiy A.L., Rubtsov O.I. Voprosy nadezhnosti proektnogo resheniya fundamentnykh plit vysotnykh zdaniy [Reliability of Foundation Slabs of High-rise Buildings]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2006, no. 1, pp. 191—198.
  11. Bezvolev S.G. Proektirovanie i raschety osnovaniy i fundamentov vysotnykh zdaniy v slozhnykh inzhenerno-geologicheskikh usloviyakh [Designing Procedure and Calculations of Soil Bases and Foundations of High-rise Buildings in Difficult Geotechnical Conditions]. Razvitie gorodov i geotekhnicheskoe stroitel'stvo [Development of Urban Areas and Geotechnical Engineering]. 2007, no. 11, pp. 98—118.
  12. Kabantsev O.V., Karlin A.V. Raschet nesushchikh konstruktsiy zdaniy s uchetom istorii vozvedeniya i poetapnogo izmeneniya osnovnykh parametrov raschetnoy modeli [Calculation of Bearing Structures of Buildings with Due Regard to the History of Construction and Stage-by-stage Change of Key Parameters of Computational Model]. Promyshlennoe i grazhdanskoe stroitel'stvo [Industrial and Civil Engineering]. 2012, no. 7, pp. 33—35.
  13. Rekomendatsii po uchetu polzuchesti i usadki betona pri raschete betonnykh i zhelezobetonnykh konstruktsiy [Guidance on Accounting for Creep and Shrinkage of Concrete in case of Calculation of Reinforced Concrete Structures]. Moscow, Stroyizdat Publ, 1988, 121 p.
  14. Klimov A.N. Metodika obrabotki dannykh sistemy monitoringa vysotnogo zdaniya // Promyshlennoe i grazhdanskoe stroitel'stvo [Techniques of Data Processing of Monitoring System of High-rise Buildings]. 2012, no. 12, pp. 42—43.

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