DESIGNING AND DETAILING OF BUILDING SYSTEMS. MECHANICS IN CIVIL ENGINEERING

Identification of optimal rise-to-spanratios of a dome space frame

Vestnik MGSU 9/2013
  • Shirokov Vyacheslav Sergeevich - Samara State University of Architecture and Civil Engineering (SSUACE) postgraduate student, Department of Metal and Timber Structures, Samara State University of Architecture and Civil Engineering (SSUACE), 194 Molodogvardeyskaya st., Samara, 443001, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 32-40

In this paper, the author considers the issues of design of domed space lattice frames, circular in plan and having rectangular center nets. These structures have several variables influencing their mass. Span width and dome rise are their modifiable parameters. Their fixed parameters include topology, net-to-net distance, length of top net rods, type of the transverse cross-section of rods, and the construction material. Their constraints include the tensile strength of elements, the stability of compressed elements, restrictions applied to the rigidity of a structure, and restrictions applied to the span size. The task of finding the optimal rise-to-span ratio was solved by introducing successive changes into variables. The value of the span was changed at the increments of 10 meters, while the rise was changed at the increments equal to 5 meters.As a result of a series of calculations, values of variable parameters of a convex spatial lattice frame having tubular sections and different ratios were obtained. If the value of a span is within the 30 m≤l< 60 meters range (where l is the span of a structure), the optimal rise value rests within (1/5 to 1/8)l. The optimal rise is (1/4 to 1/5)l for spans above 60 meters.

DOI: 10.22227/1997-0935.2013.9.32-40

References
  1. Trofimov V.I., Begun G.B. Strukturnye konstruktsii (issledovanie, raschet i proektirovanie) [Space Frames (Study, Calculation, and Design)]. Moscow, Stroyizdat Publ., 1972, 272 p.
  2. Klyachin A.Z. Metallicheskie reshetchatye prostranstvennye konstruktsii regulyarnoy struktury (razrabotka, issledovanie, opyt primeneniya) [Metal Lattice Space Structures Having Regular Structure (Development, Study, Application Experience]. Ekaterinburg, Diamant Publ., 1994, 276 p.
  3. Khisamov R.I. Konstruirovanie i raschet strukturnykh pokrytiy [Design and Analysis of Space Frames]. Kazan, 1977, 79 p.
  4. Alpatov V.Yu., Kholopov I.S. Optimizatsiya geometricheskoy formy prostranstvenno-sterzhnevykh konstruktsiy [Optimization of Geometrical Shape of Space and Rod Constructions]. Metallicheskie konstruktsii [Metal Structures]. 2009, no. 1, vol. 15, pp. 47—57.
  5. Lipnitskiy M.E. Kupola [Domes]. Leningrad, Izdatel'stvo literatury po stroitel'stvu publ., 1973, 129 p.
  6. Behzad A., Hamid M., Amran A. Find the Optimum Shape Design of Externally Pressurized Torispherical Dome Ends Based on Buckling Pressure by Using Imperialist Competitive Algorithm and Genetic Algorithm. Applied Mechanics and Materials. 2012, vol. 110—116, pp. 956—964.
  7. ?arba? S., Saka M.P. Optimum Design of Single Layer Network Domes Using Harmony Search Method. Asian Journal of Civil Engineering (Building and Housing). 2009, vol. 10, no. 1, pp. 97—112.
  8. Molev I.V. Chislennoe issledovanie zakonomernostey vesa setchatykh kupolov [Numerical Modeling of Mass-related Regularities of Lattice Domes]. Izvestiya vuzov. Stroitel'stvo i arkhitektura [News of Institutions of Higher Education. Construction and Architecture.] 1973, no. 8, pp. 3—8.
  9. Likhtarnikov Ya.M. Variantnoe proektirovanie i optimizatsiya stroitel'nykh konstruktsiy [Trial Design and Optimization of Structural Units]. Moscow, Stroyizdat Publ., 1979, 319 p.
  10. Majid K.I. Optimum Design of Structures. London, 1974, 237 p.

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Rational distribution of slab stiffness along the height of building with account for shear deformation

Vestnik MGSU 11/2013
  • Tamrazyan Ashot Georgievich - Moscow State University of Civil Engineering (National Research University) (MGSU) Doctor of Technical Sciences, Professor, full member, Russian Engineering Academy, head of the directorate, 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 .
  • Filimonova Ekaterina Aleksandrovna - Moscow State University of Civil Engineering (MGSU) postgraduate student, Department of Re- inforced 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 84-90

Currently, great attention is paid to the choice of optimal and rational design and construction solutions for individual structures and buildings in general. In the process of design not only constructive solution of an element is important, but also its location in the design scheme of the building. It is known that the correct consideration of the elements interaction in the design scheme contributes significantly to the rigidity and strength of multi-storey buildings.Slabs are involved in bending and shear and act like keys between the vertical elements. In order to reduce shear deformations and enhance overall stability of the building it is possible to increase the size of the keys, that means, to increase the height of a slab. In is necessary to determine the area that has the most significant impact on the rigidity and stability of the frame.For deciding that issue a computer model of 25-storey building was built. Settlement scheme was used to estimate the strength, deformability and stability of the frame.Basing on the models stability assessment it is suggested that the most efficient design solution is the floor slabs strengthening in the middle tier of the building by 0.4-0.5 heights of the building.

DOI: 10.22227/1997-0935.2013.11.84-90

References
  1. Sahab M.G., Ashour A.F., Toropov V.V. Cost Optimization of Reinforced Concrete Flat Slab Buildings. Engineering Structures. 2005, vol. 27, no. 3, pp. 313—322.
  2. Wust J., Wagner W. Systematic Prediction of Yield-Line Configurations for Arbitrary Polygonal Plates. Karlsruhe: Baustatik, 2007, 24 p.
  3. Malkov V.P., Kisilev V.G., Sergeev S.A. Optimizatsiya po masse prostranstvennykh ramnykh konstruktsiy s var'iruemymi tolshchinami poperechnykh secheniy s uchetom ogranicheniy po ustalostnoy dolgovechnosti [Optimization of Three Dimensional Frame Structures with the Variable Cross Section Thicknesses in Respect of their Mass Considering Restrictions of Fatigue Life]. Prikladnaya mekhanika i tekhnologiya mashinostroeniya: sbornik nauchnykh trudov [Applied Mechanics and Mechanical Engineering: Collection of Scientific Works]. Nizhniy Novgorod, 1997, pp. 77—97.
  4. Salamakhin P.M. Kontseptsiya avtomatizatsii proektirovaniya i optimizatsii konstruktsiy mostov [The Concept of Design Automation and Optimization of Bridge Construction]. Nauka i tekhnika v dorozhnoy otrasli [Science and Techniques in Road Sector]. 2005, no. 2(33), pp. 11—14.
  5. Serpik I.N., Mironenko I.V. Optimizatsiya zhelezobetonnykh ram s uchetom mnogovariantnosti nagruzheniya [Optimization of Reinforced Concrete Frames with Account for Multivariability of Loadings]. Stroitel'stvo i rekonstruktsiya [Construction and Reconstruction]. 2012, no. 1, pp. 33—39.
  6. Tamrazyan A.G., Filimonova E.A. Metod poiska rezerva nesushchey sposobnosti zhelezobetonnykh plit [Searching Method for Reserve of Load-bearing Capacity of Reinforced Concrete Slabs]. Promyshlennoe i grazhdanskoe stroitel'stvo [Industrial and Civil Engineering]. 2011, no. 3, pp. 23—25.
  7. Klyueva N.V., Vetrova O.A. K otsenke zhivuchesti zhelezobetonnykh ramno-sterzhnevykh konstruktivnykh sistem pri vnezapnykh zaproektnykh vozdeystviyakh [Assesment of the Life of Reinforced Concrete Frame Construction Systems in Case of Unexpected Impacts beyond Design]. Promyshlennoe i grazhdanskoe stroitel'stvo [Industrial and Civil Engineering]. 2006, no. 11, pp. 56—57.
  8. Kovalevich O.M. K voprosu o vybore optimal'nykh zatrat na upravlenie riskom pri chrezvychaynykh situatsiyakh [On the Problem of Choosing Economic Costs for Risk Managment in Case of Emergency Situations]. Problemy bezopasnosti pri chrezvychaynykh situatsiyakh [Security Issues in Emergency Situations]. 2001, no. 2, pp. 27—41.
  9. Gorodetskiy A.S., Evzerov I.D. Komp'yuternye modeli konstruktsiy [Computer Models of Structures]. Kiev, Fakt Publ., 2005, 344 p.
  10. Simbirkin V.N. Proektirovanie zhelezobetonnykh karkasov mnogoetazhnykh zdaniy s pomoshch'yu PK STAR ES [Designing Reinforced Concrete Frameworks for Multi-storey Buildings Using Software STAR ES]. Informatsionnyy vestnik Mosoblgosekspertizy [Informational Proceedings of Moscow Regional State Expertise]. 2005, no. 3(10), pp. 42—28.

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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

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