DESIGNING AND DETAILING OF BUILDING SYSTEMS. MECHANICS IN CIVIL ENGINEERING

Rational usage of structural systems of multi-storey buildings

Vestnik MGSU 11/2013
  • Senin Nikolay Ivanovich - Moscow State University of Civil Engineering (MGSU) Candidate of Technical Sciences, Professor, Director of the Institute of Construction and Architecture, 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 76-83

The article focuses on the classification of structural systems of multi-storey buildings based on four main (or primary) systems fundamentally different by the type of vertical load-bearing structures. Also a rational application of various structural systems of multi-storey buildings has been proposed as a result of the analysis of earlier performed studies and real-world experience of designing. The usage of combined structural systems that consist of various combinations of primary systems is examined.15 types of structural systems can be detached from the variety of primary and combined systems.The growing number of storeys of multi-storey buildings together with the growth of urban population and increasing availability of housing, as well as limited and cramped urban area, was justified. 10 of the most widely used structural systems were analyzed with a brief analysis of their features to ensure the tridimensional rigidity.The vertical distribution of functions in multifunctional buildings, as well the forecast for the percentage distribution of functions in high-rise buildings were also presented in the article. These guidelines can be used by designers on trial design stage for choosing the most rational structural system of multi-storey buildings of different heights.

DOI: 10.22227/1997-0935.2013.11.76-83

References
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  2. Shcherbakova E. Gorodskoe naselenie Rossii na nachalo 2010 goda — 103,8 mln chelovek, ili 73,1 % ot obshchego chisla rossiyan [Urban population of Russia in the beginning of 2010 is 103,8 million people, or 73,1 % of total number of Russians]. DemoskopWeekly. 2010, no. 407—408. Available at: http:///www.demoskop.ru/weekly/2012/0507. Date of access: 10.04.2013.
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  6. Xu Peifu, Fu Xiuyeyi, Wang Cuikun, Xiao Congzhen; editor Xu Peifu. Proektirovanie sovremennykh vysotnykh zdaniy [Design of Modern High-rise Buildings]. Moscow, ASV Publ., 2008, 467 p.
  7. Drozdov P., Lishak V. Prostranstvennaya zhestkost' i ustoychivost' mnogoetazhnykh zdaniy razlichnykh konstruktivnykh sistem [Spatial Rigidity and Stability of Multy-storey Buildings of Various Constructive Systems]. Tr. III Mezhdunar. simpoziuma S-41 MSS i Ob"edinennogo komiteta po vysotnym zdaniyam. Publikatsiya ¹ 43 [Proceedings of the 3rd International Symposium S-41 MSS and Public Committee for High-rise Buildings. Issue 43]. Moscow, TsNIIEP zhilishcha Publ., 1976, pp. 20—25.
  8. Khan F. The Future of High Rise Structures. Progressive Architecture. 1972, no. 10, pp. 78—91.
  9. Kozak Yu. Konstruktsii vysotnykh zdaniy [The Structures of High-rise Buildings]. Moscow, Stroyizdat Publ., 1986, 307 p.
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  11. Peyman A.N. Vysotnye soty. Novaya innovatsionnaya konstruktivnaya sistema dlya vysotnykh zdaniy [High-rise Honeycombs. New Innovative Constructive System for High-rise Buildings]. Vysotnye zdaniya [High-rise Buildings]. 2012, no. 6, pp. 80—85.
  12. Zhang Weibin. Proektirovanie mnogoetazhnykh i vysotnykh zhelezobetonnykh sooruzheniy [Design of Multistoried and High-rise Reinforced Concrete Structures]. Moscow, ASV Publ., 2010, 597 p.

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Analysis of the properties of frame structures on elastic pliable foundation with sensitivity functions

Vestnik MGSU 7/2014
  • Dmitriev Gennadiy Nikiforovich - Chuvash State University (CSU) Candidate of Technical Sciences, Associate Professor, Department of Building Structures, Chuvash State University (CSU), 15 Moskovskiy pr., Cheboksary, 428015, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Shatovkin Semen Aleksandrovich - Chuvash State University (CSU) Postgraduate Student, Department of Building Structures, Chuvash State University (CSU), 15 Moskovskiy pr., Cheboksary, 428015, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 75-84

The authors modified classical dummy-unit load method by adding elastic pliable foundation in the computation scheme. System attributes (internal force and foundation settlements) were obtained in symbolic form. Sensitivity functions were computed as direct system attributes differential with respect to a specific parameter. The developed method analyzes the structures’ properties with pliable foundation with sensitivity functions on the entire set of parameters. Using the above method, we observed the properties of the three-bay single-storey flat frame, computed sensitivity coefficients of a relative difference foundation settlements and the maximum bending moment of design frame parameters. Structural analysis without considering pliable base corresponds to a model with incompressible foundation. Practically such grounds are rare. Pliable base leads to displacement of the foundations, which in turn changes the stress-strain state of structures. Calculation of foundation settlements as freestanding unrelated elements also leads to errors. In general, settlement of any foundation leads to additional forces in the elements of the entire system, and hence to additional settlement of the remaining foundations. This issue is especially important for frame structures with freestanding foundations, such as joint foundation settlements caused by the stiffness of the structural elements of the frame. Thus, the analysis of foundation and frame elements collaboration based on sensitivity functions helps to assess the impact of system parameters on its properties. Purposeful reduction of the design parameters of the frame elements reduced the relative differential foundation settlements from 0.00213 to 0.00197 and the maximum bending moment from 781.2 kN∙m to 738.6 kN∙m.

DOI: 10.22227/1997-0935.2014.7.75-84

References
  1. Andreev V.I., Barmenkova E.V., Matveeva A.V. O nelineynom effekte pri raschete konstruktsii i fundamenta s uchetom ikh sovmestnoy raboty [On Nonlinear Effects in Calculating Structures and Foundations with Consideration of their Collaboration]. Izvestiya vysshikh uchebnykh zavedeniy. Stroitel'stvo [News of Higher Educational Institutions. Construction]. 2010, no. 9, pp. 95—99.
  2. Morgun A.S., Met' I.N. Uchet pereraspredeleniya usiliy pri issledovanii napryazhenno-deformirovannogo sostoyaniya sovmestnoy raboty sistemy "osnovanie — fundament — sooruzhenie" [Accounting for Efforts’ Redistribution in the Study of Stress-Strain State of Collaboration System "Ground — Foundation — Structure"]. Nauchnye trudy Vinnitskogo natsional'nogo tekhnicheskogo universiteta [ScientificWorks of Vinnytsia National Technical University]. 2009, no. 2. Available at: http://praci.vntu.edu.ua/article/view/1091. Date of access: 2.05.2014.
  3. Ivanov M.L. Razrabotka i chislennaya realizatsiya matematicheskoy modeli prostranstvennoy sistemy «zdanie — fundament — osnovanie» [Development and Numerical Implementation of Mathematical Model of "Building — Foundation — Ground" Spatial System]. Intellektual'nye sistemy v proizvodstve [Intelligent Systems in Manufacturing]. 2011, no. 1, pp. 24—35.
  4. Gorodetskiy A.S., Batrak L.G., Gorodetskiy D.A., Laznyuk M.V., Yusipenko S.V. Raschet i proektirovanie vysotnykh zdaniy iz monolitnogo zhelezobetona [Calculation and Design of Reinforced Concrete High-Rise Buildings]. Kiev, Fakt Publ., 2004, 106 p.
  5. Perel'muter A.V., Slivker V.I. Raschetnye modeli sooruzheniy i vozmozhnost' ikh analiza [Design Structural Models and the Possibility of Their Analysis]. Kiev, Stal' Publ., 2002, 600 p.
  6. Gorodetskiy A.S., Evzerov I.D. Komp'yuternye modeli konstruktsiy [Computer Structural Models]. 2nd edition. Kiev, Fakt Publ., 2007, 394 p.
  7. Haug E.J., Arora J.S. Applied Optimal Design: Mechanical and Structural Systems. New York, John Wiley & Sons Inc., 1979, 506 p.
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Calculating model of a frame type planar truss having an arbitrary number of panels

Vestnik MGSU 10/2018 Volume 13
  • Mikhail N. Kirsanov - National Research University “Moscow Power Engineering Institute” (MPEI) Doctor of Phisical and Mathematical Sciences, Professor, Department of robotics, mechatronics, dynamics and strength of machines, National Research University “Moscow Power Engineering Institute” (MPEI), 14 Krasnokazarmennaya st., Moscow, 111250, Russian Federation.

Pages 1184-1192

ABSTRACT Introduction. The subject of the study is the kinematic variability and deformations of a planar statically-determinate elastic truss with a horizontal bolt, lateral supporting trusses and a cross-shaped grid under the action of various types of static loads. The structure has three movable supports and one fixed support. Objectives - derivation of formulas giving the dependence of the deflection of the structure in the middle of the span and the displacement of one of the three movable supports from the dimensions, load and number of panels; analysis of the kinematic variability and derivation of the analytical dependence of the forces in the rods of the middle of the span from the number of panels. Materials and methods. Forces in the rods of the truss are calculated in symbolic form by cutting out nodes using the Maple symbolic and numeric computational environment. In order to calculate the deflection, the Maxwell - Mohr formula was used. Calculation formulas for the deflection and displacement of the support were derived using the induction method based on the results of analytical calculations of a number of trusses with a different number of panels in the crossbar and lateral support trusses. The special operators of the genfunc package for managing the rational generating functions of the Maple system were used to identify and solve the recurrence equations satisfied by the sequences of coefficients of the formulas for deflection and forces. It is assumed that all the rods of the truss have the same rigidity. Results. Several variants of loads on the truss are considered. A combination of panel numbers is found in which the truss becomes kinematically variable. The phenomenon is confirmed by the corresponding scheme of possible velocities. All required dependences have a polynomial form by the number of panels. The curves of the dependence of the deflection on the number of panels and on the height of the truss are constructed in order to illustrate the analytical solutions. Conclusions. The proposed scheme of a statically determinate truss is regular, allowing a fairly simple analytic solution of the deflection problem. The curves of the identified dependencies have significant areas of abrupt changes, which can be used in problems of optimising the design by weight and rigidity.

DOI: 10.22227/1997-0935.2018.10.1184-1192

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