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ARCHITECTURE AND URBAN DEVELOPMENT. RESTRUCTURING AND RESTORATION

REINFORCED CONCRETE ELEMENTS OF LANDSCAPING OF ALLOTMENT GARDENS ON THE TERRAIN

Vestnik MGSU 12/2012
  • Malakhova Anna Nikolaevna - Moscow State University of Civil Engineering (MGSU) Candidate of Technical Sciences, Associate Professor, Department of Reinforced Concrete Structures, Department of Architectural and Structural Design; +7 (495) 287-49-14, ext. 30-35; +7 (495) 583-07-65, ext. 17-65, 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 .
  • Mukhin Mikhail Aleksandrovich - Moscow State University of Civil Engineering (MGSU) assistant lecturer, Department of Reinforced Concrete Structures; +7 (495) 287-49-14, ext. 30-35, 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 27 - 31

Simplicity of formation of the monolithic reinforced concrete and benefits of its use in the restrained conditions of the terrain make its application lucrative. Retaining walls and stairs are the most widely spread monolithic concrete elements used in the landscaping of private allotment gardens on the terrain.
In the article, the authors propose their design solutions for reinforced concrete elements integrated into the landscaping of allotment gardens on the terrain: a sheet-pile retaining wall with stairs and a monolithic reinforced concrete arch bridge.
The authors provide their sample analysis of a monolithic sheet-pile retaining wall with a stairs. Its steps and stair-head were analyzed as flexural elements tightly coupled with the retaining wall, with a platform on three sides and steps on two sides. There are formwork drawings and reinforcement drawings of a monolithic sheet-pile retaining wall with a stairs in the article.
Analysis of a monolithic reinforced concrete arch bridge was performed using LIRA software. To reduce the temperature and shrinkage stresses in an arch bridge, as well as stresses that arise in it in case of installation of supports, a two-hinged arch was chosen as the design bridge model.
There are dimensions of the formwork, pattern of the steel frame of the reinforced concrete arch bridge and the design solution of a swivel support unit in the article.

DOI: 10.22227/1997-0935.2012.12.27 - 31

References
  1. Teodoronskiy V.S., Sabo E.D., Frolova V.A. Stroitel’stvo i ekspluatatsiya ob”ektov landshaftnoy arkhitektury [Construction and Operation of Landscape Facilities]. Moscow, Akademiya Publ., 2006, pp. 85—100.
  2. Dobromyslov A.N. Primery rascheta konstruktsiy zhelezobetonnykh inzhenernykh sooruzheniy: spravochnoe posobie [Sample Analyses of Reinforced Concrete Engineering Structures: a Reference Book]. Moscow, ASV Publ., 2010, pp. 20—22.
  3. SNiP 52-01—2003. Betonnye i zhelezobetonnye konstruktsii. Osnovnye polozheniya. [Construction Norms and Rules 52-01—2003. Concrete and Reinforced Concrete Structures. Basic Provisions.] Moscow, 2004, 24 p.
  4. SP 52-101—2003. Betonnye i zhelezobetonnye konstruktsii bez predvaritel’nogo napryazheniya armatury [Set of Rules 52-101-2003. Concrete and Reinforced Concrete Structures Free from Pre-stressing of the Reinforcement]. Moscow, 2005, 54 p.
  5. Posobie po proektirovaniyu betonnykh i zhelezobetonnykh konstruktsiy iz tyazhelogo betona bez predvaritel’nogo natyazheniya armatury (k SP 52-101—2003) [Manual for the Design of Concrete and Reinforced Concrete Structures Made of Heavy Concrete and Pre-stressing-free Reinforcement (applicable to Set of Rules 52-101-2003)]. Moscow, TsNIIPromzdaniy Publ., NIIZhB Publ., 2005, 214 p.
  6. Umanskiy A.A. Spravochnik proektirovshchika promyshlennykh, zhilykh i obshchestvennykh zdaniy. Raschetno-teoreticheskiy. [Guidebook for Designers of Industrial, Residential and Public Buildings. Theory of Structural Analysis]. Two books, book one. Moscow, Stroyizdat Publ., 1972, pp. 266—275.
  7. Gorodetskiy A.S., Evzerov I.D. Komp’yuternye modeli konstruktsiy [Computer Models of Structures]. Moscow, ASV Publ., 2009, 360 p.

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The influence of concrete joints on the structural behavior

Vestnik MGSU 3/2014
  • Koyankin Aleksandr Aleksandrovich - Siberian Federal University (SibFU) Candidate of Technical Sciences, Associate Professor, Department of Building Structures and Control Systems, Siberian Federal University (SibFU), 79 Svobodny Avenue, Krasnoyarsk, 660041, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Beletskaya Valeriya Igorevna - Siberian Federal University (SFU) Master Degree student, Department of Engineering Structures and Controlled Systems, Siberian Federal University (SFU), 79 Svobodnyy Prospekt, Krasnoyarsk, 660041, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Guzhevskaya Anastasiya Igorevna - Siberian Federal University (SFU) Master Degree student, Department of Engineering Structures and Controlled Systems, Siberian Federal University (SFU), 79 Svobodnyy Prospekt, Krasnoyarsk, 660041, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 76-81

The buildings made of monolithic reinforced concrete currently enjoy great popularity. Along with a great number of advantages of monolithic building, which are repeatedly listed in the works of many authors, there are many unexplored issues which require detailed consideration. The technological concrete joints are among them. The joints are inevitable in the process of construction of almost any monolithic building and their quality affects the reliability of buildings and structures. Despite regular use of the concept of cold joint and clear instructions in building standards on the technology of joint production, most organizations do not follow the correct technology of concreting the elements. As a result, the strength and stiffness characteristics of the construction deteriorate, because the linkage value of new concrete with the old one is significantly lower than in monolith. In order to conduct experimental studies the reinforced concrete beams of rectangular section were produced. As a result of testing, it was determined that the presence of a concrete joint significantly reduces the stiffness and carrying capacity of the structures. It is confirmed by the fact that the received deflections of solid beams without joint are significantly lower than the deflections of beams with cold joint. It also noted that the deflections of the beams manufactured following the normative technology are lower, than the deflections of the beams, manufactured with violation of the rules. Basing on the obtained results, it was concluded, that more detailed study of the work of a construction with cold joints in concrete is required. The reason for it is in the changing for the worse of the strength and stiffness characteristics of structural element, which is made produced with a joint, while in the process of real designing, the monolith buildings are calculated as solid monolithic, without joints.

DOI: 10.22227/1997-0935.2014.3.76-81

References
  1. Sokolov M.E. Rekomendatsii po ratsional'nomu primeneniyu konstruktsiy iz monolitnogo betona dlya zhilykh i obshchestvennykh zdaniy [Recommendations for Rational Use of the Structures Made of Monolithic Concrete for Residential and Public Buildings]. Moscow, TsNIIEPzh Publ., 1983.
  2. Sigalov E.E., Protasov V.A. K opredeleniyu osrednennoy zhestkosti zhelezobetonnykh vnetsentrenno szhatykh stoek s uchetom treshchin v rastyanutykh zonakh [On the Rigidity Determination of Reinforced Concrete Off-centre Compressed Columns]. Beton i zhelezobeton [Concrete and Reinforced Concrete]. 1971, no. 2, pp. 34—36.
  3. Popova M.V. Nesushchaya sposobnost' i deformativnost' monolitnykh plit perekrytiy s uchetom obrazovaniya tekhnologicheskikh treshchin [Bearing Capacity and Deformability of Monolithic Floor Slabs with Account for Technological Cracks Formation]. Moscow, 2002, 186 p.
  4. Spaethe G. Die Siclierhcit tragender Baukonstruktionen. 1992, Springer Aufl age, 306 p.
  5. Eisenberger M., Bielak J. Finite Beams on Infi nite Two-parameter Elastic Foundations. Computers & Structures. 1992, vol. 42, no. 4, pp. 661—664. DOI: 10.1016/0045-7949(92)90133-K.
  6. Sokolov M.E. Issledovanie treshchinoobrazovaniya v monolitnykh zdaniyakh [Crack Formation Study in Monolithic Buildings]. Zhilishchnoe stroitel'stvo [Housing Construction]. 1978, no. 8, pp. 11—16.
  7. Gvozdev A.A. Treshchinostoykost' i deformativnost' obychnykh i predvaritel'no napryazhennykh zhelezobetonnykh konstruktsiy [Crack Resistance and Deformability of Usual and Prestressed Concrete Structures]. Moscow, Stroyizdat Publ., 1965.
  8. Gushcha Yu.P. Issledovanie shiriny raskrytiya normal'nykh treshchin [Width Study of Normal Cracks]. Prochnost' i zhestkost' zhelezobetonnykh konstruktsiy [Durability and Rigidity of Reinforced Concrete Structures]. Moscow, Stroyizdat Publ., 1971.
  9. Karpenko N.I. K postroeniyu obshchikh kriteriev deformirovaniya i razrusheniya zhelezobetonnykh elementov [On the Question of Developing General Criteria of Deformation and Destruction of Reinforced Concrete Elements]. Beton i zhelezobeton [Concrete and Reinforced Concrete]. 2002, no. 6, pp. 20—25.
  10. Razaqpur A., Shah K. Exact Analysis of Beams on Two-parameter Elastic Foundations. International Journal of Solids and Structures. 1991, vol. 27, no. 4, pp. 435—454. DOI: 10.1016/0020-7683(91)90133-Z.
  11. Pishchulev A.A. Sovershenstvovanie rascheta prochnosti normal'nykh secheniy izgibaemykh zhelezobetonnykh konstruktsiy s povrezhdennoy szhatoy zonoy betona [Improvement of Strength Calculation of the Normal Sections of Bending Reinforced Concrete Structures with the Damaged Compressed Concrete Area]. Samara, 2010, 192 p.
  12. Korenev B.G. Voprosy rascheta balok i plit na uprugom osnovanii [Questions of the Calculation of Beams and Slabs on Elastic Foundation]. Moscow, Gosstroyizdat Publ., 1954, 231 p.

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