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dc.creatorMarjanović, Miroslav
dc.creatorPetronijević, Mira
dc.date.accessioned2019-10-14T10:44:54Z
dc.date.available2019-10-14T10:44:54Z
dc.date.issued2019
dc.identifier.isbn978-608-4510-36-9
dc.identifier.urihttps://grafar.grf.bg.ac.rs/handle/123456789/1755
dc.description.abstractGuyed masts are slender tall structures widely used to support different kinds of antennas in telecommunications. They consist of a vertical tall mast laterally supported at several levels along its height by sets of inclined pre-tensioned guys. The analysis and design of guyed masts is complex and requires special knowledge and experience because of: (1) non-linear behavior of guys, (2) the wind and ice loads, which accurate estimation is often difficult, and (3) the dynamic fluctuations of the wind load, to which the guyed mast is extremely sensitive. A dynamic stochastic analysis of guyed masts is complex and time consuming, so methods based on equivalent static analysis are usually used. One relatively reliable simplified procedure, based on static patch wind loads, has been developed and adopted in Eurocode 3: Part 3-1: Towers, masts and chimneys. This procedure was applied to calculate member forces in 125m high anemometer guyed mast in the Alibunar municipality. The considered mast is spatial lattice structure with triangular cross sections and diagonal infill, composed of circular elements. The triangular cross sections and the pipe circular elements of mast structure were chosen in preliminary design to reduce the exposure of the structure to the wind load. The spatial stability of the mast is provided by 48 guys, attached to the mast at 11 different levels and anchored in 12 RC anchor blocks radially arranged around the central mast. Geometrically nonlinear analysis was performed using SAP2000 and obtained results are presented. The ULS and stability check of 125m high anemometer guyed mast was performed using the procedure based on static patch wind loads adopted in Eurocode 3: Part 3-1. Geometrically nonlinear analysis was carried out using SAP2000. Loadings were calculated for the fundamental wind velocity vb,0 = 32 m/s, terrain type II, the ice thickness of 10mm and ice density ice = 900kg/m3. The maximum forces in the mast legs were obtained for loading case 2: G + P + 1.2W. The variation of internal forces occurs at the heights where the cables are connected. In these zones, the forces in the leg elements vary slightly, indicating the correct choice of cable positions. The most stressed elements satisfied ultimate limit state (ULS) and stability checks.en
dc.language.isoensr
dc.publisherMASE - Macedonian Association of Structural Engineerssr
dc.relationinfo:eu-repo/grantAgreement/MESTD/Technological Development (TD or TR)/36048/RS//sr
dc.relationinfo:eu-repo/grantAgreement/MESTD/Technological Development (TD or TR)/36046/RS//sr
dc.rightsopenAccesssr
dc.rights.urihttps://creativecommons.org/licenses/by-nc-nd/4.0/
dc.source18th International Symposium of MASEsr
dc.subjectguyed mastsr
dc.subjectwind loadingsr
dc.subjectpatch wind loadssr
dc.subjectEurocodesr
dc.titleDesign of 120m guyed steel mast in Alibunar according to Eurocodeen
dc.typeconferenceObjectsr
dc.rights.licenseBY-NC-NDsr
dc.citation.epage1099
dc.citation.spage1090
dc.identifier.fulltexthttps://grafar.grf.bg.ac.rs/bitstream/id/6691/MASE19.pdf
dc.type.versionpublishedVersionsr


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