YaBeSH Engineering and Technology Library

    • Journals
    • PaperQuest
    • YSE Standards
    • YaBeSH
    • Login
    View Item 
    •   YE&T Library
    • ASCE
    • Journal of Structural Design and Construction Practice
    • View Item
    •   YE&T Library
    • ASCE
    • Journal of Structural Design and Construction Practice
    • View Item
    • All Fields
    • Source Title
    • Year
    • Publisher
    • Title
    • Subject
    • Author
    • DOI
    • ISBN
    Advanced Search
    JavaScript is disabled for your browser. Some features of this site may not work without it.

    Archive

    Sixty-Degree Steel Angle Sections for Communication Towers with Triangular Bases

    Source: Journal of Structural Design and Construction Practice:;2025:;Volume ( 030 ):;issue: 002::page 04025012-1
    Author:
    R. Balagopal
    ,
    N. Prasad Rao
    ,
    R. P. Rokade
    ,
    G. S. Palani
    DOI: 10.1061/JSDCCC.SCENG-1653
    Publisher: American Society of Civil Engineers
    Abstract: A triangular configuration is preferred over square configuration for communication towers due to significant weight reduction and less space for installation. Using 60° angles as leg members in triangular towers will facilitate the connection between the leg and bracing members, evading the use of bent-up gusset plates. The 60° angle sections are stronger in flexural buckling but weaker in torsional-flexural buckling. In this paper, experimental and numerical investigations are conducted at the component and structural levels to evaluate the torsional-flexural buckling behavior of 60° angle sections. Component-level experimental experiments, including material characterization and geometric imperfection studies, have been carried out on two types of typical 60° angle sections, such as v110×110×10  mm and v80×80×6  mm, with varying effective lengths, such that these sections fail in torsional-flexural buckling mode. Numerical investigations using nonlinear FEA software have been carried out for validation with experimental and ASCE/SEI 10-15 code buckling strength predictions. Full-scale prototype test conducted on a 5.5 m high roof-top triangular communication tower with antennae loads. The tower is fabricated using 60° angle leg members and conventional 90° angle sections for all other members. The leg member failed in torsional-flexural buckling mode, similar to component-level test results. Based on the numerical investigation, the structural performance in terms of deflection and self-weight is found to be 30% and 10% less when compared with similar triangular tower configuration subjected to same load using a 90° angle section as leg member with bent-up-gusset plates. Further, a comparative numerical investigation study carried out to examine the behavior of 60° angle sections at the structural level conducted on two numbers of a 24 m high triangular communication tower made of 60° and 90° angle sections, respectively, as leg members, designed for same wind speed and antennae loading. The deflection and self-weight of the 24 m high triangular tower made of 60° angle section as a leg member are 40% and 16% less compared with the triangular tower made of a 90° angle section as a leg member with bent-up gusset plates. This paper emphasizes the advantages of using a 60° angle section as a leg member in triangular-based communication towers compared with the triangular tower made of a conventional 90° angle section as a leg member with bent-up gusset plates. Using 60° angles as leg members in triangular towers will facilitate the connection between the leg and bracing members, evading the use of bent-up gusset plates. Based on numerical and experimental investigations, the structural performance in terms of deflection and self-weight is compared for two types of triangular-based communication towers made of 90° and 60° angle sections as leg members subjected to similar antennae and wind loads. For triangular towers made of conventional 90° angle sections with bent-up gusset plates, the deflection is 30%–40% higher than the 60° angle tower due to out-of-plane deformation of bent-up gusset plates in the connection region. The self-weight of the triangular tower with conventional 90° angle sections as leg members with bent-up gusset plates is 10%–16% higher than towers with 60° angles due to the additional weight of bent-up gusset plates. Thus, the 60° angle section as a leg member provides better structural performance than towers with a conventional 90° angle section as a leg member with bent-up gusset plates.
    • Download: (9.014Mb)
    • Show Full MetaData Hide Full MetaData
    • Get RIS
    • Item Order
    • Go To Publisher
    • Price: 5000 Rial
    • Statistics

      Sixty-Degree Steel Angle Sections for Communication Towers with Triangular Bases

    URI
    http://yetl.yabesh.ir/yetl1/handle/yetl/4303922
    Collections
    • Journal of Structural Design and Construction Practice

    Show full item record

    contributor authorR. Balagopal
    contributor authorN. Prasad Rao
    contributor authorR. P. Rokade
    contributor authorG. S. Palani
    date accessioned2025-04-20T10:03:48Z
    date available2025-04-20T10:03:48Z
    date copyright1/23/2025 12:00:00 AM
    date issued2025
    identifier otherJSDCCC.SCENG-1653.pdf
    identifier urihttp://yetl.yabesh.ir/yetl1/handle/yetl/4303922
    description abstractA triangular configuration is preferred over square configuration for communication towers due to significant weight reduction and less space for installation. Using 60° angles as leg members in triangular towers will facilitate the connection between the leg and bracing members, evading the use of bent-up gusset plates. The 60° angle sections are stronger in flexural buckling but weaker in torsional-flexural buckling. In this paper, experimental and numerical investigations are conducted at the component and structural levels to evaluate the torsional-flexural buckling behavior of 60° angle sections. Component-level experimental experiments, including material characterization and geometric imperfection studies, have been carried out on two types of typical 60° angle sections, such as v110×110×10  mm and v80×80×6  mm, with varying effective lengths, such that these sections fail in torsional-flexural buckling mode. Numerical investigations using nonlinear FEA software have been carried out for validation with experimental and ASCE/SEI 10-15 code buckling strength predictions. Full-scale prototype test conducted on a 5.5 m high roof-top triangular communication tower with antennae loads. The tower is fabricated using 60° angle leg members and conventional 90° angle sections for all other members. The leg member failed in torsional-flexural buckling mode, similar to component-level test results. Based on the numerical investigation, the structural performance in terms of deflection and self-weight is found to be 30% and 10% less when compared with similar triangular tower configuration subjected to same load using a 90° angle section as leg member with bent-up-gusset plates. Further, a comparative numerical investigation study carried out to examine the behavior of 60° angle sections at the structural level conducted on two numbers of a 24 m high triangular communication tower made of 60° and 90° angle sections, respectively, as leg members, designed for same wind speed and antennae loading. The deflection and self-weight of the 24 m high triangular tower made of 60° angle section as a leg member are 40% and 16% less compared with the triangular tower made of a 90° angle section as a leg member with bent-up gusset plates. This paper emphasizes the advantages of using a 60° angle section as a leg member in triangular-based communication towers compared with the triangular tower made of a conventional 90° angle section as a leg member with bent-up gusset plates. Using 60° angles as leg members in triangular towers will facilitate the connection between the leg and bracing members, evading the use of bent-up gusset plates. Based on numerical and experimental investigations, the structural performance in terms of deflection and self-weight is compared for two types of triangular-based communication towers made of 90° and 60° angle sections as leg members subjected to similar antennae and wind loads. For triangular towers made of conventional 90° angle sections with bent-up gusset plates, the deflection is 30%–40% higher than the 60° angle tower due to out-of-plane deformation of bent-up gusset plates in the connection region. The self-weight of the triangular tower with conventional 90° angle sections as leg members with bent-up gusset plates is 10%–16% higher than towers with 60° angles due to the additional weight of bent-up gusset plates. Thus, the 60° angle section as a leg member provides better structural performance than towers with a conventional 90° angle section as a leg member with bent-up gusset plates.
    publisherAmerican Society of Civil Engineers
    titleSixty-Degree Steel Angle Sections for Communication Towers with Triangular Bases
    typeJournal Article
    journal volume30
    journal issue2
    journal titleJournal of Structural Design and Construction Practice
    identifier doi10.1061/JSDCCC.SCENG-1653
    journal fristpage04025012-1
    journal lastpage04025012-18
    page18
    treeJournal of Structural Design and Construction Practice:;2025:;Volume ( 030 ):;issue: 002
    contenttypeFulltext
    DSpace software copyright © 2002-2015  DuraSpace
    نرم افزار کتابخانه دیجیتال "دی اسپیس" فارسی شده توسط یابش برای کتابخانه های ایرانی | تماس با یابش
    yabeshDSpacePersian
     
    DSpace software copyright © 2002-2015  DuraSpace
    نرم افزار کتابخانه دیجیتال "دی اسپیس" فارسی شده توسط یابش برای کتابخانه های ایرانی | تماس با یابش
    yabeshDSpacePersian