Standard Section Design of FRP DSCT Tower Supporting 3MW Wind Turbine

Title
Standard Section Design of FRP DSCT Tower Supporting 3MW Wind Turbine
Author(s)
홍혜민; 김성원; 한택희
KIOST Author(s)
Kim, Sungwon(김성원)Han, Taek Hee(한택희)
Publication Year
2016-11-01
Abstract
A FRP DSCT (Fiber Reinforced Polymer Double-Skinned Concrete Filled Tubular) tower is composed of two concentric FRP tubes and concrete filled between the inner and outer tubes. DSCT structure has hollowed section which reduces its selt-weight. Due to inner and outer tubes, concrete is confined to increase strength and ductility. In this study, a modular FRP DSCT wind power was suggested and its standard section supporting 3MW wind turbine was designed. The performance of the new-type wind power tower was assessed via structural analysis. Design and analysis were carried with AutoDSCT and CoWiTA programs with consideration of constraint effect of concrete and large displacement by wind turbine weight itself. The bottom outer diameter of the tower is 4.5 m as a standard. The towers which hd 100%, 95%, 90% and 85% of the bottom outer diameter were considered for design. Top outer diameter of the tower is set as 3.6m. For the consideration of constructing and installing the tower, each tower was divided into modules. The module sections were designed on the basis of the idea that module sections should satisfy the required bending moment and axial load. As a result, bottom diameter of 4.5m with hollow ratios below 0.85 satisfied the required load capacity and the bottom diameter of 95%, 90% and 85% with the hollow ratios below 0.82, 0.76 and 0.7 satisfied the required capacity to support 3.6MW wind turbines.Keywords: ght. Due to inner and outer tubes, concrete is confined to increase strength and ductility. In this study, a modular FRP DSCT wind power was suggested and its standard section supporting 3MW wind turbine was designed. The performance of the new-type wind power tower was assessed via structural analysis. Design and analysis were carried with AutoDSCT and CoWiTA programs with consideration of constraint effect of concrete and large displacement by wind turbine weight itself. The bottom outer diameter of the tower is 4.5 m as a standard. The towers which hd 100%, 95%, 90% and 85% of the bottom outer diameter were considered for design. Top outer diameter of the tower is set as 3.6m. For the consideration of constructing and installing the tower, each tower was divided into modules. The module sections were designed on the basis of the idea that module sections should satisfy the required bending moment and axial load. As a result, bottom diameter of 4.5m with hollow ratios below 0.85 satisfied the required load capacity and the bottom diameter of 95%, 90% and 85% with the hollow ratios below 0.82, 0.76 and 0.7 satisfied the required capacity to support 3.6MW wind turbines.Keywords:
URI
https://sciwatch.kiost.ac.kr/handle/2020.kiost/24400
Bibliographic Citation
ASEA-SEC-3 (The Third Australasia and South-East Asia Structural Engineering and Construction Conference), pp.1 - 6, 2016
Publisher
ISEC Press
Type
Conference
Language
English
Publisher
ISEC Press
Related Researcher
Research Interests

Ocean Engineering,Structural Engineering,Renewable Energy,해양공학,구조공학,신재생에너지

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