The behavior of cold-formed steel in trusses for withstand earthquake

The use of steel in the construction sector in Indonesia requires engineers and practitioners to develop efficient construction technology. One of the steels widely used is cold-formed steel (CSF). Cold-formed steel material is more often used for roof trusses or trusses. The failure of the roof tru...

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Bibliographic Details
Main Authors: Lasut, Reinhard Hermawan, Ashadi, Henki Wibowo
Format: Conference Proceeding
Language:English
Subjects:
Buckling
Cold working
Cold-formed steel
Configurations
Earthquake resistance
Internal forces
Modelling
Roofs
Steel
Steel construction
Structural failure
Trussed structures
Trusses
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Summary:The use of steel in the construction sector in Indonesia requires engineers and practitioners to develop efficient construction technology. One of the steels widely used is cold-formed steel (CSF). Cold-formed steel material is more often used for roof trusses or trusses. The failure of the roof truss structure, the cause is often errors in the calculation analysis, and the cross-section is bent, especially the upper and lower rods installed continuously. The vertical bar spacing affects the buckling length that carries the compressive load in the truss structure. If the buckling size is too long, local buckling will occur, which causes problems in the strength of the frame so that structural failure can occur. The modeling analysis uses a truss structure with a truss configuration, shortened buckling length, and modeling angle. The frame model uses parallel trusses 10 meters in length. Shorten the buckling length with L/3 and L/4 spans with vertical bar height 0.5m and 3m. The angles used in the model analysis are 15° and 20°. The cross-sectional shapeand configuration of the truss must be appropriately calculated so that the truss can withstand the loads acting on the structure. The analysis results with a bending length of L/4 than L/3 can reduce the deflection and internal forces in the truss.
ISSN:0094-243X
1551-7616
DOI:10.1063/5.0180306