Utility poles made of glass fibre-reinforced polymer (GFRP) are becoming increasingly common in European countries. Therefore, it is necessary to accurately examine their structural properties to ensure the integrity and safety of the poles. The purpose of this article is to compare the bending resistance of GFRP composite lighting columns obtained using European standard procedures with full-scale experimental tests. Several composite lighting columns were tested as part of the research study, and coupon tests were performed to assess the material properties required to calculate their bending resistance according to European Standard (EN) 40-3-3. The results obtained differed significantly. Furthermore, it was observed that the current standard rules for obtaining the resistance of GFRP poles based on the limit state method show a higher load capacity of the column in comparison to the capacity obtained from the tests.

The use of hollow section structures has received considerable attention in recent years. Since the first publication of CIDECT (International Committee for the Development and Study of Tubular Structures), additional research results became available, especially concerning the design of welds between members of trusses joints. To assess the capacity of welded joints of trusses between braces made of hollow sections and I-beam chords, the effective lengths of the welds should be estimated and their location around the braces and the forces acting on individual weld’s sections. The objective of this paper is to present the most up-to-date information to designers, teachers, and researchers according to the design of welds for certain K and N overlapped joints between rectangular hollow section (RHS) braces and I- or H-section chord.

Glass fiber-reinforced polymer (GFRP) utility poles are becoming more widespread in European countries. To ensure the integrity and safety of poles, it is necessary to carefully examine their structural features. The purpose of this paper is to present the numerical model of a column made with the engineering simulation software ANSYS and to compare the experimentally determined values of the stresses that lead to column failure close to the inspection hole with the results obtained using the numerical model. The critical buckling and failure loads for GFRP poles, as well as the associated modes of failure, were correctly predicted by the finite element method used in this study. Failure occurred in the middle of the inspection hole’s longer edge at a stress level of 220–250 MPa. A comparison of the stress using the ANSYS simulation software that led to the destruction of the column with those measured experimentally using strain gauges revealed a good agreement between their values.

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Celem artykułu jest porównanie nośności na zginanie kompozytowych słupów oświetleniowych GFRP otrzymanej za pomocą procedury normowej z wynikami badań na elementach rzeczywistych. W ramach pracy badawczej przebadano 19 kompozytowych słupów oświetleniowych i zweryfikowano ich nośność za pomocą obliczeń według normy PN-EN 40-3-3. Otrzymane wyniki różniły się znacząco. Obecne normowe zasady obliczania nośności słupów GFRP oparte na metodzie stanów granicznych wykazują wyższą nośność słupa, niż wynika to z badań. Badania na elementach wykazały, że podstawowym modelem zniszczenia słupa jest utrata stateczności miejscowej w sąsiedztwie otworu rewizyjnego słupa. Norma nie uwzględnia tego typu zniszczenia, odnosząc się do niego tylko częściowo i nie podając dokładnych procedur obliczania nośności słupa. Jednocześnie pozostawia użytkownikowi wybór pomiędzy weryfikacją nośności elementu za pomocą obliczeń lub za pomocą badań. Weryfikacja jedynie za pomocą obliczeń powoduje więc niebezpieczeństwo nieświadomego zawyżenia nośności słupa.