Finite element analysis of wind-induced response in tapered steel floodlight poles with varied luminaire configurations

¹ Department of Civil Engineering, CVR College of Engineering, Vastunagar, Mangalpalli (V), Ibrahimpatan (M), Ranga Reddy - 501510, Telangana, India
² Department of Civil Engineering, NIT Warangal, 506004, Telangana, India

^* Corresponding author: jagadeeshbmsty@gmail.com

Published online: 7 January 2026

Abstract

Stadium floodlight poles are tall, slender structures that are especially sensitive to wind loads, which often shape their design and construction. This study uses finite element analysis in STAAD. Pro to examine a 30-meter tapered steel floodlight pole. Wind loads are calculated as per IS 875 (Part 3): 2015. The analysis primarily focuses on a comparative study of four regular luminaire headframe configurations with flexibility and structural performance in mind. The result of the numerical calculations indicated that the adjustable brackets could increase the lateral deflection of the structure by as much as 7.7%. Due to the introduction of brackets, the peak stress value increased by 34% due to stress concentration. This was compared against the baseline case of the most critical wind zone having a wind speed of 61 m/s. The base pole can deflect as much as 530.795 mm due to wind loads. This is 12.5 times higher than the IS 800 serviceability limit of 100 mm. Thus, performance penalties of actual headframe designs must be measured. Also, such structures must be checked for serviceability early on since meeting strength requirements does not guarantee safety and usability of wind-sensitive structures.