top dia 2 mtrs bottom dia 4000 need weight of self supported chimney

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Most of the industrial steel chimneys are tall structures with circular cross-sections. Such
slender, lightly damped structures are prone to wind-exited vibration. Geometry of a self
supporting steel chimney plays an important role in its structural behaviour under lateral
dynamic loading. This is because geometry is primarily responsible for the stiffness
parameters of the chimney. However, basic dimensions of industrial self supporting steel
chimney, such as height, diameter at exit, etc., are generally derived from the associated
environmental conditions. To ensure a desired failure mode design code (IS-6533: 1989
Part 2) imposes several criteria on the geometry (top-to-base diameter ratio and height-tobase
diameter ratio) of steel chimneys. The objective of the present study is to justify the
code criteria with regard to basic dimensions of industrial steel chimney.
A total of 66 numbers self supporting steel flared unlined chimneys with different top-to-base
diameter ratio and height-to-base diameter ratio were considered for this study. The thickness
of the chimney was kept constant for all the cases. Maximum bending moment and stress for
all the chimneys were calculated for dynamic wind load as per the procedure given in
IS 6533: 1989 (Part 2) using MathCAD software. Also the results were verified with the
finite element analysis using commercial software ANSYS. Basic wind speed of 210 km/h which corresponds to costal Orissa area is considered for these calculations. Maximum base
moments and associated steel stresses were plotted as a function of top-to-base diameter ratio
and height-to-base diameter ratio. The results obtained from this analysis do not agree with
the code criteria.