API REPORT PRAC 16 Local Buckling of Cylindrical Tubular Columns Made of A-36 Steel
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API REPORT PRAC 16 Document Information:
Title
Local Buckling of Cylindrical Tubular Columns Made of A-36 Steel
American Petroleum Institute
Publication Date:
Feb 1, 1980
Scope:
ABSTRACT
To investigate the effect of the yield stress on the local buckling of
tubular columns fabricated by cold-rolling and welding, tests were
conducted on five specimens made of ASTM A-36 steel (nominal yield
stress 250 MPa (36 ksi)) and on one made of ASTM A-514 steel (nominal
yield stress 700 MPa (100 ksi)). The wall thickness varied from 6.55
to 9.73 mm (0.2 6 to 0.38 in.) and the diameter-to-thickness ratio
(D/t) from 59 to 233. The slenderness ratio (L/r) was less than 9 to
preclude the effect of overall column buckling.
The ultimate stress was limited by the formation of local buckles in
four of the specimens. In the remaining two, stresses were reached
slightly above those at which buckling was observed. The buckling
stresses ranged from 0.829 to 1.069 of the static yield stress and
generally decreased with an increase in D/t ratio.
The initial geometric imperfections and the longitudinal welding
residual stresses appeared to have no influence on either the location
or the pattern of the local buckles. In the post-buckling range the
specimens were able to maintain capacities of 12 to 23% of their
buckling strength.
The test results were compared using several design parameters and
equations. Current American design equations were all found to be
conservative. An equation was proposed to predict the local buckling
strength of cylindrical tubular columns fabricated from steels with a
static yield stress of 250 MPa (36 ksi) to 700 MPa (100 ksi).
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