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Blast-Resistant Capacities of Cold-Formed Steel Panels
Cold-formed steel panels are widely used in the construction of steel structures and pre-engineered buildings at explosives manufacturing and storage facilities. The behavior of these panels differs significantly from that of the hot-rolled structural members due to the large width-to-thickness ratios of the elements that constitute their cross-sections. In an earlier project designed criteria were established for cold-formed steel panels. This report documents subsequent tests which were performed to verify or refine these design criteria. The actual tests were conducted at the Dugway Proving Ground, UT. The accumulated data indicated that the increased strength observed in the test panels was due to the actual static stresses (which exceeded the minimum stress at yield of 227,500 kPa (33,000 psi)). The tests revealed that the maximum ductility ratio criteria of 1.25 for usable structures and 1.75 for non-reusable structures can be increased to 3.0 and 6.0, respectively. Other determinations included: (1) the total moment of inertia should be substituted for the effective moment of inertia when calculating the natural period and elastic deflections (2) open hat shaped panels can be used for closed sections in low pressure ranges, and (3) standard screw-type connections performed adequately in blast tests up to 34.5 kPa (5 psi).
Blast-Resistant Capacities of Cold-Formed Steel Panels
Cold-formed steel panels are widely used in the construction of steel structures and pre-engineered buildings at explosives manufacturing and storage facilities. The behavior of these panels differs significantly from that of the hot-rolled structural members due to the large width-to-thickness ratios of the elements that constitute their cross-sections. In an earlier project designed criteria were established for cold-formed steel panels. This report documents subsequent tests which were performed to verify or refine these design criteria. The actual tests were conducted at the Dugway Proving Ground, UT. The accumulated data indicated that the increased strength observed in the test panels was due to the actual static stresses (which exceeded the minimum stress at yield of 227,500 kPa (33,000 psi)). The tests revealed that the maximum ductility ratio criteria of 1.25 for usable structures and 1.75 for non-reusable structures can be increased to 3.0 and 6.0, respectively. Other determinations included: (1) the total moment of inertia should be substituted for the effective moment of inertia when calculating the natural period and elastic deflections (2) open hat shaped panels can be used for closed sections in low pressure ranges, and (3) standard screw-type connections performed adequately in blast tests up to 34.5 kPa (5 psi).
Blast-Resistant Capacities of Cold-Formed Steel Panels
W. Stea (author) / F. E. Sock (author) / J. P. Caltagirone (author)
1981
119 pages
Report
No indication
English
Aircraft , Detonations, Explosion Effects, & Ballistics , Steel , Panels , Blast , Cold working , Industrial plants , Statics , Stresses , Ductility , Resistance , Moment of inertia , Explosives , Facilities , Storage , Overpressure , Blast loads , Structures , Bending , Munitions industry , Utah , Buildings , Dugway Proving Ground , Design , NTISDODXA
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