Analysis and Testing of Cold-Formed Steel Beams

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Presentation transcript:

Analysis and Testing of Cold-Formed Steel Beams Cheng Yu Benjamin W. Schafer The Johns Hopkins University 2003

Overview Background Experiments Design methods Extensions (FEA) Local buckling tests Distortional buckling tests Design methods Extensions (FEA) Conclusions

Background Local buckling and distortional buckling are not distinguishedin current specifications

Local buckling tests

Testing setup

Range of tested specimens

Experiments on restraint detail Specimen Mtest/My Mtest/Maisi note 8.5Z073-5E6W 0.78 0.86 single panel-to-purlin screws - 12" o.c. 8.5Z073-1E2W 0.80 0.88 single panel-to-purlin screws on both sides of raised corrugation 8.5Z073-4E3W 0.96 paired panel-to-purlin screws on both sides of raised corrugation 8.5Z073-5E6W 8.5Z073-1E2W 8.5Z073-4E3W

Distortional buckling tests

Comparison of buckling shapes Local buckling test 11.5Z092-1E2W Distortional buckling test D11.5Z092-3E4W

Comparison of load-displacement

Comparison with U.S. Design Compared with North American Spec (NAS 2001) prediction 23 local buckling tests, average Mtest/MNAS=1.02 17 distortional buckling tests, average Mtest/MNAS=0.85

Distortional buckling tests only Compared with North American Spec (NAS 2001) prediction

Direct Strength Method vs. tests Local buckling tests Mtest/MDSL=1.03 Distortional buckling tests Mtest/MDSD=1.03* *formulas similar to AS/NZ Spec.

Extensions Explicit DB check in North American Spec. Restraint of existing systems? Moment gradient influence on DB?

Extensions via modeling

FEA result of local buckling test of Z beams h=8.5 in. t=0.12 in. Simulation @ 25% Imperfection P25%=17968.2 lbs (102.5% of test) Real test Ptest=17524.7 lbs Simulation @ 75% Imperfection P75%=16483.8 lbs (94.1% of test)

Conclusion Tests that explicitly separate local and distortional buckling are necessary for understanding bending strength Current North American Specifications are adequate only for local buckling limit states The Direct Strength expressions work well for strength in local and distortional buckling More work on restraint and influence of moment gradients is needed

Acknowledgments Sponsors People MBMA and AISI VP Buildings, Dietrich Design Group and Clark Steel People Sam Phillips - undergraduate RA Tim Ruth - undergraduate RA Jack Spangler – technician James Kelley – technician

Finite strip and LB vs. DB

FE (elastic) and LB vs. DB single screw pattern, t=0.073 in. h=8.5 in. Z beam panels removed for visual purposes only paired screw pattern, t=0.073 in. h=8.5 in. Z beam panels removed for visual purposes only

Direct Strength Method Local buckling strength: Distortional buckling strength:

Local collapse mechanisms (a) Collapse of 8.5 in. Z, t=0.073 in. (b) Collapse of 8.5 in. Z, t=0.059 in. (c) Collapse of 8 in. C, t=0.097 in. (d) Collapse of 8 in. C, t=0.043 in.