H ARTFORD C IVIC C ENTRE A RENA R OOF C OLLAPSE..
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Transcript of H ARTFORD C IVIC C ENTRE A RENA R OOF C OLLAPSE..
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HARTFORD CIVIC CENTRE ARENA ROOF
COLLAPSE.
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BY GROUP 11: STEPHEN DENT-NEVILLESEÁN KEANEEOIN NORTON
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Background
21/10/2011 Hartford Civic Centre Roof Collapse Group 11
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Background
• Constructed in 1973.
• Housed a basketball court and seating for 5,000 spectators.
21/10/2011 Hartford Civic Centre Roof Collapse Group 11
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Background
• Collapsed on the 18th of January 1978.
•Large snowstorm had caused heavy loading.
• Just 5 hours after a fully attended game.
• No injuries.
21/10/2011 Hartford Civic Centre Roof Collapse Group 11
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Design and Construction
21/10/2011 Hartford Civic Centre Roof Collapse Group 11
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Design and Construction
• Used an innovative space frame technology.
21/10/2011 Hartford Civic Centre Roof Collapse Group 11
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Design and Construction
• Used an innovative space frame technology.
• Required using a complicated, expensive and innovative computer program.
21/10/2011 Hartford Civic Centre Roof Collapse Group 11
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Design and Construction
• Used an innovative space frame technology.
• Required using a complicated, expensive and innovative computer program.
• Saved half a million dollars.
21/10/2011 Hartford Civic Centre Roof Collapse Group 11
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Design and Construction
• Roof spanned 91.44m x 109.72m.• 25.29m above the ground.• Completely assembled on the ground.
21/10/2011 Hartford Civic Centre Roof Collapse Group 11
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Design and Construction
Proposed Roof:
• Horizontal steel bars with 6.4m spacing.
• 9.14m diagonal members.
• Braced by an intermediate layer.
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Design Flaws
21/10/2011 Hartford Civic Centre Roof Collapse Group 11
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Design Flaws
There were numerous design flaws associated with the space frame roof.
21/10/2011 Hartford Civic Centre Roof Collapse Group 11
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Design Flaws
• Insufficient resistance to buckling.
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Design Flaws
• Insufficient resistance to buckling.
• The slenderness ratio of the built up diagonals violated section 1.18.2.4.
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Design Flaws
• Insufficient resistance to buckling.
• The slenderness ratio of the built up diagonals violated section 1.18.2.4 (AISC).
• Another violation was that bolt holes punching through some members exceeded 85% of the gross area.
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Design Flaws
• Dead loads were underestimated by more than 20%.
21/10/2011 Hartford Civic Centre Roof Collapse Group 11
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Design Flaws
• Dead loads were underestimated by more than 20%.
• Under design led overloading in members:- East & West face exterior top layer compression: 852%
overloaded;
- North & South face exterior compression members: 213% overloaded;
- Interior East-West compression members: 72% overloaded.
21/10/2011 Hartford Civic Centre Roof Collapse Group 11
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Design Flaws
• Dead loads were underestimated by more than 20%.
• Under design led overloading in members:- East & West face exterior top layer compression: 852%
overloaded;
- North & South face exterior compression members: 213% overloaded;
- Interior East-West compression members: 72% overloaded.
• Computer model incorrectly assumed all of the top chords were laterally braced.
21/10/2011 Hartford Civic Centre Roof Collapse Group 11
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Collapse
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Collapse
• When built, deflection was twice predicted value. Engineers said such deviations from initial analysis were to be expected.
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Collapse
• When built, deflection was twice predicted value. Engineers said such deviations from initial analysis were to be expected.
• Unusual deflections were noticed numerous times:– Inspection company;– Subcontractor;– Member of public.
All were ignored.
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Collapse
• Collapsed in less than 10 seconds.
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Collapse
• Collapsed in less than 10 seconds.
• Multiple causes given:– Inadequate top chord bracing;– Torsional buckling of compression members;– Faulty weld connection.
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Collapse
• Collapsed in less than 10 seconds.
• Multiple causes given:– Inadequate top chord bracing;– Torsional buckling of compression members;– Faulty weld connection.
• All of the above can be attributed to a lack of redundancy.
21/10/2011 Hartford Civic Centre Roof Collapse Group 11
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Conclusions
21/10/2011 Hartford Civic Centre Roof Collapse Group 11
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Conclusions
• Use of untested, non-conventional design and computer analysis.– Design extremely susceptible to buckling (not analysed by computer).
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Conclusions
• Use of untested, non-conventional design and computer analysis.– Design extremely susceptible to buckling (not analysed by computer).
• Cost cutting led to inadequate inspection and quality control:– No on-site engineer.– Connections weren’t assembled according to the design.
21/10/2011 Hartford Civic Centre Roof Collapse Group 11
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Conclusions
• Use of untested, non-conventional design and computer analysis.– Design extremely susceptible to buckling (not analysed by computer).
• Cost cutting led to inadequate inspection and quality control:– No on-site engineer.– Connections weren’t assembled according to the design.
• Unexpected deflections were overlooked.
21/10/2011 Hartford Civic Centre Roof Collapse Group 11
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References
• G. C. Andrews (2008), Canadian Professional Engineering and Geoscience: Practice and Ethics.
• Martin, Rachel, and Delatte, Norbert J. (1999), Another Look at Hartford Civic Center Coliseum Collapse.
• Norbert J. Delatte, Beyond failure: forensic case studies for civil engineers.
• Levy, Matthys and Salvadori, Mario (1992), Why Buildings Fall Down: How Structures Fail.
• Salvadori, Mario, Why Buildings Stand up.
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HARTFORD CIVIC CENTRE ARENA ROOF
COLLAPSE.Group 11: Stephen Dent-Neville
Sean KeaneEoin Norton