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Tubular Steel Bridge Review
- To: seaint(--nospam--at)seaint.org
- Subject: Tubular Steel Bridge Review
- From: Ashraf Manjappara <ashraf.manjappara(--nospam--at)gmail.com>
- Date: Wed, 8 Apr 2009 19:18:24 +0300
I am reviewing the design of a simply supported rectangular welded tubular truss bridge of 48.0m to support crude oil pipes. The bridge is supported by two single piled supports one is in offshore (sliding) and one in onshore (pinned) . The major concern is the top chord in which they used 10.75" dia tubulars. I am worried about the global buckling of the top framing in the horizontal plane. We are mainly following American standards such as API RP 2A, AISC etc.
I would like to get some feed back on the follwoing issues.
1. Is there any limit on the Span/tubular dia limit on Bridges?
2. Is there any minimum size to be used in Tubular bridges for chords/braces?
3. How can I disinguish between major and minor brace?.
4. The design shows 30cm lateral deflection for the offshore support frame. What is the limit on the allowable deflections?.
5. What are the major things to be looked when reviewing tubular bridges design?.
6. Which is the preferred location for pinned end (whether onshore support or offshore support) ?.
7. What is the effective length to be considered for top chord (compression) if there is no knee/sway bracing in the cross sections ?. Sufficient braces are provided in between the top chords and bottom chords. But knee braces in cross section is provided only at the ends.
Thanks in advance,