Hi all.
We are designing a new public road and my question is regarding the correct/preferred method for using a "Design-Speed". All vertical & horizontal geometry for the new road will comply with AASHTO & State-DOT standards.
I've read/been-told that the Design-Speed is always higher...
I'm working on a project at the junction of two large rivers (30,800 CFS). There are multiple existing bridges over each of the two rivers (all bridges are skewed, 2 are at 40-degrees). My question is how should I model the bridges? The Section lengths are much longer/larger than the bridges...
Ok .... for those who may be interested, here's the official response directly from AREMA
Answers:
1) For the floorbeam reactions, use the 12-ft span pier reaction listed. The pier reaction is based on a 12-foot span on either side of the pier, or a total influence on the pier of 24...
Ok .... for those who may be interested, here's the official response directly from AREMA
Answers:
1) For the floorbeam reactions, use the 12-ft span pier reaction listed. The pier reaction is based on a 12-foot span on either side of the pier, or a total influence on the pier of 24...
We recently purchased the 2009 AREMA manual. My questions relate to the use of Table 15-1-15 (Max. Moments, Shears and Pier/Floorbeam Reactions for E80 Live-Load) on page 15-1-77.
To simplify, let's assume that I have a single track that bridges over an unloading pit. There are multiple...
We recently purchased the 2009 AREMA manual. My questions relate to the use of Table 15-1-15 (Max. Moments, Shears and Pier/Floorbeam Reactions for E80 Live-Load) on page 15-1-77.
To simplify, let's assume that I have a single track that bridges over an unloading pit. There are multiple...
Would appreciate any input on this subject ....
I am designing plate girders for an outdoor trolley system (AISC Loading Condition 4). I want to attach the walkway supports (cantilevered W-sections perpendicular to the girder) by shop-welding directly to the underside of the plate-girder's...
