Hello,
Is there a way to change the HCL or Center Line of the Bridge in AASHTOWare BrR? The only skewed abutment is the first one in my bridge and BrR assumes the centerline as HCL. I could not find a way to change that as my Reference line or HCL is a bit below the actual centerline.
Thank...
Thank you for the explanations. While playing with BrR, I did actually find a way to make the Girders Simple for DL and cont for LL. If you create a new member alternatives and link that to the girder, the member alternative box will give u an option for that.
That is weird. Coz, I have studied recent AISC articles and people have started using SMC steel girders with Steel diaphragm. This bridge Im looking at is SMC plate girders with concrete diaphragms constructed in 2019. I was just wondering how it can be modeled in BrR just like we do for...
Can anyone enlighten me with the concept and process on modeling the 3 span - Simple Made Continuous steel plate girder bridges with concrete diaphragms? Apparently, AASHTOWare does not have option to choose multi span analysis for steel bridges of this kind.
Thank you.
Yeah, I am new to Bridge Design and not very familiar with LFD approach too. Im way too confused with LFD in the calc. I guess LFD approach dont care about 1 lane vs multi lane too right??
This is the result from BrR
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Shear Distribution Factors
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Corrugated Deck on Exterior Beams
(Article 3.23.1.2)
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Same as moment distribution factors:
One Design Lane Loaded...
@BridgeSmith
Thank you much. I guess I was confused with LFD's Wheel Load vs. LRFD's Axle Load approach for live load distribution. Your response made everything clearer. Btw, where would I be able to find the information for LL Distribution Factor for Deflection and Shear at Supports...
Hello,
Could someone please help me understand the concept of Lever Rule method for Live Load DF in the following case?
- Bridge: Rolled Steel Beam with corrugated metal deck (nearly no overhangs)
- Interested in Exterior Girder
- Girder Spacing 4.5'.
- While placing the left truck wheel load...
Does skin friction of the pad come into play increasing bearing capacity? Can we add the skin friction provided the sides of the pad to the bearing capacity of the foundation?
I have seven helical piles on grade beam. The lateral load from column is acting along the length of the grade beam. The soil 7 ft underneath has very stiff clay. Would assuming the localized bending of helical piles will not occur be appropriate in this case?
