I'm assuming the 24" is due to seismic loads. It's my understanding that AASHTO recognizes passive abutment resistance as a part of the Earthquake Resistance System but also recognizes it as permissible with the owner's approval. I believe some owners in US, such as WSDoT don't permit this...
How about precast blocks (Lock Blocks) or GRS instead of the binwall to retain the fill behind the piles? Also, not sure where you're project is located, but depending on the span, there are alternative superstructure options. Bailey bridge systems have typically more maintenance issues and...
It a simply supported structure with multi girders. It should be easy to evaluate for an experienced bridge engineer, which I strongly recommend retaining to ensure safety for users. One word of caution: without having some information on the piles embedded depth, blow counts during installation...
I would think you'd need stiffeners at the pile bearings. Have you checked for shear capacity at pile locations? If you have stiffeners, then it's braced.
What we've done on some of our park infrastructure projects is to remove or top the trees that may damage the structures. These would be large-diameter trees that lean toward the structures or trees that show signs of decay or disease that make them weak and prone to a fall during a wind event...
Hi Sidou,
Welcome to Canada!
After you settle, your first goal should be to register with a provincial engineering governing body. You won't be able to practice as an "Engineer" in Canada unless you are a member of one of the provincial associations. Every province and territory in Canada has...
A few thoughts on your general design approach. I've never seen a retaining wall supporting a culvert at the outlet. It's generally not good practice. You have a zone directly below the culvert that's prone to scour especially with a 2.7m outfall. Judging from the slope and the size of the...
What about something like this? Suspended angle or bent plate at 8' or 6' spans?
https://files.engineering.com/getfile.aspx?folder=a51bf137-1a6e-4483-90ab-aa074f0d7679&file=proposed_redeck_(1).pdf
Would the lane load even govern?? In Canada, dynamic load allowance (up to 1.30 factor)is not applied to lane loads and on short spans it won't be the determining factor.
Pure and simple poor drainage structure. Obviously, the culvert was undersized for the peakflow experienced during this storm event. Additionally, the watershed didn't just experience a large surge in water flow but debris flood as well. Culverts are seldom used on crossing with a high...
How big is your culvert? Culverts over a certain diametre may experience Hydraulic Uplift if and when the flow exceeds the culvert sofit. Concrete collars are placed at the inlet and/or outlet to provided extra weight to anchor down the culvert and prevent uplift.
Avenza Maps.
https://www.avenza.com/avenza-maps/
You can run it onto your tablet or smartphone. It needs a base map to work so you will either need to georeference your PDFed drawings or download a map off of the Avenza store. There are bunch of softwares out there that let you georeference...
May I ask why you're using ASCE 7-10 and not AASHTO LRFD "Specifications for Structural Supports for Highway Signs, Luminaires, and Traffic Signals"?
AASHTO Chapter 3 spells out all the load combinations and what should be considered, ice, wind, DL, etc...
Furthermore to Lo's comments, depending on the girder configuration and deck width. you will need to consider off-center loading, with unequal distribution of live load. I've seen it as high as 60/40.
I wouldn't design it the span as a single concentrated load. That's may be way too...
