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Thanks, bridgebuster... but cannot change level of decking... there are some existing bolted connections inbetween the strands but we are not removing those so cannot reuse the opennings - that option would have been neat...

Thanks gussmur, I am actually considering this as an option as cannot think of anything better at the moment, unless there was guidance on drilling near pre-stressing tendons as got over 4" cover, or if chemical bonding of some sort that could be allowed (never seen it done)...

Take 2 to attach a sketch as did not work last time... Your file's link is: https://files.engineering.com/getfile.aspx?folder=8b0f4c89-c110-42a9-88fc-9e6e0f04f7f0&file=proposed_redeck.jpg...

Hi there, As per the subject line, I am looking to replace a footbridge deck with a temporary decking system (thinking GRP grating panels?) but struggling to think of sensible options of making connections into the pre-stressed concrete girders as decking is at the bottom of the section so...

Thanks, EireChch - where could I find a reference for this? So for phi=0 (cohesive soils) use Nc=5.14, but what if c=0 or for c-phi soil types?

Hi, I have read thread256-285800 and got stuck here: "If you look at Bowles Table 9-1, modulus subgrade, kv (kN/m3) approx equal to 240 Cu (kPa). Allowable bearing pressure, qa (kPa) = Nc Cu / SF = (5.14 /3) Cu..." Bowles Table 9-1 shows ks (not kv), and there is no Cu there... Also, where is...

Thanks, gusmurr. I have seen the presentation - does anyone have a link to UIC Code 773 mentioned there?

Filler beam deck is essentially a reinforced concrete encased steel beam section. The current design to Eurocode EN 1994-2:2005:

Hi, I am struggling to find a filler beam design example for a road bridge - if you happen to have one handy and were willing to share that would be much appreciated. Thank you.

CIRIA C543 Bridge Detailing Guide (2001, UK): Link Bridge Approach Panels Best Practices (2013, US): Link SteelConstruction.info - Bridges (www, UK): Link

Thanks for the responses so far, folks... @Mike_311: Good point about "bad" ones - these would be rather rare; what I had in mind are publications such as CIRIA C543 Bridge Detailing Guide (UK). The focus is obviously on the "good", but they actually do show some side by side examples of good...

Hi there, I would like to ask your help to try in this thread to collate standard bridge details from around the globe and also any good v. bad practice guides, etc. especially for the most common types of bridges, but also any "by exception" non-standard solutions - if you could paste your...

Thanks for the suggestions and links, steveh48 and EngMann. I see there is a lot in terms of research on this. I was hoping for a best practice type of approach to use for soil spring values in load model analyses, especially for piles... seems not a clear cut matter, so I will go back to...

Thank you, both. Would the formulae for horizontal and vertical coefficients be different? Also deep v. shallow foundations: different coefficient in the formulae? Thanks.

Thanks for that, r13. Are the Kv and Kh values something typically provided by geotech? I could not find them in the GIR that is why I proceeded to compute them myself to apply to the model...

Please see attached as the terminology can be a bit confusing as there are a number of different k's... https://files.engineering.com/getfile.aspx?folder=fc98f767-edce-4ab7-b4d0-c1c5bc358d58&file=terminology.jpg

Hi, How do I work out the horizontal and vertical moduli of sub-grade reaction, for laterally and vertically loaded piles in clay? I want to apply the sub-grade reaction values in a model (using Winkler springs) as I need to confirm the pile moments for the design of reinforcement in piles...

Hi there, Take a small bridge made up of regular precast concrete box culvert units plus irregular end units with wing walls, apron, etc. Unfortunately, no specific details were supplied what level of detail was required - I am treating it as an overall rough check of the key elements and...

Thank you for your comments. Yes, it is a shear connection to me also, sorry for the misleading title. Correct, the loading is that for a simply supported member, and the connection is not being designed for moment, yet member is bolted at both ends (hence no movement there). The members are...

Hi, I wanted to get a quick second opinion on the following. I am specifying uniformly loaded beams and plates bolted on both ends to rigid supports and have used the conservative simply supported scenario to get the midspan bending moments (and reactions at supports) as per sketch. Now, for...