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We have worked with Genesis as well and would highly recommend. I have visited US Bridge's fabrication facility. It was an amazing shop tour.

The USACE published a document called "Maximum Impact Force of Woody Debris on Floodplain Structures" back in 2002. Though not the same situation as what you are describing, there may be some relevant information for you from their research.

Our DOT runs #4's in the top mat longitudinally for the entire length of the deck, then adds a #6 in between the #4 for negative moment steel.

Assuming you have steel girders, AASHTO LRFD 6.10.1.7. However, I like BridgeSmith's approach better. Our DOT stagger every other rebar 3' longitudinally.

I have used the STM-CAP spreadsheet you list above once or twice. It was sponsored by the DOT we do work for. It is fairly simple to use, but yes you will need to determine your reactions with another program. The Project Report provides several worked examples using the spreadsheet. The...

We had designed replacement pads with Method A for a rehab project. After the contractor started sand blasting the beam ends he started blowing basketball sized holes through the webs. The fix was to encase the beam ends in concrete, but this obviously added significant load to the bearings...

How about a tangent shaft wall with a precast panel on the front to make it look pretty?

Here's an article about a local bridge that has anchored end spans. Is this the type of bridge you are referring to? http://www.aspirebridge.com/magazine/2013Spring/DodridgeStreetBridge.pdf There have been a few more done around here that I have plans for.

AREMA indicates that Section 2.1.5 was updated with the 2019 edition. Instead of buying the entire manual you can just purchase the chapter you need for $290 (non-member price)

When we work for the WVDOH, we can turn a single row of H piles the strong way and call it semi-integral. I haven't figured that one out yet. In Ohio, you have a rigid foundation for a semi-integral configuration like 2 rows of piles, shafts, or spreads. BridgeSmith, were there and guides...

Sounds like an awesome book to cure insomnia! On semi-integral conversions our DOT is using a very similar detail to what STrctPono posted above. A geogrid wall under the approach slab with a gap between the diaphragm and the geogrid wall. Relieves the passive pressure. WVDOH also uses a...

We're working on a very similar scoped project right now. The client wanted us to verify that the abutments were sufficient to carry the pedestrian loads. No existing plans and no way were were going to dig down to see what the footings or piling was. We did not core the concrete or the...

bridgebuster, I do not work in Iowa. Our DOT (Ohio) was looking into utilizing integral or semi-integral abutments on horizontally curved bridges and I was doing some research and stumbled across that document. Typically here, we do not use integral abutments if the abutment height is more...

Iowa State did some field monitoring of curved bridges with integral abutments. Their report can be found here: Link

Just an update on this project. I was able to visit the site and get up on top of the bridge. The truss inside to inside width will be our controlling width of about 12'. The girder spacings vary from 6.0' to 6.5' to 8'. So the overhangs will vary. One snag we noticed at the site was that...

Our DOT provides some good guidance in their BDM on determining topping thickness at any point along the length of a prestressed beam. Attached is that section.https://files.engineering.com/getfile.aspx?folder=97cd7b02-2217-4d97-b58c-7e904c259b7c&file=Camber.pdf

Ya, we've found WV is many years behind other DOT's in details and CAD. It certainly allows designers to be creative when there are limited standards. Enjoy working with them when there is time to properly get through a project. Sorry back on topic, we had to splice bars coming out of the...

The path off the bridge is 10' paved with 2' shoulders. The owner is stuck on that 14' width across the bridge also. We have expressed to them that the construction cost escalates exponentially over a 10' deck. But we are back to 14'. Running decking longitudinally is frowned upon amongst...

Totally agree that the H10 won't be noticed by the existing structure. We are not to analyze the existing structure. Not sure the condition of the cross ties and the owner stated he wanted them removed. Good thought though, if owner wanted a 9' wide deck. Another local rails to trails...

Here is WVDOH continuity detail. Never used it. I'm sure you have seen the slideshow presentation by Mr. Scarlata with the NYDOT for link slabs? The one link slab we have designed here did not require UHPC but the DOH insisted on using it. Link I thought I recall that the AASHTO LRFD...