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We have performed an inspection, the underside is in good condition and sounds solid. There aren't any transverse hairline cracks present either. I've read through NCHRP 234, the method seems more geared toward a slab on top of girder without mechanical connectors. I will look into this a...

correct, it's super-elevated on a curve

Thanks for the responses. The cross-section looks as shown below. The section of AASHTO MBE that I'm referring to is 6A.6.9.4, which deals with concrete encased steel I-sections in bending and I think this is similar to that.

Hello, I'm looking at a rail slab bridge (concrete slab with steel rails near the bottom of slab), and I'm determining how to consider the contribution of the steel rails near the bottom of slab. I do not have details of any mechanical anchorage of the rails in the slab, so I would need to...

I think I have a pretty good understanding of development length, but I'm wondering what the difference is between this and cutoff length? If a bar is at a point where it's no longer needed, wouldn't it also need to be developed to this point as well? Any help explaining this would be appreciated.

Thanks for the reply, although in the situation I'm looking at, I don't think I can place ties. Going back to my previous question, could the reinforcing running in opposite directions be extended the development length past the point where the opposing bar is developed? so at any section...

I have a situation where the spacing requirement for a non contact lap splice can't be met. Can I just develope the reinforcing on either side of a potential crack? Essentially provide 2x the development length?

Hello, I'm looking for an end of bridge detail in which a precast approach slab is supported on GRS and post-tensioned to precast full depth deck panels, which are supported on steel or concrete beams. Apparently this detail was used on the Tennessee Fast Fix 8 bridges for I-40 over Clinton...

I'm designing a box culvert per AREMA. The group IA load combinations for concrete design include a 1.8 factor for all loads. This culvert is under very deep cover making the 1.8 earth load factor very dominant. This is much more than the aashto factor of 1.3. Has anyone ran into this and is...

Thanks everyone. They made all of the standard promises. I'll see if he has an alternative method, although I assume he asked because he did not have a good alternative.

Hello, A contractor wants to drill into a new precast box culvert for forming the cast in place headwalls. He would fill them with grout after. Is this generally acceptable practice? Thanks

Hello, Has anyone had experience with epoxy grout injection in cracks over 1/4" wide. There is a crack through stone masonry up to 1" wide and I'm trying to see if epoxy grout injection should be used. Most of the products I see are for up to 1/4" wide. Thanks

If a steel plate is over the top, I think it would be similar to (3) a top layer of planks perp. to the lower planks.

Yea, that's my feeling to, although looking for something explaining how exactly its distributed.

Hello, I am performing a load rating on a steel beam bridge with transverse timber plank deck. The timber deck is causing the bridge not to rate adequately. I am thinking of ways to temporarily strengthen the deck. I think placing a steel plate (3/4" +/-) over the deck would suffice, but am...

Thanks for all the responses. I think I will continue as if the deck were simply supported, which may be a little conservative. This is a typical vehicular bridge, although it's being rated for this special, tracked vehicle to pass over it.

Hello, I am performing a load rating for a bridge and the rating vehicle is a tracked rig. The lateral track spacing and contact area of the tracks is similar to but not the same as an H20 truck. I was going to use the distribution factors in the aashto standard specs, but then I decided to...

Has anyone had experience with integral abutments on spread footings? I found two DOTs that describe the use; Maine Dot and Nevada DOT. I could only find details on Nevada DOT. I am looking at using, but trying to do a little more research and finding little information. Thanks for any help.

The material that my state's spec book refers to for permanent steel sheet piling is AASHTO M202. I can't seem to find this spec. without having to pay to download it. Does anyone know if this refers to a particular grade of steel? Also, I assume this is a corrosion resistant steel, although...

This is for a permanent scour protection application. Thanks for the ideas. The bridge is fairly short, so removing the whole superstructure may not be out of the question and would provide all the room needed.