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Thanks to the both of you. The state I work in doesn't have any limitations to my knowledge, which is why I'm trying to make a judgement call. I may reach out to them to see how they feel about it, but I appreciate the input.

AASHTO very explicitly outlines the criteria when the transverse deck reinforcement can be skewed up to a certain angle. My understanding since this is in Chapter 9, is that it only applies to decks on beams. So my question is what's everyone's opinion on skewing transverse reinforcement slab...

Thanks Rod

This is an incredibly tedious question so bear with me. I'm trying to terminate some negative moment reinforcement and AASHTO Section 5.10.8.1.2c states that At least one third of the total tension reinforcement provided for negative moment at a support shall have an embedment length beyond the...

I sounded a bridge deck a few years ago (we dragged it with chain to look for delamination's) and while visually it appeared to be in good condition it sounded terrible. I probably had 80% of the surface indicating repairs. We later found our from the transportation agency that owned/maintained...

I'm evaluating a demo for a contractor and we're investigating whether or not they could lift a non-composite slab off a precast beam in sections. One concern I have is that the flanges of the PCB are fairly thin so I was going to check for an uplift condition as they "pop-off" the slab. My...

I do structural engineering and we regularly use a program called Tedds (by Tekla) that lets you perform calculations in Microsoft Word. My biggest complaint is that it doesn't have the ability to do digital sketches to support the calculations and drawing in Word is exhausting. If I really...

I primarily design bridges where I often run into a very large radius on a curved bridge deck. I've never specified pre-bending the deck reinforcing that runs longitudinally along the length of the bridge. I've always assuming that since these bars are typically no larger than a #6, that they...

Unfortunately PEinc answer is probably the best you're going to hear. SPW911 is not capable of LRFD design. The best you might be able to do is develop a semi-handcalc aapproach and see if you could copy the analysis output from SPW911 in an excel format, factor the loads and do your design...

Yes. We have no choice but to provide a cover plate due to that very issue.

I'm looking for other's opinion on how to interpret Section 5.7.4.2 regarding the use of a reduced effective area for design in Seismic Zone 1. The code requires the percentage of steel in the reduced effective area to be the greater of either 1% or the value obtained from the following...

Yes the 1.34 value is incorrect. Typo on my part.

I recently had a fabricator request increasing a cover plate thickness, here are the parameters of the situation. Flange thickness = 1.34" Cover Plate thickness = 1.5" Requested CP Thickness by contractor = 1.75" Normally I wouldn't hesitate to approve the request but AASHTO LRFD limits the...

Praise the lord and pass the taters!! If it does, I'm to the point that I'd gladly pay it! I work in a state where we typically work under the most current version at the time a contract with the DOT is executed so we're constantly juggling which project is under which code. To make matters...

We're designing a sheetpile wall that is tall enough that it will require a waler with angle tiebacks. Would anyone like to provide there opinions on, and maybe an example of how to detail the waler and tieback. The last project we did the waler was a double channels welded horizontally to the...

Thanks for the input everyone. The responses have been very beneficial/educational.

-JAE Thanks. While it could have the "ingredients" it seems likes parking garages would be excellent places for efflorescence to occur and cause this problem with cars however I've never heard of this problem before. Do you think this would be a more unique circumstance? I've never heard of...

I've recently had a client claim that the efflorescence from a beam was dripping onto cars in their parking garage and removing the paint on the tenants cars. I've never heard that before and as a young structural engineer was under the impression that other than helping me locate cracks, these...

Sounds like the consensus is to include it. To respond to the previous statement yes I did have elastomeric bearing pads. These pads transmitted the force to the piers but I included. A reduction in the force due to the reduced displacement of the pad as the piers deflected. It reduced the force...

I'd recommend reconsidering your failure mechanism if possible. We assume where I design for seismic zone 1 loads that the transverse loads are distributed to all the bearing anchor bolts equally within a given span segment. In the longitudinal direction we assume the fixed anchor bolts will...