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Not sure which bolts you are talking about, but if these are the bolts connecting to the actual web of the girder, they are designed for shear only (assuming pinned connection). Remember to check the moment at the end of the cope.

jdgengineer, Depending how sensitive you are to settlements you may need to check the deflection of the wall.

Well, I guess this from TxDOT answers the question....

AASHTO tells you to use lever rule when determining the forces in exterior open box beam. Where should I put the the supports to apply the lever rule? For the first support, should it be the CL of the exterior web or CL of the beam? For the second support - - CL of the second girder, CL if...

Please first make sure if you should use the composite deck as rigid/ semi-rigid or flexible diaphragm. If you can use the deck as rigid diaphragm and you are using the results only for lateral force distribution you can use 1 for everything. If you are using the model to check DL/LL...

I have used the friction before. As mentioned above it is somewhat unreliable, but I have used it with prestressed anchors, so you know that there is going to be some compression force at the interface.

Although I haven't always followed this ACI states: ...6.4.4 — Construction joints in floors shall be located within the middle third of spans of slabs, beams, and girders. ....

Try AISC Design Guide 1. AISC gives difference coefficients relative to the orientation/shape of the column.

I am getting strange behaviour of external tendons. If the tendon is completely inside a member everything seems to be OK. if the tendon is external - strange loss of prestress is occuring. (see attachment). Does anyone have an idea why this is happening and how to avoid it? Thanks