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I have decided not to show any details for the shoring. My engineer is in a neighboring state so even he can't officially submit anything, it would have to be on my drawings. The project is in NY, heavily regulated, and permits are not issued without GC insurance.

good advice, I am best to stay away from it.

I could take that approach but there's a chance they don't understand the situation of the joists they are supporting have only a nailed connection to the wall.

Anyone ever create an opening in a balloon framed wall? This is on the first floor of an exterior wall, 3 story home. I am concerned about the means and methods of demo as an architect. I do have a struct. engineer on the job. I am thinking to cinch ea stud with (2)C3x6 and (4)1/2" bolts @ 5"...

thanks for your reply! I had an 8" dia perc hole, the sides were lined with a metal sleeve, the final hour test was a 10" drop. Do i use 10"? also is it possible to enter a clogging factor? If i have a battery of Cultec 330 XLD chambers with an invert of -4', Do I want to size my pond such...

How do I use my perc test data? I understand the "pond outlet device" and "discarded" Can I use ft3/ft2? for soil percolation rate? I am designing a drywell system for a residence. I am an architect so not my main line. Thanks Dave

My alternate engineer did add squash blocks, a 2x10 plate w/ (5)16d nails into the TJI and a simpson L90 on top of the plate to the rafters.(9" angle with 5 nails ea side, can take 500+ lbs of force.) I may still add somerthing else, I am concerned that the TJI flange could split if some clown...

what forumula do you all use for calculating thrust?, i had double what my engineer said, he came up with 388 lbs after the 1.15 reduction. at any rate we have a design i have confidence in,

msquared are you on the west coast?..i hear something like that in LA

Ok, I sent the detail over to another PE, I already had my structural engineer look at the dwgs and he said nothing, only asked me to specify the nail spacing for the plate i had left blank for him to design!...anyway, I like the twisted strap idea. thanks for all the helpful comments.

The prescriptive code for this bldg size/ roof pitch is only 4 nails at the heel connection. There are also collar ties.( i know don't do much, but some) I upped the plate to 2x8 with a row of 3 nails @ 4" o.c. with blocking below and a simpson A35. Nailing the plywood in the eaves at 4" o.c...

my snow load is 30 lbs.. And thanks for the comments so far!

No, TJI will not let you taper cut the joists, even tho someone from TJI sent me a detail as such...my concern is the rafter connection. Simpson told me to use an A35 which just connects to the plate, and if the plate fails.....

need some help with this. my engineer is not that good with nails I came up with 785 lbs per rafter for the thrust. please correct me if wrong. Need some strap etc for this, do not want to rely soley on the plate on the floor. the span of the Bldg is 27' inside, clear spanning the whole thing...