Connections Design and Shop Drawings
Connections Design and Shop Drawings
(OP)
Hello folks,
I've received a project where I was asked by the contractor for steel shop drawings and connections design (EOR requires signed and sealed calculations and SD). Please see attached framing plan. It's a 6-story building, first floor is commercial and residential floors are above. I am attaching here first floor (commercial) framing plan. EOR design loads is LL 100 psf for this floor and DL as per material (he calls for 4" LWC) so let's say overall DL is around 65 psf. so it's roughly 170 psf for 14' long w8x15..Seems too small for me. He calls for shoring of beams while concrete is being poured. but still, taking into account composite action, I wouldn't feel comfortable with W8x15..Plus construction wise, connection won't be easy to do in field. What do you think ?
Thank you for your input.
I've received a project where I was asked by the contractor for steel shop drawings and connections design (EOR requires signed and sealed calculations and SD). Please see attached framing plan. It's a 6-story building, first floor is commercial and residential floors are above. I am attaching here first floor (commercial) framing plan. EOR design loads is LL 100 psf for this floor and DL as per material (he calls for 4" LWC) so let's say overall DL is around 65 psf. so it's roughly 170 psf for 14' long w8x15..Seems too small for me. He calls for shoring of beams while concrete is being poured. but still, taking into account composite action, I wouldn't feel comfortable with W8x15..Plus construction wise, connection won't be easy to do in field. What do you think ?
Thank you for your input.






RE: Connections Design and Shop Drawings
If you have design software, you may want to run a few beams with it unbraced and a reasonable construction load and see what you get.
RE: Connections Design and Shop Drawings
You will have lots of fun providing connections... maybe a 3/8 endplate welded to the beams with a couple of bolts... one on ea side since you will have difficulty in getting 2 lines of bolt holes in an 8" deep member.
Dik
RE: Connections Design and Shop Drawings
RE: Connections Design and Shop Drawings
I'm use to seeing only elevation differences between top of steel and finished floor in ( ) behind sizes.
RE: Connections Design and Shop Drawings
Dik - yes that's what I thought, that connections will be difficult with W8..Steel manual doesnt even have W8 in its tables with composite members capacity..
RE: Connections Design and Shop Drawings
W8's always make for tough connections so there must have been ceiling height issues that forced the (relatively) heavier W8 choice over lighter W10's, especially for the girders. Would've been nice to avoid coping the bottom flange of the W8 beams that frame into the girders had the girders been W10's.
RE: Connections Design and Shop Drawings
You may want to add a C4 where the deck changes span direction... and keep the span direction the same.
...and don't forget L1x1s at the columns where they poke through the deck to provide support for the deck...
Dik
RE: Connections Design and Shop Drawings
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Connections Design and Shop Drawings
They could use an extended tab but that's more work to design.
RE: Connections Design and Shop Drawings
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.