I have a pre-engineered metal building with some large tie beam forces. They are around 60 kips. The reason they are so high is a 40 psf roof snow load with a 13 feet eave height. The clear span of the rigid frame is 80 feet. For smaller loads I typically wrap the anchor bolts with a ‘U’ shaped rebar and use mechanical ties for the rebar of the tie beam. With loads this high I was wondering if I should be using a better mechanism for transferring the forces. What other options might I consider to transfer the thrust force from the rigid frame to the tie beam? I’m also wondering about stretching the tie bar itself. This is a metal frame with metal siding. What kind of limit should I use as a maximum stretch of the bars? Should I consider using lower strength steel and a larger area in order to reduce the delta from the PL/AE stretch?
Thanks.
Rich