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Thanks for all your replies. It sounds like we are mostly in agreement with the vibration issue.. I think I'm gonna stick to my guns on this one and keep the concrete. Its a high end water front restaurant that should get a ton of visitors. I'm not pushing the envelope on this issue.

All I am working on a high end restaurant and it has a 3rd floor roof deck of a pretty decent size. Currently the roof is designed with steel I beams and a concrete filled metal deck. Above the concrete will be a water proof system and with pedestal pavers. The architect asked us to remove...

All Simpson responded back and provided the diagram in the attachment. I am not aware of any guidance for a buckled strap beyond the warning that buckling can happen after wood shrinkage in the installation notes found on page 283 of the C-C-2024 catalog and guidance to follow to avoid the...

Thanks all.. I was hoping there was published tolerance with the straps but it seems that any bowing is not acceptable. Im gonna tell the contractor that all the straps need to be re-installed.... which is a big undertaking for this project.. For future projects, I will have the above...

PhamEng.. What was your analysis of the straps in a buckled state. FYI Simpson has a footnote on the CS16 straps "Wood shrinkage after strap installation across horizontal wood members may cause strap to buckle outward." If the census among engineers is that zero bowing is acceptable, I...

I have a 3 story wood frame apartment building where the floor to floor straps are bowing at the floor system. I am aware that the bowing is caused from shrinkage of the building. The straps are nailed top and bottom and not at the floor system as specified by Simpson. We expected about a 1/4"...

Thanks All.. I did the design so I'll play with the nail spacing and see what impacts a reduced nailing causes

I'm looking for opinions regarding an acceptable tolerance for the percentage of nails that can be missed or mis-installed on a wood panel shearwall and still be within an acceptable tolerance. For example if I specify a shearwall with 8d nails @ 3" on-center for a 7/16" OSB and the framer has...

Thanks all for the responses. I previously suggested the pre-fabricated bridge so I'll mention that option again..

I designed a 5 timber bridges for a resort developer. The bridges are 2 lane and 60-100ft long with 1 bridge 1300feet long. The bridges are about 4-6 feet high, over wetlands. I designed the bridges with an HS20-44 loading and a crash tested guardrail (as originally requested). The pricing came...

Thanks for your responses.. WE designed the panel (thickness and rebar) for wind and gravity as required for this area. We did not consider the lifting stresses and followed the recommendations from TCA (Tilt-up Concrete Association) which recommends that specialized vendors design the lifting...

I recently did a simple tilt up project. I specified the lift design was to be designed by others and signed and sealed by a delegated engineer. The contractor has submitted some shop drawings that are not signed and sealed. Before I reject them, I was hoping to get some feedback from the...

I have a condition where the deck joist are fastened through the wall sheathing and into rim board with a hanger. The hanger has been specified as recommended by the Simpson technical manual for Hanger to Rim board. Is there an issue with this detail regarding deck away. In my opinion the...

Everyone I talked to agrees with you so far.. Thanks for your input

All I started my own firm about 3 years ago and one of my previous employers employees reached out to me for a position. I did the interview and I would hire this person but I dont know if I should. I worked with my old employer for years and even though we are not close personal friends, I...

Thanks BA.. It sounds like we agree.

All I have a footing supporting a mezzanine. The load is about 5500#. When they dug the footing, 6 conduits were discovered running parallel with the mezzanine. See photo. This will affect 5 columns. I told the contractor we need to move the columns away from the conduits and cantilever...

Thanks for your responses. The Tennant of the building is unknown at this time. The slab will be formed on fill and the soil is mostly sand. I will be using a stem wall foundation with slab to take the lateral forces.

What is the minimum slab on grade thickness I should use for a PEMB. The architect said the building is going to be used for manufacturing.. The building dimensions are 150' x 80'. I was going to go with a 6" slab but I am looking for code guidance. Please let me know your thoughts.

Thank you for all the responses. I’m going with the back spans. It’s a funny looking beam. The beam will be 16” in the floor and drops 10” at the balcony so that it is below the balcony framing. Luckily the first level is a garage and I don’t have to worry about ducts