This is my first endeavor into the design of very low cost chain hotels (plenty of experience in unique, steel/concrete framed hotels). I have received a structural engineering template from this hotel chain, which at first glance looked like it would really streamline my design process - it even designates framing orientation and shearwall locations (this is all wood framed except for a few steel girders).
My question/concern is that their foundation plan has no continuous strip foundations below interior transverse shearwalls. Since the framing is orientated parallel to transverse walls (i.e. framing bears on corridor walls and exterior walls), all transverse walls are non-load bearing. All that they have specified is a 5" slab on grade, and they are placing control joints at each wall. I have never attempted something like this before. I have used isolated foundations at each end of a shearwall to pick up chord forces, but I would still always provide a tie beam/cont. foundation below the wall.
Typical free body diagrams obviously just show a tension and compression force at each chord of the shearwall, but isn't there a compression block at the compression side of the shearwall that extends in from the edge? And outside of this issue, by transferring shear to the slab on grade, it becomes a structural diaphragm that unfortunately has a ton of control joints running through it. Neither are desireable issues, but it would appear they are standard designs used everywhere. I am in a high wind/seismic zone, so I can argue that and probably get a little leeway.
See attached for general floor plan.
My question/concern is that their foundation plan has no continuous strip foundations below interior transverse shearwalls. Since the framing is orientated parallel to transverse walls (i.e. framing bears on corridor walls and exterior walls), all transverse walls are non-load bearing. All that they have specified is a 5" slab on grade, and they are placing control joints at each wall. I have never attempted something like this before. I have used isolated foundations at each end of a shearwall to pick up chord forces, but I would still always provide a tie beam/cont. foundation below the wall.
Typical free body diagrams obviously just show a tension and compression force at each chord of the shearwall, but isn't there a compression block at the compression side of the shearwall that extends in from the edge? And outside of this issue, by transferring shear to the slab on grade, it becomes a structural diaphragm that unfortunately has a ton of control joints running through it. Neither are desireable issues, but it would appear they are standard designs used everywhere. I am in a high wind/seismic zone, so I can argue that and probably get a little leeway.
See attached for general floor plan.