Per ASCE 12.2.3, I was going to model the entire shear wall line in RISA 2D with the two systems (existing ordinary reinforced masonry shear/bearing walls + new SS OMF's in two bays) using the most limiting R value (R=2 for the CMU walls) for loading. The OMF member sizes will most likely be...
Thank you for the response.
I just got an updated Reinforced Masonry Engineering Handbook from the MIA and it's corresponding Solutions Manual. Those should help.
I told both prospective clients that their projects would have to be modeled with RISA-2D to do the relative stiffness analysis in...
Thank you for the response.
Both the buildings in question were built in the late 1960's. They both look in great condition, but seismicity was not a big design consideration back then. Definitely did not have all the technicality of ASCE 7-16 Ch 12 to deal with back then (i.e. seismic...
Looking for a reference for retrofitting openings into an existing CMU bearing/shear wall.
Most of my structural work has been with wood framed construction in CA. High snow load and seismic country. In my area of practice seismic loads in buildings are huge always govern the lateral design...
Looking for a reference for retrofitting openings into an existing CMU bearing/shear wall.
Most of my structural work has been with wood framed construction in CA. High snow load and seismic country. In my area of practice seismic loads in buildings are huge always govern the lateral design...
in the 2022 CBC Sec 1905.1.8 ACI 318 Section 17.2.3, section 17.10.5.3 (d) requires the seismic overstrength factor for wood framed shear walls, 3.0, to be applied to the net uplift load at wood framed shear wall ends. When combined with all the ACI limitations on concrete breakout and...
It's been a few years since I've had the occasion to design an OMF in a custom home in CA, but just got one recently. In the past, I've used a prequalified, WUF-B beam-to-column connection. I used to call that a "prequalified" connection, but maybe that isn't the correct terminology anymore...
This feels like a stupid question but does anyone know where to find the Commentary for the CA Existing Building Code? I've been searching around on the web but nothing is coming up. Only thing I can find is the Commentary for the 2021 IEBC. Is that all there is?
I am having a dispute with a...
Current angled holes meet all minimum edge and end distances for both sills and concrete. This is a retrofit of an old building to a foundation that had no anchorage to the concrete at all. Holes are drilled about 4 1/2" into the concrete (specs call for 4"min embedment)
Extra labor would be...
Tried Simpson already. They had no guidance on it.
There are about 55 holes drilled this way. Lots of labor to correct, so seemed worthwhile to try to find a resource to buy it as-is.
My gut feel is that it is OK. I just need to present an engineering rationale for that. Shear seem...
A builder drilled holes for 5/8" Simpson Titen-HD's to be retrofit into an existing concrete footing about 20 degrees off vertical because of some as-built constraints in the building. Off vertical to the outside, not length-wise to the sill. The building inspector caught this and said he had...
The project is still in design, so client doesn't have a GC yet. It is on the east side of the Sierra, about 250 miles from So Cal sources for pre-cast products. Maybe Reno or Las Vegas could be options. Transporation costs for precast hollowcore planks might be daunting. Especially for a...
Most of my 30+ yr practice a has been residential and low rise commercial and light industrial. The only elevated garage slabs over conditioned space I've done over the years have been single car garages. I now have a big luxury home with a 24ft x 24 ft elevated garage over conditioned space...