Thank you for your inputs
Yes, this is almost seems like designing for another wall taking wind loads!
Right now I have a 7"x18" parallam PSL as the ridge beam spaning across the 30 ft span, braced by parallam PSL rafters @16" o.c. and supported by two columns at the ends.
My concern with...
Issue#1
I have to design a roof with not only uneven slope but also the slopes are very steep. I have looked TJI, PSL, etc. products and the manufactuer does not have product that can support such steep slopes. Does anyone know if there are any wood products and connections can support this...
I revisited this idea and came up with the following detail.
This seems more feasible and avoids the slope footing at some of the column/foundation wall locations, although not at the shearwall locations.
My questions is....what is the ideal distance between the "upper footing" and the...
This is a greater idea. The only trouble I have is that the shearwalls are also located at the side walls and are prutruding inside the building, applying this will make "discontinue" the shearwalls.
Thanks for you advise.
To reduce the eccentricity in the footing, I am thinking to reduce the width of the footing to the actual width I needed for the design (I.e. 2'-6" instead of 5'-8" shown on the sketch) ;and separate the pour of the acutal footing and the concrete beneath it so that the...
Hi all,
This is new 4 story high concrete building with an existing structure on the west side and an existing 1 and 2 story building on the right side. There is a 2" gap between this new building and the existing adjacent buildings.
To avoid underpinning the neigbors's footing, the owner is...
