ya , i hear you on the strength side of things but when you compare this to a 2x6 stud wall versus a 8" or 12" aac wall with 435 psi it is much stronger, and i would prefer a masonry wall built out of masonry compared to a plywood shearwall, particularly when you get the strength from a...
I have a client that would like to use a Autoclaved Aerated Concrete Block (AAC Block)for residential construction either in a high seismic design regions or otherwise. One manufacturer recommended following ACI 530 for strength design of masonry. The block has a compressive strength varying...
271828,
we designed a grand stair into a theater space, there was one stringer (20x8x5/8 HSS) that was located on one side only. The HSS stringer was curved to follow the opening above it. The treads and risers were then cantilevered 5 feet from the HSS so not only did the curve induce tourque...
Cedent, not sure what the problem is in terms of stiffening the joists like anything else if done wrong it will not work.....right?
The queen post is one way to change the moment of intertia and thus the stiffness which in terms changes the vibrational characteristics of the joists, basic...
I thought I would add that in Oregon we use the 2003 IBC. There is an admendment that allows the use of wind provisions of the 1997 UBC, apparently they are going to allow the use of the 1997 UBC wind provisons even when we switch to the 2006 IBC. However there are some fears that corner...
not sure i got side tracked this week, i will dig for the paper tomorrow and then i think we can post documents somewhere to this site, i recieved and email explaining the the need to not show addresses in order to keep spammers at bay which makes sense.
should be away to transmit data, let me...
recently worked on an existing federal reseve bank and the floor design loads ranged from 250 psf to 600 psf depending if they were storing coin or not.
Definetly check with your client
regards,
will do I did a search at APA and coukd not find it however I know that i have the paper at my office. I will dig it up Tuesday and PDF it to you.
Regards,
yes there is a design doucment it is put out by American Plywood Assoication APA. To my knowledge NDS or TCM do not have it. I am off today but let me search the APA website for the document.
Bkgd
Out west the code requires that grade beams are required to resist 10% of the column axial load, so thus they act as a column, not a beam at grade. Sometimes we will beef up the slab on grade and use it to meet the tie requirement and eliminate the beams and save some dollars, however we add...
A couple of comments, if you braced the platform for lateral loading then you in affect braced the columns thus cutting down their KL/r and increased thier capacity. Typically bracing of 2% or less is typically considred enought to brace the column. Taking this into account along with all the...
If you are cutting the entire beam by the same amount then you will need to reduce the allowabe bending stress by 50% to account for eliminating the higher strength lams. If you are notching the bottom the APA recommendations suggest no more than 10% of the depth and have stringent requirments...
Couple of comments fairly late due to reading the post late.
One you can't get in trouble for added cost for the added rebar since it is required assuming the anlayis is correct. Value recieved by the owner, the owner cannot get something for free just because you under estimated it...
In the Northwest of the US Douglas Fir is prevalent so on our renvoation projects we will assume a reasonable grade of DF such as DF #1 and if it calcs out that is fine since you know the wood is vigirn growth and is likely more similar to Dense Select Structural or even very dense select. You...
I have not i have heard of the deep profile deck system but not with pt seems interesting, any idea on links to prospective sites with info, great idea thanks
it always seems that the UK has been doing stuff for years ahead of the US
bp
