Wood Construction Calcs 1

[lexpatrie]

Any suggested topics for wood construction calcs (and NO, PLEASE, Don't say Cross Laminated Timber). I mea real dimensional wood framing. LVL, LSL, PCL, glulam. Like the stuff that grows out of the ground they build residential houses and apartments out of. not the cool new stuff that's got a million seminars on.

If you have any favorite articles on the subject let me know, too.

 

[jhnblgr]

https://awc.org/

https://www.amazon.com/Design-Wood-...1&sprefix=wood+design+text+book,aps,87&sr=8-1

 

[lexpatrie]

Topics like to discuss and show exampke calculations. I don't need calculations. I'm asking about ideas for what to show.

 

[jhnblgr]

The book gives guided examples that goes though the steps.

 

[Heaviside1925]

Lex,
Feel free to ignore but I have always liked considering certain builds with site specific design constraints. One such build is in a very remote location. So, no prefab'd trusses, no engineered wood products accept plywood and manageable composite lumber. Any load bearing beams and column would need to be site fabricated. One area I have seen touched on, in different civil/structural forums, is the use of plywood and mechlam beams and columns and the on site fabrication of them. A huge ding in strength needs to be accounted for because of the absence of an ASTM structural adhesive. Options of epoxies and polyurethane construction adhesives are mentioned in these conversations, and this is acknowledged in guidance from the APA, AWC and ASABE that these will add strength but there are no metrics or method I am aware of to account for it.
The reasons I have read, that guidance for the use of construction adhesives in the site fabrication of structural components, is not provided are: The lack of controlled environment, The lack of known clamping force, and that these products are too new to know their long-term reliability. The first and second reasons I feel have some teeth, but I see no reason certain constraints can't be added to the application and use of a specific adhesive and conservative assumptions be made. The later concerning long term reliably, I've been reading for 30 years, so I don't really buy it anymore except as an excuse from the engineered wood folks to only buy their products.
Is there an acceptable way that the strength added by a "non-ASTM structural" construction adhesive could be accounted for and calculated in structural components such as mechlams and plywood beams?

 

[lexpatrie]

Oof. That's a whole other thing. Interesting suggestion though.

I was thinking more like wall stud calcs, C_P, collar tie (connection) (tension + bending) calcs, dropped header/C_L, drag strut, that kind of thing. Something more in the basic/intermediate range of fairly common wood construction in the residential/light commercial sphere, like "just slightly outside" the IRC and Chapter 23 of the IBC. I didn't say that, of course, so that's on me.

As a side note, if nobody was aware, I did find a little seminar from Buddy that was pretty good (OK, full disclosure, I read the slides, I didn't watch the seminar).

Sorry some odd key combo I hit turned out to be "submit post".

Anyway....

Design of Loadbearing Tall Wood Studs for Wind and Gravity Loads. I'm unsure of the year, but it mentions 2015 NDS.

 

[StrEng007]

To start with roofs,
wood structural panel sheathing (bending) capacity
wood structural panel capacity for in-plane shear
diaphragm continuity from roof to walls
diaphragm chords/collectors
design of wall top plate for gravity loads
basic understanding of metal plate connected trusses
drag trusses/collectors
design for rafter framing
load duration factors, repetitive members, beam stability factor
wood screw connections, nail connections
pre-engineered wood truss connectors
flitch plates
plywood truss heel reinforcing
plywood/OSB web panel reinforcing

 

[jayrod12]

One of my first talks with newer designers is about wood truss bracing. And what is EOR responsibility and what is delegated design engineer responsibility.

I'm always finding even "experienced" wood designers that think 100% of truss bracing is the delegated design engineer's responsibility.