Thanks a lot berkshire! You've given me the most definitive direction so far in all my research! The turning vane on my project is 3/8" thick, a radius of 3.25 feet and an arc length of 6 feet. It is currently being asked to a span of 16 feet. Would you happen to be able to look up the maximum...
thanks a lot. Unfortunately I don't really have means to implement testing. I'm learning that what I'm trying to design for is called a turning vane and there are turning vane manuals specific to my application. I will give that path a go as well.
hey there.
I have a wind vane that is effectively a thin sheet of stainless steel bent into a quarter circle, meant to re-direct airflow.
I am trying to figure out if there are any standards or equations for determining the longest these vanes can span before buckling. Does anyone have...
I have a wind vane that is effectively a thin sheet of stainless steel bent into a quarter circle, meant to re-direct airflow.
I am trying to figure out if there are any standards or equations for determining the longest these vanes can span before buckling. Does anyone have experience with...
Absolutely agree and I have seen some laughable quality toe-nail construction before. Also I seem to recall toe-nails have several design limitations too, particularly in seismic conditions (not that I would be relying on them for anything beyond lateral bracing in this regard).
I'm looking to use a LVL beam and doing some quick and dirty calculations using their tables. They specify 24" o.c. lateral bracing is required so I was hoping to take advantage of some sort of connection to the joists to laterally brace it.
Your recommendation looks spot on for something I had...
Hey all, I'm using a wood beam to partially support a continuous span section of joists which bear upon it. Are there any industry standards for this type of bearing connection, especially to ensure lateral bracing of the supporting beam since this beam is not sheathed? See photo for what I...
Thanks everyone for the broad range of insightful comments. I will most likely choose a conservative estimate for the capacity of the wood and design around that as it seems to be the least invasive method.
For what it's worth, project is located in the northeast.
Are there any general guidelines for determining the capacity of an old wooden beam built early-mid 1900s? I was going to back calculate the capacity but am unsure if I should use the allowable stresses of douglas-fir or go more conservative.
Thank you!
