The PEMB designer probably ran the numbers and only (4) anchors were required. They were placed in the standard location, so 6" from the flange with 3" between bolts. The column is as deep as required for the loads on it to work, and for any framing above to fit.
I'm guessing this column is...
Former PEMB designer. There's still information missing as to what this column is. There are independent wind columns (don't connect to a rafter/bent above), endwall columns (part of a braced frame on the last frame line) or rigid frame columns (used as a portal). All of those have different...
I feel like I'm logging into this account more than my main! Once again, licensed PE/SE working for one of the big PEMB manufacturers. I figured I'd help try to give some light on how the purlins were likely designed.
The fly brace is how the load is going to get up into the purlins. As...
PEMB Engineer here. I can't answer for all the industry, but I can for the one I work for, which is one of the major suppliers. I do work in areas where snow usually controls.
1) Cold form member design is based off AISI S100. I have never used or heard of the LGSI Handbook.
2) Purlin strength...
I've posted before in a question about sealed drawings and PEMBs, and I work as a sealing engineer at a major PEMB supplier.
Jayrod and JAE have it correct, we check the anchors for the tension and shear requirements of the steel itself, but make no attempt to make any of the concrete checks...
I work and seal drawings for a PEMB manufacturer, and have changed my username to protect my identity, as my normal one would give it away. I don't post all the time on these forums, but I follow them daily.
I want to give some insight into how we design our buildings, as I know this industry...
