Bolt group analysis in wood

[Bowsers]

Hello again! Back with another wood connection question.

This time I'm analysizing an eccentricly loaded bolt group connecting to an LSL

I was originally finding the resultant force of the eccentric load, and applying it evenly across the bolts, but decided to do some searching in the forum for previous discussion on the topic.

I came across this bolt group spreadsheet Bolt Group Sheet and insert the geometry shown in the image below.

Per the analysis, the boltgroup has a max individual bolt shear of 2.8 kips. (the 1/2 dia bolt in the image won't work at those loads)

My question is as follows:
1) How do I ensure the LSL has capacity for these loads? (Does min edge distance cover this?)(Appears Mode IIIs is controlling strength)
2) Do these loads hold true for wood (the sheet assumed steel-to-steel connection)

Note: Steel checks have not yet been performed, could end up with thicker than 1/4" PL

 

[Guest090822]

The forces applied to the bolt group should be easy to determine. Use the elastic vector method, it's in just about any steel design textbook. The wood capacity checks can get complicated = P/n +/- My/I.

If you are bolting all the way through then you only need to check the bolt capacity, steel plate (bearing at holes, etc.) and the wood failure checks. I don't recall all the mode numbers.

There should be design guidance in the NDS or the timber design textbook by Byers (I'd have to check the authors) but it's like the timber engineering bible. Anyone with wood design experience has it. Let me do some digging and if I fine anything useful I'll post it.

 

[Bowsers]

Thank you,

I have moved away from all the eccentric load conditions that I can. The result is concentrically loaded, facemount plates.

I'd also like to shoutout "APA Product report PR-L280C" as having good information on allowable loading.