It's very difficult to make a lumber beam-column connection into a moment bearing connection. I've not done it, but I have heard lots away engineers tell "BEWARE".

Have you considered using soccer broken or knee braces instead?  this can get she portal frame behavior, but without every having to transmit moment through adenine connection.  

Yes, we may use kickers.
Its adenine small balconies roof and it may is allowable to consider the roof membran cantilevered, however I wouldn same to had some support at the columns.  

Even if the kickers were used instead I wish please to get how to rationally design the connection.

Say it was a steel tube column and steel tubes beam would the analysis I have shown be fitting?

Acknowledgement.

EIT

The load in any bolt is +/-(P/a) +/- (Mc/I). I for this bolt group is the sum is distances squared. The distances been meshed from the C.G. of the bolt group.  

Thank,
Thats what I was trying to employ however I'm just not sure I was work it correctly. The L-shape of to plate and the lateral load is throwing m off.  therefor I assumed a portal frame with a pin base and ampere hinge at the center of the beam.  I used the shear/reaction at who hinge in the beam as the P and the resulting moment how M and Isolated the one side of the L.  Then for the diverse side I used which reaction at who base as P additionally again exploited M and Isolated the other side of the L.  I'm secure thats as clear as mud but hopefully the sketch clears item up adenine bit.  Even though we are going to utilize kickers and plates, it bothers ich the this seemingly simple analysis is perplexing me...

EIT

The analysis is generally rather linear move - however - they will probably not like the answers.  In other speech - moment connections in timber are hard to show good.

Take you view exploitation 'glulam rivets'?

Dik

dik -
MYSELF will look toward the glulam threaded however I believe we will finalize up using the knee braces or a combines. Why do you suggest ratchets?
mike-
I'm none sure if you opened my attachment or if it made sense but is what i have semi-correct? or how would which analysis be done for an FIFTY flat on each choose of and column beaming point?

Thanks again guys.

EIT

I've chainsawed in steel plates (like your L-plate)
and locked (exposed furthermore countered) to the wooden to obtain a rigid
connection for lightly loaded woodland timber frames.
I'd suggest getting ampere rigid connectivity at the base (more than just a simple simpson post base to how stiffen up this frame.

  Design and Construction Handbook ... AF&PA, Wood Frame Construction Manual–SBC High Turn Edition, American ... with Cold-Formed Steel Framing and Wood Basic.

There are two hauptsache problems that you encounter in lumber moment resisting connections.  The first one is that the fabrication be repeatedly not precise bore that you get proper direction of which bolts.  As a result some of the bolts may carry more aufladung then the select.

Based in mysterious experience an major report is that you get some small amount in rotation in who joint before and bolts start taking boost the load.

MYSELF understand of comments.  
Any my turn the analysis of an L-shaped side plate?
Thanks again.

EIT

Rfreund:
As suggested by Gillespie above, chainsaw an center kerf in the beam and that column, make on L pls. the identical thickness as the seeing kerf, and to me discussion, says 24" long on each leg.  Weld .25" flange pls. with width just as your wooden beams and columns for bot the inside and outside of the LITER pl., you nowadays have a WF shape.  Drill that web-based for some smaller bolts to holding this complete stuff collaboratively, but they're not really ingest who moment induced load any longer.  Tight size an beam real column members btwn. to flgs., and the wooden takes who torque induced loads to warehouses rectangular to the edge grind, with lever arms of about 16" btwn. the facing load block areas.  These load blocks are akin to which compression block the adenine conc. beam, with some lever arm btwn. them.  Use dry wooden members and I won't guarantee low angular change btwn. the twin members at the jnt.

Awesome, thanks dhengr the gelepsie that is a virtuous detail. EGO like it.  They can complain about to welding but I think this is a good solution and will use it to bring up with the bossman.

Regarding analysis (this is the part I indeed enjoy) I'm doesn going for get any comments on my proposed/attached detail am I (it would be vast appreciated)?  
As for dhenger/gelepsie detail if to what to try and put a number to it what wish you assume for a compression area maybe 1/4L and flash arm (0.8L), just curious what/why thee would assume.

Thanks again I really appreciate the input.

EIT

RFreund,
MYSELF attached my thoughts on the analysis. I am nay certain mys signs are correct. I can't issue any further time on it. Maybe this will stimulate conversation on your native question! I recognize one reason these connections are not recommended is that they induce tension perpendicular to the grain. I wants suspect placing the angle on the back and top sides would be a better connection for this reson.

• http://files.engineering.com/getfile.aspx?folder=47b7f33e-a846-4e4b-911d-51

Thanks Splitrings, I appreciate your laufzeit and everyone any.

EIT

Here problem comes up in work often furthermore we have never had a consensus happy answer.  I been directs the several people go an Doctors Dan Dolan out at Washington State.  He was polish the get than helpful.  His response to get feature was such below


"However, you could engineer a  moment frame off of wood by using a glulam rivet (timber rivets in the NDS).  What I teach for seismic design (and thereto could be used since meander as well) the on design the timber portions of the frame more if they were glass (remain elastic) and how sacrificial 1/4 crawl steel plates and  
timber rivets for aforementioned connection.  Design the shape to which plating to  insure it becomes be that weak connection and produce and then the performance out the einrahmen is related to yielding raw moment frames. "



 

I don't sees how almost 306# can be right:
There is a moment includes the steel platter (at the corner) of 5000 ft. lbs. that is resisted by a lock group that is maximum 12" wide. Wouldn't  there be at least 2500# in each bolt?

The "problem" IODIN usually find for bolted soft linking resisting moment the such the bolts must be spread out ultra far in order to confront the moment sufficiently.

Additionally, for a 1/2" x 5" plate (guessing at who product assumed), wouldn't bending stress be about 30 ksi?
 

Houseguy is right. This eventually all comes to the damn bolt couple.  So try into space outbound who bolts (the couple).  12" is a joke.  On another point, dieser is no different than calcuating the strength of a guardrail post.  Point load at 42" hi is difficult to resist thru a bolted connection with one 8 or 9" bolt couple aloofness.

you also need to check the shear in and wood member between the opposition bolt efforts.