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hydrogen burns really fast- you would want a really good tank and piping and valves, or have a really good boom! consider an onsite generator and flashback arrestors on everything nice ideas- do more research first or you may loose more than just hair

I use programs to model stuff on the complicated things. Obviously simple beam calcs are by hand, but I always do a crude hand calc on the main features of the comples items to double check my modeling. Many times I have found errors in entering the model by double checking the basics by hand...

swearingen- Ahhh --you are thinking of a concrete basement wall- I see. Yes I see and agree with that point 100%. My fault- I threw you off with my initial post. The basement wall comment was just to get people to see that the steel that we would normally design for a basement wall is...

OK-I understand what Mike is saying, but to re-iterate---this is not a question of the cost of rebar versus foundation problems. Let's get back to the original question- I will re-phrase it so people understand the question better. The question is if the presence of reinforcement drives the...

I'm taking a poll. And this is not about the cost of rebar versus foundation problems. Code allows unreinforced concrete footings, and for that matter, even unreinforced basement walls to a certain height. So how would you deal with questions on rebar tying if in that instance the code does...

Gocyclones- Thanks- that (4)ply 2x8 was more like what I was expecting for this height. And that is the same as what I calced for the wind deflection (not counting Pdelta effects).

jrisebo- Thanks for the suggestion, and that was my original thought process (which would have been followed if I thought that the data I was getting from the manufacturer's engineer was correct.) Common sense tells me that this does not work. I have requested that their engineer review his...

Dave- Thanks again for the reply. I think this solves the problem at hand.

Dave- Thanks for the info. I think I can see possible locations where we may differ: Cf looks like it is already incorporated into the tables for Southern Pine (according to the notes on page 37 of the NDS Supplement 2005)so I have a hard time factoring in Cf again. Doesn't Cr have to do with...

Dave- Thanks-Can you give me an idea of how you get this to work? Even with the 1.6 factor, which I goofed on and used 1.33 in the original post, I think it fails with W alone. What is the design moment? Are you using 13.6 psf suction? = 109 plf Are you using 24' as the post span? Are you...

Check with your state on licensing and stamping rules, but If you did the work in an area of your expertise, then you can stamp. As for the insurance, that is a smart thing to consider. I am not aware of insurance requirements here. Here you could be an individual engineer and do engineering...

No- these will have commercial uses

old paper maker- but you do bring up a good point- they also may have problems getting the roof to take the diaphragm loads to the sidewalls. But that is a whole different can of worms.

Old Paper maker- wl^2/2 would mean that they have NO lateral support at the top. I am giving them the benefit of the doubt that they can get the diaphragm strength from the sidewalls and roof to have the top as a pinned connection.

Spats- Thanks for the info. I am assuming that the building shell and roof acts as a diaphragm

OK I see the 1.6 Wind factor now- Sorry- I had a Brain fart The 1.33 was a carry over from the old codes. Table 4B Cf notes mentions that size factors have already been included in the table values, but mentions that if we got to be more than 8" wide (which we are not) that additional factors...

Dave- Thanks- It looks to me like the repetitive member factor applies only for members spaced not more than 24"oc As to the 1.6 factor- Are you referring to the Load Factor of 1.6 for the LRFD analysis? or are you saying that the wood is allowed 160% stress under wind loadings?

I have a question on wood posts not sure which forum to post on so I will link to the other forum. Thanks http://www.eng-tips.com/viewthread.cfm?qid=204578&page=1

There is a laminated post company which is manufacturing laminated 2x wood posts for pole barn type structures. We are in a 90 mph wind zone. They seem to show that they can use a (4)ply 2x6 post for wall heights to 24' with posts at 8' oc. (#1SYP material) 30 psf LL, 7 psf DL, 90 mph...

Obviously Hilti and Powers fasteners have products that can do this. You will need to follow the installation guides to get the design capacity. Did you guys see the one on the ICC Code Chat with the photos of the "drilled anchor" which was only 2" long and caulked into the 2x sill plate, but...