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Your Utah powdery snow is not as dense as the Cascade Sludge msquared48 and I get here in Washington so for the 230 psf you're probably talking about 12 to 15 ft of snow under your roof on the deck (assuming 15 to 20 pcf snow density which would be pretty heavy for the Utah powder) . If you...

Back to the Basics VQ/I. If you know the loading and the span you can determine the shear flow the bolting needs to resist. Determine the Q based on the intersection between the highest and second log. Your highest shear will probably be near the edges of the opening and if you apply that...

This has lots of ideas and may be helpful http://www.toolbase.org/PDF/CaseStudies/stc_icc_ratings.pdf

I think mfrad's point was that while building you will be walking on the rigid insulation when you are putting the plywood down.

2009 IBC 2308.9.1 now states "Studs shall be continuous from a support at the sole plate to a support at the top plate to resist loads perpendicular to the wall. The support shall be a foundation or floor, ceiling or roof diaphragm or shall be designed in accordance with accepted engineering...

APA has quite a few documents. http://www.apawood.org/level_b.cfm?content=prd_glu_eng_data

I purchased the NFBA books several years ago and haven't used them much. The biggest drawback I saw to their method was that you were required to get shear wall and diaphram data from the metal siding manufacturer for your particular brand of siding including testing for all the different...

For design you may want to look at and download "Pole Building Design" by Patterson, from this page of slideruleera's website. There are a number of posts on eng-tips on this subject. http://www.slideruleera.net/miscellaneous.html

Sorry that only the index to the artile was actually attached to the URL. The an updated article can be purchased by contacts at this website. http://www.bis.com.au/reports/struct_eng_wood_prod_pac_eu_r.html

Maybe this report will help. The Parallams are a type of Laminated Veneer Lumber (LVL) I believe. http://www.bis.com.au/verve/_resources/e_SEWP_.pdf

Here are a couple for starters http://www.iccsafe.org/e/prodshow.html?prodid=4023S&stateInfo=OmiimjrblgWlqGja1647%7C2 http://www.awc.org/pdf/WCD6.pdf

I always considered anything that wasn't there 100% of the time a variable load. So if it wasn't the material weights or machinery, it was variable. Just my two cents.

Since IBC 2006 defers to ASCE 7-05 for snow loading it appears that they have taken a little common sense into the latest code with D + 0.75L + 0.75S rather than 100% of both. Good find IceNine. Star for you. [reading]

I do decks in some high snow load areas. Even though the code states do both, I don't when there are very high snow loads. If you have 40 - 240 psf snow loads you aren't going to get enough people on the deck to add another 40 psf. It isn't reasonable. Especially if you also engineer for...

Here is the AITC web site and A190.2-2002 download site https://www.aitc-glulam.org/shopcart/details.asp?category=manufacturing&item=ANSI/AITC_A190.1-2002 I think you really want ASTM D3737-05 which deals specifically with determining the strength of glulams...

V= Shear (lb) Q= first moment of area beyond connection (in^3) Area of steel plate times distance from center of steel plate to neutral axis I= Moment of Inertia (in^4) Result in lb/in. This is the shear flow that must be resisted by your connection of the plate to the beam. I usually pick...

With the transformed area the shear you have to transfer through the connection is VQ/I for the steel.

Thanks UcfSE. I knew I made a mistake in the equation as soon as I hit send. It is 384 not 364. Even though I provided the basic equations, I agree with the others that you are taking a liability on yourself. I know that many rural areas of the country do not enforce building codes but you...

Work the equations backwords to find an allowable load. Most likely deflection will govern since your span is 19 ft. For most floors the live load deflection is limited to L/360 which would be .6 in for your joists. E for all grades of Hem-Fir can be taken at 1,300,000 psi defl =...

My hat's off to you again Boo1. A great resource. [reading]