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what's the expected life of a wood framed pavilion? 15-20 years?

to follow up on prescriptive IRC stuff: I don't mind using the wood floor/roof joist tables as a quick reference. I would NEVER EVER use the basement wall tables. You won't catch me calling out a hollow block wall. I said it once earlier and I'll repeat it. Reproduce the IRC's minimum nailing...

do a search on this forum. the report done on the cowboy's facility was published in full and somebody linked it to a thread. i read most of it. good stuff.

i've been able to verify some of the prescriptive stuff like floor and roof joists spans. there's nothing wrong with using them; save you time. p.s. I just looked at a house this morning that had severe settlement issues. normally a geotech eng doesn't get involved with a house, but you might...

don't over do it with sections and details. you'll draft your way out of a profit (if you had one to begin with). have the basic sections: typical footing section bearing wall section wall parallel to framing section shearwall elevation and my new favorite, the wood nailing schedule. i...

use this spreadsheet. it was written by the master.http://files.engineering.com/getfile.aspx?folder=dafc9257-4f04-44d8-be20-95911283d028&file=BEAM_on_Elastic_Foundation.xls

I look at slab-on-grades as a beam on an elastic foundation.

don't think in absolutes: binary 0 or 1, non-ductile or ductile, failure or safe. think in terms of percentages. tie spacing @ 12" o.c. has ~90% the ductility of ties @ 10" o.c. we may just have to agree to disagree on this one.

For 1.5B roof deck on bar joists which do you think is the more economical way to increase shear strength, increase number of welds on supports or increase number of side lap fasteners?

I didn't write that statement, ACI did. But remember, they are talking about axially capacity only in that case. Don't confuse it with lateral tests done on columns. In that case, there's no way a column without ties holds up like one with ties. In my example with the moment frame, the...

I have found that the column tie spacing requirements sometimes "get in the way" especially when expanding on existing structures. For example, my firm does most of the work for this one particular hospital. A two story moment-frame building was designed by us 20+ years ago for 7 future...

2nd baby is due Aug 27th. Fantasy football draft is Aug 28th. I've alreay informed the wife last month that I'll need 3 hours that day. wife: is it really that important? me: if it weren't, then I wouldn't be talking about it 4 months in advance and thinking about it all year long.

They're not moment frames. They're perforated shear walls. For seismic R, use the Bearing Wall - Precast category.

I really enjoy this forum and use it a lot for when I need an answer. But there's no way I care enough to check it while I'm on vacation. Come'on Jed, put the iPhone down and enjoy your R&R.

engineers can work while it rains.

http://www.helicalpierworld.com/

there must be some tag troll at work in my neck of the woods. i've looked at a LOT of existing buildings and never seen a tag on a joist but maybe twice.

you can order a free copy of their software. it's called HeliCap. you vary shaft size/type/diameter, helix size/spacing, pier embedment, soil properties. i found it to be very good software.

helicals have L brackets the seat on the bottom exterior corner of the existing foundation, not to the side. helicals are also very good because the support the structure vertically and also resist uplift from expansive clay. I frequently use helical pile to remedy a foundation issue. It's my...

90% of the drawings we issue are in pdf form. There may be software out there to "rip" the seal off the pdf, but I'm not spending the extra time/money to encrypt it. I believe that most people in the construction world are honest; just a rogue few who are trying to make a few quick pennies on ID...