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@3DDave This is exactly what I was looking for. I didn't know how to create a website to hold all my details so I could easily search for them. How does one go about creating a Wiki? Is it just written in HTML? Thanks to everyone else who replied. This is turning into an interesting thread to...

ADAPT Building might be overkill if you're using RAM as well. ADAPT PT will be most useful. We did a concrete parking structure and ordered ADAPT Building and would've been better off with the cheaper ADAPT PT, because that's all we really needed since we used RAM Structural for lateral. If...

@thaidavid we do the same thing with the subfolders, but don't keep a spreadsheet. I think the system i created for searching the library using key words will help since our library is getting bigger as we diversify our projects. I'm interested in hearing from anyone in a big firm, how they...

@Rabbit12 There a certain details that I remember being on other projects I've done and will go back and "rob" those details as well...except they were mine, so it would be more like "recycling". I actually just experimented with creating jpeg file out of the CAD details then assigned tags to...

Wanted to get some input on the different ways of managing a detail library. The firm I am at has built up a library full of typical details you can pick out and customize for each project. They are all printed out on paper and appear as a book, if you will, of details separated into different...

Anyone know what "puddling" is in concrete construction. It was a term used in a webinar today in the context of high strength concrete columns. It seems to be a way of continuing the strength of the concrete column through a slab. Thanks in advance.

Thanks, everyone. I already checked seismic which was easy. The rafter tributary is interesting; I asked for cut sheets on the panels, so I haven't checked it yet. But it's a commercial building so I doubt the 2x4@24"o.c. will work. @WARose: I have the same thing, but it's tilt-up so adding...

KootK: Thanks. Nope, no snow. And the solar panels are low so there is no room for crawl space. Thanks, again.

I wanted to check my thought process on adding solar panels. The code allows a 5% change in gravity loads to avoid retrofitting the structural elements. The solar panels are fairly light and if you really think about it, wherever you place the solar panels, you're removing the area for roof live...

KootK: Thanks. Just wanted a second opinion. Thank you.

I am doing a remodel for a two-story commercial building, shortening 2 shearwalls. On the second floor, there are two obvious wood shear walls, but they are on opposite ends of the building about 106' apart. There are 6" dia. HSS columns about 24'± on center in between the shear walls. Right...

Just read a recent thread about shear failure in a wall and it was claimed that it was backstay effect. I couldn't find a good description on google so I thought I'd start a new thread.

I have a 5" post tension slab. At the edges, where the anchorages are, it thickens up to 7" which is typical. The contractor is asking to keep it at 5" at one of the cold joints where we have a pour strip to account for shrinkage. There is no soil around the area. I have never seen 5" at the...

@Archie264, Yes. I figured it was practical, I just thought I was missing something. They'll definitely need cribbing.

I have a 5" thick post tension slab in a parking garage. It's a one way slab spanning 18' from beam to beam. The contractor is putting about a 17 kip (D+L) point load (shoring load for floor above) about 3' from the beam on each side. He says he's done it without cribbing before (the footprint...

Thanks, everyone. I figured that's what it meant, and that the 8" was just a rough flange width. It was because some had: 1-14"x8" WF @ 48#, 2-15" C @33.9#. But i looked at a cross section and it was a wide flange sandwiched between two channels. Thanks, again for the reassurance.

I'm looking at plans from a bridge built in the 40's and the way they called out their wide flanges is: 1- 14" x 8" WF @ 48#. I'm assuming the tick marks are correct as it is hand drafted and scanned making it not entirely readable. How would I compare that to today's nomenclature?

What is the difference between the special cantilevered steel column and ordinary cantilevered steel column? It's in the ASCE 7-10 Table 12.2-1.G. I cannot use ordinary in SDC D, E, and F, so I always use special which gives me a better R-value, also. But what distinguishes special? If it's in...

@wannabeSE: So you wouldn't decrease your overturning force (checking down push) and increase your soil capacity by 1/3 at the same time? The 25% reduction when checking uplift makes more sense to me. I'm a bit skeptical on double dipping when checking down push/bearing. Thanks.

ASCE 7-10 12.13.4 allows a reduction of seismic loads (demand) at soil interactions (i.e. foundation) by 25%. Our california building code allows an increase in soil capacity by 1/3 for seismic loads. And lastly, we are allowed a 1.1 safety factor instead of 1.5 in retaining walls when we use...