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Oh, and Good Luck!

I passed both on the first shot. Personally, I thought the seismic was easy (we do a lot of commerical buildings in seismic areas)... I spent <20 hrs on that. I started studying with a bare-minimum survey background. I knew what an azimuth was, and I had seen US Public Lands stuff before...

StrlEIT - I took the SE I in October '08 (and passed). I've been following your posts here for a few years, and I don't believe you'll have any problems with it. From a technical aptitude standpoint, you're there. I think our experiences in the workplace are similar. I do commercial...

Kootenay Kid -- I am positive that CA will accept SE1 in lieu of their Civil PE. I know this because I just passed the Structures I in my home state, then applied to CA to take their seismic and surveying for my PE in CA, and they accepted (and I passed). All- Where I'm confused about all of...

I once had a column 3" out of plumb in a 10 ft flr/flr. They didn't notice until several stories were erected above. It was a lower column on an 14 story building... we made them "box in" the column section with plates welded to the ends of the flanges (parallel to the web). I'm still...

SteelPE's on the right track. I'd also point out that this could probably be determined quickly by calling the local authority having jurisdiction. On a side note, be sure to provide spitoons at 4'-0" c/c max. Sorry, couldn't resist.

We use LWC to get the fire rating while minimizing slab thickness. So our thicknesses would either be 5 1/4" or 6 1/4", depending on metal deck depth (either 2" or 3"). That is usually driven by allowable spans for concrete placement, and I'll use the 2-span condition in the deck manuals and...

agree with WillisV. We use 5 1/4" and 6 1/4" total slab thicknesses all the time for rated construction with LW concrete. It's not uncommon. Regarding your bent plate comment, you need something as a pour stop around the perimenter anyway, regardless of thickness. And depending on the edge...

$1500/ton for erected steel would be the bargain of the millenium. Are you sure it's not material only? We do a lot of steel projects all over the country. Average prices range from $3000-$4000 for erected steel. I'm not sure you can get a breakdown of costs for specific sections...

I believe that you have to meet the shape requirements described in AISC 341 (compactness, etc.), for whichever system you choose to design. On a side note, your attitude, tone, and sarcasm dripping in your responses is irreverent and is not making you any friends. If I were you, I'd be more...

Respectfully, one of you should start a separate "which units are better?" thread instead of taking this one off on a tangent. Rule of thumb: Ft-weight of steel beam= 3.6M/d (M in kip-ft, d in inches) JK

I've certainly used it in certain situations... think standing on a suspended jump rope.

There's a flaw in your understanding: The stressed tendons do not induce load... they precompress parts of the slab to increase the flexural capacity. Concrete still weighs 150pcf. You might be confused if you're using the load balance method and draw a "reverse loading" diagram on a slab...

I've used 2psf, as JAE suggests... good idea to confirm with the "carpet supplier," though. Mike -- interesting... I've typically included a floor finish allowance in my dead load calc sheet... with consideration for whether it's tile, carpet, etc. But I do suppose floors can get refinished...

In my (brief) garage experience: 1) I've provided reinforcement in the topping slab to act as diaphragm chords. 2) The EOR is typically responsible for lateral analysis. Precasters will provide the design of the gravity system and all connections. The EOR is usually responsible for the...

With regard to your orginial question, I interpret the AISC provisions as a conservative analysis for roof systems to avoid a more detailed or comprehensive ponding investigation. If you do not meet the provisions in K2, you still might be adequate for ponding stability, but you have to...

I agree with hokie. For the record, I still consider myself a green engineer, but I believe I know enough to recognize that an unreinforced masonry chimney cantilevering 15' from the roof is a fallacy of logic and a recipe for disaster waiting to happen -- or in this case, one that's already...

Do you have any diphragm at the truss bearing elevation? Or is the wind load carried up the diaphragm attached to the top chord of the truss? If it's the latter, then yes, design for the roof wind load and half the wall height. Think of the section of wall exposed to wind between two shear...

You probably need to isolate the equipment from the floor.. springs possibly. Does the manufacturer of the equipment have any recommendations? Talk to a rep from Gerb or Mason -- check out the companies online -- they specialize in this sort of thing.

I would try to avoid it. Make sure you think about the moment connection to the tube column (i.e. the push-pull forces from the flanges of the beam on the wall of the tube). Is it possible to use a wide flange column oriented in the more critical direction and "dog leg" the orthogonal frame...