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Found some info possibly. Going to start using it as a base for searching keywords. Maybe a variation of a Roebling floor system. Still digging.

Anyone familiar with this type of floor? Or aware of any reference materials? I’ve done a lot of searching and have seen a few pictures but that’s about it. The building is early 1900s I’d say. The arched corrugated panels span about 4-6’ to what I surmise is a jr beam beam cast into the...

Thanks for the reply. I like your thought on the upper tier as cantilevered segmented walls as you're right, there is limited depth above to the truss bearing. It is unclear to me what the previous engineer employed. I tend to agree perforated due to the hold down locations except they also...

Wondering what others thoughts are on this one. I have a 15' tall x 15'-8" wide wood sheathed wall for a commercial building that has 2 large openings in the middle (door + window above) essentially leaving only 3'-10" wide legs on either side. The height exceeds 10' to address as a...

Just wondering what others have used when it comes to timber for natatoriums. We are currently using inland red cedar timber decking on doug fir (or possibly alaskan yellow cedar) glulams. I have gotten conflicting information from timber suppliers. Biggest conflict is in regards to wood...

We are currently designing an indoor pool (3'to 6'-6' deep)and have been mulling around ideas with regards to the concrete mix. Currently the pool is proposed to be shotcreted and have 8" thick walls with integral foundations and 6" slab. We are considering a 4000 psi mix with a W/C of 0.45...

In th E/W direction, there is not a line steel continuous from SCBF to SCBF at the edge of the openings. To add a line of steel would be tough due to the joist direction. Since posting my question I have done some more investigation and decided that I will use the steel at the exterior...

This will be new construction so there wont be any need to breakup any of the slab and epoxy in steel. Where I'm stuck is when determining the amount of steel I need for the chord, which would invlove finding the moment created by the uniform load applied at the diaphragm, uncoupling over the...

I don't think I will be able to get the openings any smaller as this has come up previously and was frowned upon by the owner. Yes the piece of framing between the openings will be a walkway.

I have a two story building that will be located on the west coast of California so the diaphragm loads are fairly high (upwards of 500 kips). The building is steel frame with SCBF to resist the main lateral forces. The second floor which is 3" NWC + 1" form deck on steel joists and has two...

JAE, I didnt see anywhere that the overstength factor would apply to the diaphragm. When you say diaphragm are you referring to the attachment of the diaphragm to the steel supports?

I have been going through the ASCE 7-05 as I am starting to get into higher seismic areas. I think I have a grasp as to when the redundancy factor would be greater than 1.0 however I am somewhat confused as to when the overstrangth factor comes into play. I know that you would apply the...

I have used steel angles between the joists spaced accordingly to almost create something of a "sub-diaphragm" however when the seismic loads are relatively small it would be nice to rely on the metal deck to do the work for you instead of adding additional steel.

Has anyone ever considered metal deck in compression. I am looking at section 1620.3.1 (IBC 03) which deals with anchorage to concrete or masonry walls. Would like to justify that in the strong direction of 1 1/2" metal roof deck that the loading imposed by Eq. 16-62 could be taken in...