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Thanks dhengr...this is very good feedback. I was a bit surprised to see a number of tests specified in the code as that is usually left up to the EOR's discretion. As far as using different methods of floor/roof attachment - I was coming at this from the direction that I am much more...

I'm working on a project in Massachusetts where the architect is proposing to gut the entire building (5-story building). Building construction generally consists of multi-wythe brick walls with wood-framed floors and roof. Per Massachusetts amendments to the 2009 IEBC, since this is Level 3...

Just wanted to post a last follow-up for anyone looking at this post in the future. After quite a bit of searching, I did find an article that provided some recommendations and considerations for radiant heat in composite slab/beam design...

Ok...haven're been able to find that recent. I'll look a bit more. Do you recall if it was about radiant heat or just conduit in general?

http://www.eng-tips.com/viewthread.cfm?qid=252077 Is this the thread you are recalling?

KootK - good info. My recollection is that ASCE 3 is for any type of conduit, so it seems that radiant heat would probably be captured under that. The 18" minimum spacing could be tough too...I'll have to talk with the MEP as I recall that the heating loops usually have a tighter spacing than...

Thanks jayrod12...I wasn't able to find anything online or in a thread search, but let me know if you know of something.

Thanks for the quick response! Yes, this is an interior slab. 2" deck with 3" of concrete over the top of the deck (5" total thickness).

Does anyone know of design guidance for composite slab and composite beam design to incorporate radiant heat tubing? I'm having some trouble finding any design examples/tech notes online. We are designing a floor system with concrete slab on composite metal deck supported by steel beams. The...

Thanks again KootK. Roof framing is bar joists spanning to steel girders spanning to wide-flange columns. So steel straps may be an alternative depending on the diaphragm loads.

Also, I'm not sure what your bay spacing constraints are but you may be better off extending the girder spans to 30'-0" +/-. You could use 2" or 3" composite deck with more concrete (5"-5.5" total) that will give you a bit more mass to dampen vibrations. I've typically used 10'-0" beam...

spats - I've found similar results when trying to meet DG11 for composite floors for new schools. Whenever my beam span exceeds around 30'-0", DG11 typically controls the design. I find this especially true when design live loads are 60 psf or less (like office or classroom space). I almost...

Thanks KootK. The link you posted is where I downloaded the design manual I was referring to. I did find a thread that seems to discuss the Insulrock system and provides a diaphragm shear of 500-1200 plf. But that sounds like a system where the boards are used as forms and they gypsum...

We're in the preliminary stages (schematic design) of a building renovation. I have existing drawings for the building dated 1964. The architect is proposing to put large roof-top units on the structure surrounded by a screen. The screen area is large enough that it will increase wind loads...

Previous post has LRFD spreadsheet. Here's the ASD one.http://files.engineering.com/getfile.aspx?folder=43886794-b978-4d2b-aa2e-e40249c32985&file=ASD_CMU_shear_wall.pdf

Attached are the tables/graphs created by the MDG spreadsheets. I did update the ASD version to include steel stress of 32 ksi and masonry compressive stress to 0.45*f'm. That obviously improved the ASD calculated capacity. ASD is roughly 200 kip-ft (with no vertical load) and LRFD is roughly...

Thanks Hokie. I was hoping they had addressed it in some way.

Thanks again for the check AELLC. I can try and post the MDG #7 ASD spreadsheet on Monday. It allows you to input multiple lines of reinforcement.

AELLC - I can double check the loads, but they are larger than normal since the wall has overhead doors on either side of it. There is a tube lintel over each door and runs the entire length of the wall (was easier than using two separate pieces and leaving a small gap in between). So this...

Thanks for the quick responses... AELLC - I'm not at work today, so I'm going off memory a bit here (always dangerous). The wall is 7'-4" long, 14'-0" tall, and has #6 bars at 16" o.c. It is a solid-grouted 8" CMU wall with f'm = 1900 psi. The bars are set 4" in from each end and then 16"...