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...
...A to indicate a minimum mortar shear strength of 50 psi. I took a look through Section A106.3.3.1 of Appendix A and came up with a few questions:
* Appendix A states that the outer wythes need to be tested. Since the outer face of the wall is terra cotta in this case, my preference would...
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...
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...
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...
...I was afraid that there might not be any data available. At this stage I need to present some options, so my initial thoughts are:
* Remove all the existing deck and install metal decking for the diaphragm shear. The existing lateral load-resisting system (wall x-bracing) would then need...
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
...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 425 kip-ft.
JLNJ - my...
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"...
