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I am getting feedback that engineers often want shear stirrups to develop around primary bars... Which cannot be done with the serpentine bar...

Thanks for your frank insight, KootK! I think you mean this where the stirrup develops into "itself" rather than around top or bottom main rebar? Feedback from field is that these are super-difficult to fabricate... And some engineers do not like stirrups not being bent around primary bars...

I know ACI 318 has guidelines on stud rails for flat slabs for shear reinforcement (at columns). We often work with one way joist slabs. Joists are 2ft o/c, 4.5" wide and 10" deep. These joists often need shear reinforcement (1st and last third of the 25ft span - roughly speaking). #3 Stirrups...

I have been using Enercalc T-beam to design these and it works OK. A bit sluggish and shear is not what it should be for one-way joist slabs. Is there a better software the can do these? Curious what others are using - apart from manual work.

The smaller (and larger) holes are there to provide maximum fusion of EPS that goes around these z-profiles. It's the EPS that provides lateral support to the z-profiles. This whole thing is already being manufactured since the 80ies... No fancy FEA back then... I think they made a whole bunch...

Dold; a series of these at 12" o/c get fused inside EPS formwork panels for concrete floors. So plenty of lateral support - they only span about 6ft between aluma shoring beams and support up to a max of about 120psf... Or plf. They are non-structural - after concrete cures they turn from...

Thank you!

Good points guys! here's what I come up with:

Phew - glad my top/bottom flanges are continuous :) Thank you guys! I think I will do just that and ignore the about 4" of the web.. I am guessing the same 'ignorance' would apply to section modulus? :)

Trying to find moment of inertia in^4) for a steel beam that looks like the attached (22 gauge steel). Finding MOI for any beam is easy if it has no side holes. Not sure if it helps, but I can actually have SolidoWorks FEA analysis done to get the total deflection. I need to find the MOI...

I should clarify: this is about welding shear/nelson studs to top of metal stud wall.

Hi, For some reason i have always been under the impression that you simply cannot weld nelson studs to top of a steel stud wall? I have a section of building where the interior bearing wall is done with light gauge 2x4 steel studs and will carry the weight of a concrete floor from above. All...

Is there at least a rough way to compare seismic zones around the world... For example, I'd like to know how much worse off Greece is compared to California... I know Cali is all over so a more refined, lat long lookup?

Need some 'simple/basic' help here... An engineer in Greece wants to introduce load-bearing beams (14"Wx24"D) on a small 28'x50' residential 2 story project. Saying that the 1-way ribbed concrete floor cannot handle the seismic zone III (max. horizontal acceleration A max = 0.25g) However...

Luke frolm Helix just got back to us. He says: Helix could be used for this application. Its covered in ACI 318 Section 9.6.3.1. This allows the use of deformed steel fibers at a minimum dosage of 100 lbs/yd to replace minimum shear reinforcement. While Helix meets the requirements, the...

Jayrod - did not know that compression steel negates fibers. Thanks! This is for a one way slab. Top slab is usually 3"-5" thick and is monolithicly poured with a series of concrete joists, 4" wide x 10" deep each at 24" o/c. one of the studies: Link

Hello, I am not with Helix; just wanted to make sure no one was looking at plastic fibers. There are a few studies out there but I am not sure if this is the way to go? Can anyone give me their opinion on this please? Thanks!

Don't ban me here you guys. I work for a manufacturer that makes forms for different depth concrete joists (24" o/c each joist being 5" wide - one way span). We just did a community Saferoom (casino) that spans 40 feet @ 100psf LL and 100PSF Net Uplift. The concrete depth including 6" slab...

BA, the WWM idea is a good one. I dont think it needs to be deformed, 4x4 single strips that are 12" tall and the length of 8 feet should slip in just fine...

nope... 24" o/c always. 4.5" wide joists always. Depth can vary but i am already using the deepest form that creates 10" depth. I notice using higher strength mix reduces shear but ever so little. I wish I could find that place in 318 where it allows shear steel to protrude past primary rebar...