Thanks for all the input. Because of the speed of this project and not knowing which deck was used for the slab we ended up building a frame on top of the slab to take the loads directly to the framing members. I will update once I contact Vulcraft and New Millennium since we may by changing...
I am looking at an existing building with composite metal deck and composite beams (shear studs). I am looking at the floor for some additional equipment to be added. From this I noticed that the composite deck capacities from Vulcraft and New Millennium vary quite a bit. The floor system is...
Wouldn't you need to somehow check the brick tie in the motar joint unless the loads are very small and you can justify this by inspection? I have installed anchors into existing multi wythe brick walls before but the walls were over 1'-0" thick. I think Simpson has a load table for this.
Check out the information from this supplier. http://thecableconnection.com/ultra-tec/design/data-on-cable-flex-in-cable-railing
They have done some testing and derived several equations. Long story short is that I design the posts for a 400 lb pretension load and (4) cables for 460 lb. The...
I have been asked to design reinforcement for a HSS column that needs the face notched out.
This is a freestanding platform in an industrial building. The platform is 14 ft tall and has angle kickers for lateral stability. The column to be notched is a HSS 6X6X1/4 and the notch will be on one...
Also just saw this from SJI: Technical Digest No. 5 Vibration of Steel Joist – Concrete Floors might be helpful not sure.
https://steeljoist.org/product/td5-vibration-of-steel-joist-concrete-floors/
A few things. New Millennium has an equation for the approximate moment of inertia for K-series joists as :
I=26.767(W)L^3)(10^-6) where W is the load from the joist table for L/360 deflection.
I've always used the Floorvibe software in RAM structural system for this. Its worth it if you...
Assuming you meet any prescriptive code requirements and connection design requirements etc how do you optimize a moment frame? It seems to make sense to me that you would want the moment of inertia of the beam and column to be roughly equal except in high seismic areas where you need strong...
I have a project near the coast in South Carolina. I am under 2012 IBC with a wind speed of 130 MPH. I plan on having a bypass metal stud system for the exterior walls. The walls are cladding only, my primary lateral system will be moments frames. Are there any prescriptive requirements for...
I found another reference that works out the connection details of the example KootK posted. They do just use a lot of nails to make this work.
KootK - Do you reduce the uplift load by including dead weight of the...
Kootk, thanks for the links. The first link is what started this discussion. In the example on Pg. 7 they have a uplift/shear force of 509 PLF. How can you design the bottom plate to 509 PLF of tension? I haven't ran the numbers but that would an awful lot of nails to resist that load. What...
jdgenineer I am talking about the uplift forces between shear wall ends called out in SDPWS 4.3.6.4.2.1. It says to design for an uplift equal to the shear force at the top of the wall so that if I have 300 PLF at the top of the wall I need to design the bottom plate to transfer the 300 PLF in...
We usually do a couple 3 story wood framed apartment buildings a year. I have always designed these with segmented shear walls and had hold downs at pretty much every corner and wall opening. Recently contractors have been complaining about the cost of this system. To limit the amount of hold...
I am starting to get more projects that are under the 2012 Energy Code. Normally I don't bother with this and let the Architect figure it out but with the new code it seems there is a clause to have continuous insulation. From what I have been told this means that the insulation between the...
I looked at in in RAM Elements. It looks like the shape they have for boxed studs is stitch welded. I am still in the process of justifying a top and bottom track will make the members act similar to stitch welding. I also looked at in AISIWIN8 but it isn't clear how they attach the members...
Upon further investigation today in the code and comparing different calculation software it looks as if when you compute Lu per AISI this "built up" section is treated like a tube shape. For (2) 800S162-68 boxed studs with track top and bottom I got an Lu of 675.5 in. So it looks like if the...
I am looking at a typical metal stud boxed header with (2) studs vertical and a track on the top and bottom. What do you consider the unbraced length for bending? Do you assume the top track fully braces the compression flange of the studs? I have always considered this unbraced unless I add...
