Section 12.3.3.3 states, "The connections of such discontinuous elements (in my case the HSS Tube to base plate weld and base plate weld to embed plate) to the supporting members (my podium slab) shall be adequate to transmit the forces for which the discontinuous elements (the proprietary...
In the beginning of AISC 341-10 on page 1-13 for R=3 applications it states that if a structure is in SDC B or C you can solely use the AISC specification to design and detail the structure. Since this is the case, nothing states that the connections must be designed using overstrength for their...
Thanks for the response bones. Since the structure above is designed by others we are only responsible for the design of the embed plates themselves. Their system uses and R=3 so it shouldn't be designed for a brittle failure mode but rather over-sized to remain elastic. What I'm trying to...
Hey Everyone - I've got a question relating to the requirements outlined in section D3.3.4.3 in ACI 318-11 (unsure of the section in chapter 17 of 318-14). I'm currently designing embeds with H.A.S. at a podium with 13 levels of a proprietary structural system on top of it comprised of a...
Hello - I've got a question that popped up during shop drawing review of mild reinforcing of an elevated garage slab (w/ PT). To protect the reinforcing bar in the garage, the design team has agreed to epoxy coat all the mild reinforcing located at the top of slab. As a construction practice...
Hi All,
I'm currently working on a 19 story core wall building with 2 levels of below grade parking. I've been researching the backstay effect for some time now and am trying to capture its effects in design. I'm using ETABS as my structural modeling program. In order to design for the shear...
Thanks for all the responses. By full-pen I do in fact mean full-penetration or CJP, I thought those terms were interchangeable. The articles had good info in them too, and I do believe in this particular case the multi-pass fillet is the best option. Thanks again!
Brad
Hi All,
I have a simple question that I'd like to get some opinions on. My firm is designing some heavy moment connections for industrial pipe racks that use end plates bolted to column flanges. The connection from the end plate to beam is typically a 5/16" max fillet weld. We have some...
They are considering the failure plane denoted by A1 (blue) and A2 (red) for the axial load and the failure plane A1 (blue) on only one side of the clip and A3 (green) for the shear load. Let me know if the sketch on the previously attached jpeg still isn't clear and I can draw one up.
Thanks...
Hey all,
I am checking an engineer's mathcad design template for a simple pinned support using clip angles. For a block shear check on the web of the connecting beam, he uses a resultant force from the shear and tensile forces to check his block shear capacity against. When the block shear...
Thanks for all the responses guys.
I've sized the top plate to be less width than the top flange, so that they can simply lay it down and stitch weld it along its length. The bottom plate is sized to be wider than the bottom flange, I figure they can clamp it to the bottom flange and again...
Thanks for the responses.
I don't have enough headroom below to weld another beam to the existing, good suggestion though.
I'll assume my plates are 36 ksi and call it good, you are right it's probably not worth the trouble to sharpen my pencil in this case. I do have access to the top of the...
Hello All,
I wanted to get some opinions on a current design issue I'm having with adding top and bottom cover plates to an existing W16x31 shape. The building was constructed in the late 70's, and we've found that most all of the structural steel is 36 ksi. We are adding a significant amount...
