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My bad it's AISC 13th, I agree with 1 1/8" bolts but they are doing the same for 3/4" that's why I was a bit confused. I think they just messed up. Thank you for the help and instant responses.

Hello, This question is about the standard bolt hole sizes. In usual scenarios, we say that bolt hole size shall be dia. of bolt + 1/16". But in the submittal I have, the contractor is using bolt hole sizes as dia. of bolt + 1/16" + 1/16". Does someone know if we can add 1/16" twice and where...

There is a very small dead load going thru the joints, as small as 1 kip.

Hello, Thank you all for the inputs. I should have mentioned the backstory. This connection is to support a curtain wall. This support would be on both ends of the curtain wall and I believe this would help make this connection stable. Is there any other concern you see? I am going to weld the...

Hello, Can anyone please guide me on how to design the plate for the uniform moment shown in the attached sketch? I am following AISC for the design. It seems very simple design but I am getting a bit confused and wanted to be sure. Thank You for the help...

Hello Everyone, Please see the attached image. I have a project in NYC for which I have varying weird slopes on the roof. I need to design snow load for this roof and I wanted to know if my approach is right or not or if there is anything someone would consider which I might have missed. When...

Somewhat Yes. Instead, I assumed the left pin in the middle of that new beam as that 2'6" high concrete is sitting on a steel beam connected via studs. Another pin at the end of the right end of the existing slab. This is what it became after the contractor messed up. So that's why that #5 bar...

From this sketch, that bar which is going into an existing slab from the new one has 6" embedment in existing slab and is #5 bar. In my original thread, I mentioned that I have calculated approx tension in that bar considering a simple span beam and that bar is good for the pullout. I have a...

I should have done something like this. Please see attached sketch. I will try to put better pictures next time.https://files.engineering.com/getfile.aspx?folder=5ad6d6ca-8604-4ec8-983c-3599ac024bbf&file=1.PNG

I am sorry if I phrased something wrong, That hatched area is the existing slab and the white area with rebars is the new slab? The existing slab sits on a cantilevered part of the new slab for only 1 ft. That #5 bar is the one which is connecting new slab and the existing one and that bar is...

Hello, I haven't done a lot of concrete design and have a very basic question. I have a new concrete beam that is framing into the existing beam and we used #5 bar with HILTI HY200 embedment depth 6" into the existing beam to develop that connection. Now something happened in the field and the...

Thank You JAE, I thought the same.

Hello, I am working on a project in NYC that has 3 different elevation roofs. All roofs are connected together. One roof is 66ft high and another 2 are 32ft and 26ft. When I calculate C&C wind uplift pressure, do I calculate C&C forces separately for lower roofs or is it going to be same value...

Thank You, everyone. These were really good suggestions.

1. Yes, I have a plate welded at toe of beams for stability. So while designing those base welds, do I assume no moment is transferring and just design for shear and axial? 2. Thank You for making me aware of DDM. It looks really informative. 3. I was planning to talk to Vulcraft about this...

Hello, I have a project in NYC for which I have a lot of long-span joists. I have a bunch of rooftop equipments on dunnage, posts of which rest on these joists. I have a few questions related to connections of these posts to the joists and if anyone can refer me in the right direction, it would...

Thank You for the clarification. I have clarity about moments on joist now. We have cranes, movable walls, rtu's, solar panels, wind uplift, parapet drift, seismic, uniform dead and live. I am providing all these values. About Em - Should we still provide the more conservative value?

Hello Everyone, I have a project in NYC where I have a huge roof in which we have a lot of long-span joists. We are preparing a load table for vulcraft and I have 2 questions about the loads. 1. Vulcraft asks for Live load end continuity Moments/Wind and Seismic end moments. We are already...

Hello, I have modeled a structure that has a lot of plates in STAAD Pro. STAAD shows Von Mises stress for plates and a general question came to my mind. How do we compare yield stress and von mises, I mean I think there would be a phi factor to show the relation between them but I am not able...

Thank You, BA for that table but we have double angles as chords and it looks that a hat has a lower width compared to them.