We currently have an interior stair railing that was specified by the EoR for us to fabricate that does not pass NYCBC calculations now that some dimensional changes have occurred. We're trying to avoid a major change order here as we have ordered all of the pipe.
The rail has two end posts...
Good morning folks,
Typically, when I design connections I check individual bolts for bearing and tearout capacity. On occasion, I'll end up with a single bolt failing in tearout while the summation of bolt bearing strength exceeds my requirement. For years, I've been making sure each...
This may seem like a silly question but it's something that I have been thinking about for years and I'd prefer to ask those more experienced with this subject.
As we all know, AISC explicitly states that a minimum bolt spacing requirement of 2-2/3(d) is required -> 3d preferred.
As far as I...
Hello everyone, I have a question about the design checks AISC has presented for the extended shear plate configuration.
Design Check #5 requires you to check for buckling using the double-coped beam procedure as opposed to the bracket procedure.
The calculation of lambda requires a ratio of...
Structure is 60' x 21' and 45' high.
There's 60' of 8" masonry shear wall in one direction but in the other direction we have excessive openings so there will be cold formed curtain wall with steel framing for lateral at each end of the building. Two columns spaced at 21' is giving me...
I've been dealing with heavy transfers on first floor and second floor slabs so deep beams are always required but at the moment I have two residential set back stories that need to be transferred and I've got plenty of capacity from a slender/normal beam. Is there anything code related in the...
We've recently opened up discussion in our office about minimum reinforcement requirements in shallow footings.
ACI318-11 13.3.2.1 states that the design, detailing of one-way shallow foundations, including strip footings, combined footings, and grade beams, shall be in accordance with this...
Hi there folks,
So I recently had a project (bearing wall - reinforced masonry) where the owner/architect did whatever they wanted and introduced quite a bit of openings to one of the elevations. I decided to verify my shear walls and they are now inadequate for strength. My proposed solution...
Is there anything in the ACI that specifically tells you how to deal with establishing column strips around a shear wall?
Throughout the years, aside from FEM, I've been taking the shortest span to the nearest column or wall from the nearest centerline of my shear wall to develop a column strip...
Currently, I'm thinking about a CJP weld for the top and bottom plates with stiffeners/continuity plates. Anyone have any better ideas or comments? I attached what this looks like.
The column is ~5 degrees rotated from the...
Hello,
I'm dealing with an unfamiliar problem here and wondering if anyone has any experience with this:
I have designed an existing structure to support 2 additional stories and a new exterior wall.
My structure and the adjacent structure are on top of typical 18"-20" NYC rubble walls...
