Recent content by masterdesign

Ah, good to know! I changed my calculation to 50 ksi and it's still off by a few kip. I just can't figure out what I'm doing wrong.

271828 - Thanks for looking at it! I am using AISC 325-14 which has Fy = 46ksi for HSS. Not sure if this is updated in the newer version or if possibly you are confusing Fy = 50ksi for the W shape tables. Appreciate the consideration either way!

I'm working on a spreadsheet to calculate the capacity of HSS columns following the procedure outlined in AISC 360-22. For HSS without slender elements, I am getting values which match the tables in AISC 325. However, I can't seem to match the values for columns with slender elements. I'm close...

This is in the context of a steel framed building. In the modeler, when your deck edge is set at 0" offset, the line is drawn basically on top of your perimeter beams. Generally not a problem, but when I am viewing color coded beam design results, I can't see the colors of the beam lines...

Thanks all!

Well the confusion here is likely that I am unclear on when cross-grain bending occurs. I know that if this whole overhang wanted to pull away from the structure and the ledger is the only point it is attached, that is classic cross-grain bending. I guess my question is: if this overhang wanted...

Thanks for the quick response. The HSS8x4 is part of the primary structure. The HSS3 1/2x3 1/2 which are perp to it are cantilevered off the face of that. So that is how it is attached to the primary. Definitely not using the ledger to hold this to the primary. My comments on the steel frame...

We have a project with overhangs that are desired to be very thin. It is a mixed wood/steel structure. To accommodate this, I am thinking of using an HSS steel frame with 2x4 infill. Each interior face of the HSS frame will have a ledger for boundary nailing. However, the steel frame itself will...

Lex - The sum would apply when you are looking at the attachment of the roof framing to the superstructure, say a roof clip on a wood truss (shown in pink below). The sum I am referring to is the roof pressure and soffit pressure on the overhang portion, which both apply when looking at the...

Thanks to everyone for the responses. Dave/Dan - this is what I needed to hear. The simplest explanation is usually correct. I just questioned myself because the equation with the GCpi term has been in the code for 3 cycles. Learning - to the first part of your comment, some overhangs will see...

I understand the C&C wind pressure on roof overhangs is the sum of the pressures on the top and bottom surfaces. The equation in ASCE 7 is p = qh*(Gcp-GCpi) where Gcp is defined as "the sum of the GCp of the overhang's top and bottom surfaces". By defining GCp as the sum of the external GCp...

Thanks for the great references! I will review.

I looked for a thread on this but didn't see anything. If this has already been discussed, please kindly post a link. Just noticing this in TJ-9000: I use excel spreadsheets to calculate my beams. Does anyone have a reference for calculating bending + shear deflection for other loading...

Thanks for your replies! Applying reduction before distribution makes sense. (just venting now) None of these references show how the distribution method would apply for a given force. They only look at capacity. Which I understand can be used to infer, but the point of a worked example is to...

When using the exception to deformation compatibility for in plane shear distribution, do you apply the capacity reduction for high aspect ratio shear walls (h/b>2) after or before force distribution? Assume all shear walls in a line are of the same construction. If you apply the capacity...