Hey all,
I have a project where there is a seam weld attaching two aluminum panels as shown.
I'm uneasy about this (especially the amount of torsion in this case) and recommended using fasteners to attach the two panels (which I've recieved from pushback on, 'we've done this on previous...
You'll need the torsional constant, you can use autocad to provide section properties, although I don't know if you can obtain torsional section properties from it.
Once you have the section properties, I would proceed with chapters B & F of the ADM (for flexure). This would be classified as an...
Hey all,
For backstory, I'm a 3rd year EIT (planning on taking the FE this coming fall), and annual reviews just made their rounds last week.
One of my main suggestions for our company was a transition into keeping much less paper records (specifically for sealed calculations and sealed shop...
I've got a question I'd like some of your input on.
When it comes to choosing the length of the upward roof to determine leeward snow onto a canopy, is there a maximum angle to the left or right (shown as Θ in the picture) that you would consider?
I'm designing the attachment of a canopy...
@MotorCity
We consider it to behave like two channels (the two halves are simply snapped in place and erected as shown in the picture).
We're having difficulty justifying that the interlocking flanges truly support each other for LTB.
@ oldestguy
That's a great suggestion, and tested values would something acceptable to fall back on.
However, there are several different manufacturers for these types of mullions, most of which have not tested their systems. Whenever we ask if there's testing to support the reduction in the...
Hello all,
Background: This is regarding aluminum mullions (framing members) to be used within a glazing system. Our company mostly focuses on calculations ensuring that glazing systems (aluminum framing, glass, and steel reinforcing (if necessary)) are designed to code.
The Problem: We have...
Within the U.S., do any of you know of any jurisdictions or state-specific building codes/amendments that have adopted or are on schedule to adopt ASCE 7-16? (Prior to adopting 2018 IBC)
I'm giving a quick, cursory presentation on what has changed from ASCE 7-10 to ASCE 7-16 to the rest of a...
To answer your question BadgerPE, I'm reinforcing vertical mullions in aluminum curtainwall & storefront glazing systems (which are usually controlled by deflection).
EDIT: Also, we deal with projects all over the country (I'm usually working in the southeast U.S.), so perhaps contacting a...
Hey everyone,
(I'm an EIT) In my line of work I'm often given a choice of specifying HSS or steel bars (mostly to assist with strong-axis flexural capacity).
HSS are more efficient, but my question are the costs of specifying one over the other. Can you always assume that lower weight...
Thanks for the quick responses, the language seems really explicit, I wish it referred to the minimum as an unfactored or nominal load rather than a net load
Hey all,
I'm working on a project where I'm designing the exterior walls, and I used a 16 psf mininimum wind pressure per ASCE 7-10 30.2.2, which states:
Minimum Design Wind Pressures
The design wind pressure for components and cladding of buildings shall not be less than a net pressure of 16...
Okay, thanks everyone. Here's some clarification on how the flow of a project would go, for those that are curious:
1. EIT (me) designs the entire project from start to finish, then I bring it to my mentor (PE #1)
2. PE #1 conducts a thorough review of calculations and drawings, and if it...
U.S. - I'm an EIT and I just switched jobs from a larger company to a smaller one.
At the larger company, it wasn't unusual for one PE to sign/seal for another if they were away. It was well understood and communicated that engineer 1 would only let engineer 2, but no other PE, sign & seal on...
If your beam has more or less steel reinforcement in the top or bottom portion, you'll need to use the substitution method (using a ratio of their E values combined with the cross sectional area of the rebar) to find the neutral axis.
For a cross section of a uniform material, the only reason...
Refer to the attached diagram.
I'm trying to justify using a lower pressure than the negative wall corner pressure so that I can make these anchors work. The balcony is enclosed on three sides by existing brick, and the exposed side has a 6" CMU guardrail. The balcony also has a roof over it...
I don't consider composite steel beams to be laterally braced while the concrete is wet if the steel deck is parallel to the beam. I feel like the decking would, at best, act like an accordion and not provide lateral restraint of the top flange. Most engineers I know agree with this.
You could...
Hello Everyone,
I'm a recent Master's graduate at my first job (less than a year in so far) and I've been encountering and dealing a lot with a certain issue that I have a very limited knowledge of - aggregate gradation & the corresponding impact on the ability to finish / polish a slab. My...
Here's the equation for wind pressure: qz=0.00256KzKztKdV2 (psf)
qz = velocity pressure you're going to use
Kz = velocity pressure coefficient, which will depend on the height. If you're dealing with an ocean that's exposure D, and the higher the height, the higher the coefficient. If it was 50...
I'm an EI with less than a year at my first job, and I try to be very critical of my mistakes and take lengths to avoid them in the future.
My most recent mistake was rejecting a concrete mix shop because it didn't have enough air content. The architect replied with the contractor's email which...
