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...
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...
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...
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...
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...
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...
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...
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...
I'm curious if anyone else knows - do areas such as Ecuaador even have a building code?
Much of the destruction looks to be concrete structures (which I'm assuming was due to a reinforcement issue, either lack thereof or improper connections)
Here's a link of some of the damage so far
Hey everyone,
I'm an EI (I've had two internships and a couple of months of experience at my first job) and I had a question related to steel bar joist design. Mainly, do you designate joists based on the tables provided by the manufacturer or call out applicable loads & load patterns on the...
Hey everyone,
So I just got pulled into this project pretty late and there's some drama going on with the foundations (drama + foundations = uh oh)
The geotech report states there's a bunch of fat clays, silty soils and generally expansive and unwieldy soil at our site, and recommended one of...
So,
I'm an EI and I just finished working on this small (about 10' deep x 10' tall x 16' wide) CMU enclosure to be added onto the side of an existing building. (It's basically an outside storage area for this retail store) Anyways, after I did my calcs I handed it over to a co-worker to glance...
Hello & happy St. Patrick's Day everyone -
I'm dealing with a C-shaped building (at least that's the orientation of the shear walls - the fourth wall is essentially a curtain wall with pilasters that's assumed to not take any lateral load). In school I was taught that torsion is the bane of...
Hey All,
I have a question: I have an embed plate at the two bearing corners of a concrete wall, which is subject to a base shear. The embed works in every capacity except for concrete breakout. I asked a coworker and he feels that the wall reinforcement would be sufficient to receive the...
Hello all,
I am but a lowly EIT that started two weeks ago and I'm looking at a Masonry wall that has already been built - 8" CMU, grouted 32" on center with (1) #6, etc etc. It's for a retail store. Well, the building has almost opened but now the owner needs a screen wall to cover the HVAC...
I have a slab-on-grade that a client wants to put an epoxy coating on. I currently have a plate dowel specified at a construction joint and someone expressed concern that the plate dowel doesn't prohibit horizontal movement. Is a plate dowel inappropriate for this situation? The slab mix is...
Hello everyone, I'm currently doing some forensic analysis of a scissor truss that has failed. The truss was built in 2008. I've duplicated the truss manufacturer's truss model in RISA 3D and have applied all of the same loads, and the vertical reactions are similar enough that I'm reasonably...
Hello everyone,
I'm trying to determine the flexural capacity of the following sections, and I'm not sure how to approach them. I'll attach their cross sectional properties and dimensions, here's some information about them:
-They would all span 10'-0"
-Plates are made of A36, Pipe Fy=35 ksi...
