Recent content by Deener

Hi all, I'm evaluating an existing pit floor for allowable forklift tire loading. This floor has been in place for quite some time. See the drawing below. I want to focus on the W10x49 beams with a midspan of 10'. Let's also ignore the cope at each end of the W10 for now. My concern is the...

Thanks guys. Really appreciate the responses. I'm proceeding with applying the 3.6 kip vertical and the horizontal component of 3.6 kip at 45 degrees. While I have your attention, what kind of deflection criteria for lateral and vertical would you design for? This not being an occupant comfort...

Hey guys, I'm designing a stand alone structure that supports a fall arrest system. It's inside a tractor trailer factory where workers walk atop tankers to perform maintenance. The company needs trolley beams overhead two adjacent bays that the workers can connect to for fall arrest. Top of...

Hey guys, Working in a post disaster category steel portal frame building in Ontario, Canada. We're adding some misc metals to the building which was erected about 10 years ago. While on site and while looking through the drawings, I like to imagine load paths. The building contains portal...

Hi All, I'm designing a set of free standing interior stairs which access a mezzanine. Distance from mezzanine to ground level is about 3.4m. The EOR wants the stairs to be freestanding to avoid any point loads on the mezzanine which consists of hollow core slabs. In this case, is it reasonable...

Hi All, Thanks for the great feedback. Here's my best shot at addressing your comments. @phamEng - I got wind that a large engineering firm was charging $2800 CDN. That seemed a little low. I figured I was going in around $3500 to $5000 @ Dave Atkins -scissor lift is provided and I'm the...

Hey guys, Looking to get a sanity check on reasonable rates for a structural analysis. I've had a few projects that involve the evaluation of an existing OWSJ for additional loading (i.e. rooftop unit, pipe hangers, etc). Here's a breakdown of what the work involves: 1. Site visit for OWSJ...

Hey guys, I'm evaluating the capacity of an existing OWSJ and am determining whether or not reinforcement will be required. Client wants to give occupant access to the roof area (additional 4.8 kPa loading). I'm using Skyciv to determine the factored loads in each member. A coworker has me...

Thanks Hokie and Jayrod. I love that idea. Get that connection closer to the inflection point. Unfortunately the architect has shut that idea down since they are concerned the splice is much more visible in that case. Sigh.

Thanks IceNine. That's a great point about additional shear on the bolts.

Thanks PhamENG. Unfortunately there's an HSS tie beam connecting each portal frame at that point. See highlighted member below:

Hi All, Currently exploring different options with the architect for the eaves connections in an exposed steel portal frame. The roof angle is relatively high (about 33 degrees to the horizontal) so the roof angle needs to be followed all the way to the far flange of the column (as opposed to...

Thanks for the responses. This is what I could find in the Canadian OH&S: https://www.laws-lois.justice.gc.ca/eng/regulations/SOR-86-304/page-2.html I'm really seeing no requirement at all for these stairs in terms of rise, run, and landings.

Hey guys, I'm laying out a set of interior stairs that will provide roof access for maintenance (monthly access for changing filters of some kind). This is a large factory (>600m^2) and the client wants to keep the footprint of the stairs to a minimum. Stairs are preferred over a ladder as the...

KootK and Jayrod12 - Thanks for the very useful points. Give me some time to address each of your points so my response is succinct and constructive. In the meantime, let me shed some more light on the situation. 1. The hot tub is on one structure and the 5" concrete slab is on the other. In...