pham: Right. To clarify, I was not thinking I'd need to find the angle of the toe-nail itself, but rather the angle of the resultant relative to _____. Is (blank) the vertical stud axis parallel to the uplift force, the horizontal sill plate axis parallel to the applied lateral load, or ...
I've dug myself into a deep hole of confusion on a topic that is probably very routine and simple: How do you apply the NDS equations to check a toenail connection subject to both withdrawal loading and lateral loading?
Instead of a sketch of this situation, refer to to the 3D image in figure 1...
Good point there, KookK.
Agreed about the lack of instruction in school on load path and connections (of any material, in my opinion). I missed my chance to take a wood design course as an undergrad when it was actually offered. Sadly, wood wasn't even offered by the time I was in grad school...
Koot, here is a 3D view focused on the curved portion. The elevation view is pretty wacky to look at. The highlighted area is the first level of wood framing above a PT concrete podium. There are 3 additional levels above this (2 floors + roof) all with matching layouts.
Thank you all for your input thus far! I do tend to get bogged down by trying to figure things out the "PhD" way. Bad habit. I should point out that there is not an exterior wall actually along the curved corridor. In the image below, the yellow highlighted portion is all open-air corridor...
Pham and BA: Both of your suggestions seem reasonable to me. I suppose I'm leaning towards what you're thinking, BA. That is ignore the complex stuff, satisfy equilibrium with the lesser number of diaphragms/collectors, and get conservative shears in the elements I am accounting for. And like...
I am determining the lateral force distribution through a wood-framed apartment building. Hardly any of the shear walls align across the central corridor. Also, there is a geometric irregularity that I haven't seen discussed anywhere: the corridor curves.
So, my main question is really: Is it...
NDS2015
Steel-to-wood bolted connection
Background/problem description:
I'm calculating the capacity of a connection for a steel beam framing into the side of a glulam beam. It is a simple connection with an angle bolted to the end of the steel beam using (3) 3/4" diameter bolts and the...
Ah, I follow you, JLNJ. In this particular application, it'll be OK by inspection. The pipe CL is 6" from the closest edge of concrete with 8" embedment. There will also be a #5 longitudinal bar enclosed by #4 stirrups to resist breakout. I don't think concrete pullout will happen before the...
Ron, thanks. Do you have a source for that?
Also, as an update (especially to my response to JLNJ): I checked M/S when I should have checked M/Z. TLDR: the pipe is OK in bending.
dhengr, interesting suggestion! If I could change the design, I'd slap a cap plate on the end and weld a headed stud to the cap plate. Embed that in grout. Either that or weld an oversized plate to the end of the pipe (like a cap plate) to achieve some bearing if someone tries to pull up on the...
Retired13, that was my initial idea... the problem is that this detail has already been implemented on the project.
Pullout is only a concern in the sense that I don't want some jack-knob to decide he/she wants to "test the pullout strength" because it seems fun and incidentally yanks the post...
Exhibit A: A 1.5" I.D. steel pipe is used as a handrail and as the vertical posts connected to the handrail). Per the Landscape Architect's detail, said handrail posts are to be embedded X inches into my reinforced concrete stair slab / beam. The concrete base will be core drilled, the steel...
Does anyone know how to model a floor opening in Woodworks Shearwall?
My office recently purchased the design suite from Woodworks. The suite includes "Shearwall", a program used to analyze and design wood shear walls. I have watched tutorials and tinkered with some models, but so far I've been...
Can AISC design guide 02 be used to design and check web openings in a HSS member?
I just finished using AISC DG 02 to evaluate a WF beam that is needing to be hole-punched through its web to allow a roof drain to pass through. As similar condition exists at an adjacent beam, but the adjacent...
