Thanks! I appreciate the advice. Yeah just to be totally clear, this is for work and I had a professional S.E. coworker review my work at the end and help me verify, and this was also not an official design. We have a new building we're constructing and I was trying to determine if the slab we...
I'm trying to follow this to get a finger to the wind on whether I can apply a few thousand pound pointload (on a steel plate) onto my 7" reinforced slab...
https://socwisconsin.org/wp-content/uploads/2016/09/GRDSLAB-Slab-on-Grade-Semi-Tractor.pdf
All online calculators I can find have a...
@lexpatrie That's really good to know! And I totally agree. To be clear, the engineers did not tell me that they couldn't keep them from swapping it out, they more or less just expressed some uncertainty about the decision and sort of an "it depends on who you ask" as far as whether the IRC...
I am trying to word my response carefully too - I too am an engineer (currently a lowly mechanical engineer, formerly a fairly low level residential structural engineer), working for a steel structural component manufacturer (among other things). I don't remember the engineering firm I used to...
So I was out walking a job site a while back and noticed Thermo-ply in lieu of actual WSP - an engineer we were with pointed out that the APA said some thermo ply homes may be under designed for lateral loads by as much as 39 percent. That kind of makes complete sense when you hold the stuff in...
Hello and thanks in advance!
I am looking to replicate something I learned in Siemens NX in school, but now at my job... in autocad inventor. I took an advanced autocad course at the school I went to and we did some really cool stuff in NX, that I want to do for my company now. The basic idea...
Anyone have any experience with either of these courses, and/or what have you heard about them? I was originally going to take the PPI2Pass live course (the full package) that starts in February, but I read some reviews saying that it goes way too deep into rabbit holes that will throw you off...
ChiefInspectorJ, I believe we are going to scrap the cantilevered floor and roof idea in favor of just pouring new footings 2 feet out from the existing footprint. Without shear walls, I was hesitant to design the post to footing connection as a moment resistant connection, but what would you...
Thanks for the replies!! We might get rid of the cantilever - bracing it back to the existing footings isn’t a bad idea, but resolving that windload parallel to the house still seems problematic for the gable end in-plane loading. I wanted so badly to make it work, but honestly by the time I...
Follow up - I suppose since I'm not using sheathing for those in plane loads, I should be using Components and Cladding loads then? Want to make sure I'm developing my loads in the right way.
Thanks!
Hello,
I am a former Structural Engineer, was specialized in residential design in high wind areas, but the vast majority of the homes I have worked on have been able to be designed either using the MWFRS method to develop loads and then design walls/windows for in plane loading by hand, or...
Hey, I was wondering if anyone has any information on how the IRC would classify required wall bracing for those seismic zones (C, D0, D1, and D2) for portal frame style sheathing. It isn't listed in the seismic table for those zones, and I can't find any information about BWL length when...
Thanks! So far that's been really helpful in learning the concept. Any other materials would also be appreciated. That textbook by Malone looks really awesome, but I can't find a pdf version of it for my reference, and I'm not super interested in buying a copy. I appreciate the quick response...
Hey, does anyone have any good resources or know of any articles on rigid diaphragm analysis that would be applicable for a residential building with wood (not CMU) walls on its lintel plan and second/third floor levels? I want to properly find the effective center of mass of the building and...
How does a 5 pack of 2x4's compare? If they're in a 2x4 wall, you can only support them about their weak axis. A 5-pack of 2x4's will therefore get a maximum of 9200lbs... That's not very impressive either. They both sound like terrible solutions. PSL it is, I guess, for anything over 10,000lb.
Oh. I am incorrect. A 1 ply 2x4, for example, gets 2641 lb axially if the strong axis is controlling (if it's braced along its weak axis.) And I don't think you can just multily the value by 2 for 2 boards. A 2ply 2x6 failing about its weak axis gets 4400 lb.
Would the 2x4's not be more stiff in their strong axis direction than the (2)2x8 would be in its weak direction? The strong axis capacity of 2 2x4's I believe is greater than the weak axis capacity of 2 2x6's
Well, no. I'm not talking about the 4 pc composite weak axis buckling... I'm talking about the buckling along the weak axis for a simple (2)2x6 column, because I know the composite column will get at least that. But that depends completely on what I find in (2). If I find that the nailed 2x4's...
Could you elaborate on (2)? I know how to check weak axis buckling, it's pretty clear in NDS. I've been running a lot of calculations on a basic 2 ply 2x6 assuming that it can be braced on its strong axis (ply axis) completely, and assuming that the 2x4's can provide some degree of bracing...
