how long is the wall? can you run a steel member all along it and then one for the returns so it kicks back? or members at the top and then posts every so often so they take the lateral?
Yes, you have two different diaphragms and two different chord sets. what you can do is basically design the windward one for only the windward pressure and then the diaphragm for leeward forces. Check the book The Analysis of Irregular Shaped Structures and diphragms by terry malone.
Well legally speaking, you did have a note on it. Ethically speaking, once you've found out about faults in your design assumptions and if you feel that someone's life is being endangered, you're supposed to report it.
SYLK
you analyze the whole structure, wind is not uniformly distributed in the roof so your total maximum uplift load will change, so it depends on the direction of the framing, the wind direction, bdg dimensions.. etc
I think the issue with this industry is mostly due to engineers themselves. in the case of SE's , it's not learning how to say no to architects or contractors. I don't know if it's in part with the liability and the guilt of knowing that if you don't do something (or oversee it) you can put...
I have a catalog from 1967. It would help if you have an idea when the structure was built. That way if someone has old joist books they can pin point the time...
@WARose
Oh ok,I guess i'll just ditch the whole section. My main problem is that I find the lack of a clear definition of what conventional light frame construction is, I will agree that there's a section for ASD, another for LRFD and then the one for conventionally framed construction which...
It isn't clarified. It just says that's not permitted for conventionally framed structures. Oddly enough the TMS 402-13/ACI 530-13/ASCE 5-13 doesn't say anything against its use. Also the IBC Chapter 14 [?] Exterior walls allows brick veneer in SDC E if it complies with the requirements of...
I am designing a really simple one story light frame [wood] building for a place with a Seismic design category E, when I was reading the special inspections and the requirements for masonry, there was no information that prohibited me from having veneer. Then somebody kindly pointed out Section...
Yeah, except that the more complicated you make it [for example, using hss rather than angles as KootK suggested] the more work and cost and not to mention complexity per connection. As KootK also said, the more exaggerated the brace angle the less effective it will be, i would rather add...
@KootK,@Tolchijb
Yeah, I ended up giving up. I went with the HSS, like you guys said, whatever cost in material would have been offset with all the time they would spend putting the header together.
@Stenbrook
I'm going to check the software out, since the Clark western software genuinely...
@sandman21
I checked out your link, I'm affraid that there isn't really a procedure, or actual formulas for failure in biaxial bending. Unless I do what tolchijb suggested and have them take ea. part of the boxed header a loading condition, but that doesn't guarantee that the section will work...
@tolchijb
I mean that makes sense but what guarantees composite action between the tracks and how exactly are they typically attached with the C-sections that allows the load to spread between the tracks. I am a bit preoccupied with the torsion, the headers are going to be supporting a canopy...
Hi everybody,
I was wondering if anybody can point me in the right direction. I am designing some boxed headers and need them taking some lateral loads due to some rather large openings. The typical software we use is the Clark Dietrich's AISIWIN but it doesn't allow the user to do lateral...
No it wasn't that, never mind, i am using the new enercalc and they switched the wording of where you input the bracing so I was inputting it the other way around, bracing the strong direction rather than the weak direction. That happens when you don't read the instructions, nice to know about...
Well, I'm not worried about the weak axis buckling, as you said, the sheathing provides some restraint, but in the strong direction you don't really have any restraint so you're forced to use the full height of the stud [I don't think adding mid-blocking genuinely provides some real buckling...
NDS 3.7.1.4 states that compression members should be limited to a slenderness ratio of less than 50. Are studwalls included in this rule? Why is this generally ignored, I mean, software does warn you when you do use a member that exceeds this ratio but it's not clear on the commentary whether...
@KootK
Why wouldn't you rather stay in your side of the border? The U.S. feels like it's going to implode, construction being the first industry affected, as usual.
