all of you are providing the check for my sanity. we are all on the same page.
the reason for my bringing the question up was a precast supplier asked why a deck angle was needed if joists are bearing on a W10 hung from plates off wall panels. From the way he made it sound, they aren't used...
I need a sanity check.
Situation presents itself in several construction types, particularly with load bearing precast wall panels and masonry load bearing walls.
For the joist bearing side, I am of the opinion that a continuous angle must be present to transfer diaphragm forces from the...
you guys are confirming my thoughts.....while it may seem doable, we can't point to anything of substance that provides capacities.
The architect has since switched to wood trusses with plywood. Problem solved.....for now.
I am sure it will work but I have a hard time submitting a design if I can't point to something with tangible diaphragm capacities. Hard to hold up to a standard if I can't point to one.
so, it has been seen, but can someone point to diaphragm capacities? I don't think you are going to get a wood screw to self-tap through the steel. I question whether or not a self-tapping steel screw will be usable in wood at the point end due to the thread difference between a wood screw and...
We are in the preliminary stages of a project and the architect inquired about the use of steel decking supported by open web wood joists. We notified them that on the surface, things seem OK, BUT we were concerned on whether or not information was available to provide diaphragm capacities as...
EIT, i am not sure how you would get the loads where they needed to go without implementation of what we described herein.
I get tired of explaining the situation to contractors/architects/etc so I was looking for a sanity check I suppose.
again, i am talking in a general sense. i have broken the 38' span into three separate spans with bearing columns and wind columns at 1/3 points of the 38' span.
What if the opening was for a new 12' overheard door in an existing wall? By calculation, you are almost always required to either...
we have strayed away a little from my original intent.....are we doing something different with jamb elements than most others? I believe "no" but wanted to hear what my peers are doing to design the jamb elements.
This issue isn't specific to one particular job. just recently, I had a...
I am on board with telling them tough Sh%t and as much as I want to say it that way, diplomacy will dictate otherwise. ha.
The large openings are broken up into three smaller spans with a new bearing column on the existing foundation wall backed by a new wind column behind the bearing...
EIT,
We have given that exact explanation. Makes sense to us but of course, everyone else knows better, right? Ha.
This is a question about load path and we feel we have the correct load path established. It is just convincing others that it is required. It is funny how just because a...
OK. It seems we are catching alot of flack lately when designing lintels and jamb columns for new openings in existing CMU buildings. The openings typically vary in size from 14' to 38'. We added wind columns and bearing columns to break up the spans on the long openings. The issue seems to...
I am looking at three different resources on the design of concrete shear walls. The shear portion isn't an issue as it is fairly cut and dry. All three resources figure the flexural capacity in different ways. The NCEES SEII example 260 seems almost too simple. The IBC Structural/Seismic...
The plans indicate Inland but I believe it is synomonous with Inland-Ryerson.
I contacted SDI. They did not have anything on hand but were going to check with their members to see if they can find anything.
We have contacted local fabricators and deck suppliers to no avail.
