Looks like a party wall between two units? Looks like a draft-stop/soundbar at the top of the wall to maintain the 1" airgap.
https://www.woodsolutions.com.au/sites/default/files/RD0001A.jpg this is the detail but they don't call it out - never thought to ask what the piece is called.
This report is weird;
-They don't give load assumptions or applicable codes
-They size the supporting columns with sched pipe without giving a material
-No connection details between the new column and supported beam
-No spec on the concrete or reinf for the supporting foundation element let...
If you want to make some custom composite sections knock yourself out; but do not expect them to follow any tabulated values for the sections you are trying to mimic.
Make sure you consider manufacturing. If you roll out a set of plates into Ls and weld them together along the length they...
If you don't mind me asking, how hard was it to get into the country without a job already lined up?
It strikes me weird that they would let someone enter on a working visa without any current employment - If you are trying to work a technical job on a tourist visa you are going to have...
Hello,
Question for people who have done projects in the BC Interior (Canada); I involved with a project and our GC has informed us that they cannot source HS cement (S-2 Classification) as no concrete suppliers keep HS Cement in the area - opting for a high fly ash content mix.
There are...
Rebar scan for the strands & powder actuated fasteners for the mounts themselves? Hilti X-Us have great pullout resistance if you are worried about withdrawl on a horrizontal surface.
Walls without footings used to be the standard in my area, a lot of single storey 20s era houses are like that - check the width of the wall and the applied load vs. the bearing capacity of the soils.
Without getting to far into it, http://www.my-ti-con.com/ has some really great 'invisible' connectors I have used in the past - I get the feeling your architect is shooting for a naked wood look.
@Northcivil
-Wall is L shaped, shear forces are due to interior wind load on the adjacent leg of the L shaped walls
-Force path through the building is: wind shear from wall -> Diaphragm -> 'actual' exterior shear walls -> foundation
-Building roof loads are handled by some monster 35m HSS...
@XR250
The load is being dumped into infill roof purlins, I believe the plan is to puddle weld the purlins to the decking.
@Kootk
I like that detail, thanks
@JayRod12
Clark-Dietrich will make us a thicker slip track on special order for this product, numbers check out for what we need it...
@structSU10
That wouldn't work for me, but it does give me an idea - Once I hear back from Clark Dietrich that the track won't fit I could use bridging at the top near to the top of the studs as the connection point for my cross bracing and then use a standard slotted slip track for the roof...
L-shaped wall; could work at the ends but where the two legs of the L meet are very near a pretty long truss with some significant (a little over an inch) deflection. The nuclear option is to extend an HSS column 30' up - but that comes with it's own can of worms.
Good Morning,
I have a steel stud shearwall system with diagonal strapping being welded to a solid top track; I would like to use a slotted top track to allow for deflection in the roof and transmitting forces between the shearwall and the diaphragm. Does anyone have any product suggestions...
Thanks for the input all.
Trangled: The is exactly what I was looking for, thanks.
Kootk / Jay: Exactly the problem here, the homeowner actually went ahead and manufactured some thick water cut T and L brackets for post and beam connection that did a bit of help but there is still a stiffness...
Had considered just going to base principles for it, a lot of assumptions though. Just hoping someone would have a 'rule of thumb' they go by for LLx(factor) = shear force (psf).
Just occupancy. The one I checked out last week would visibly move 2-3 inches from 3 (bigger) guys walking across the deck.
You get that thing up to full occupancy loading and everyone does the time warp, it is going to start AND end with the jump to the left.
Built completely by Part 9 specs...
Hello All,
I have encountered a few structures which are racking back-and-fourth due to live loads (mostly pin-pin connection deck columns which were field built). I know many different ways of dealing with it structurally, but haven't found many resources for actually putting numbers to it...
It is a structural renovation for an masonry factory.
-Taking the existing 25' tall CMU production area and turning it into a 12' main and 10' upper group living facility.
-Multi-occupancy structure with commercial bays throughout the rest of the building.
-A local architect is issuing...
