I'm looking for ideas (your experience) with concrete mix design for a 3" topping slab placed over 2x12 joists supported by steel beams.
Basic framing is 2x12 spanning 12 ft to W10x77 beams spanning 24 ft (so relatively stiff framing).
Control joints will be placed approximately 12' x 12'...
OK OP - How did this turn out?
I'd love to see a cross section of the building AND the beam with rafters connected. That'll go a long way to advising on how to make the bracing connection viable.
I'm curious about the 500 PLF gravity load...not sure what all is included in that number (Is that dead load + live load??).
Maybe the house is in Florida so not much snow but then, issues relating to uplift might be something to consider more.
As far as the beam to column connection, just...
Curious about the soil type (of the existing fill). I am often required (in the soils report) to use plug piers so that soil does not "flow" out between the piers down a certain depth below the surface. Your piers look like they are spaced apart a good bit. Just curious.
Plug piers are often...
" Those bolts look to be way too close to the end of the brace. "
Regarding that (I agree BTW) for 1/2" bolts I have some questions about the AWS edge and end distance rules.
I get confused between the 4D, 7D and 20D spacing and "direction of loading" rules. I especially find it troubling...
I saw this recently and was wondering who makes them.
It APPEARS to be a pre-fab piece but I could not see a manufacturer's stamp or logo.
I see the Simpson Post Cap so I looked at their catalogue and I did not see something like this. (perhaps I missed it).
Does anyone know who makes this knee...
JAE - Great pics
To answer the OP's question.... the "spread" of the bolts that you show in your sketch does not seem adequate to produce a load on the anchors that will (likely) be within the capacity of the anchorage.
Not sure how much "hiding" you can do but... I'm wondering if there will be...
Do you folks ever work with architects? The suggestion of a stringer at the free end makes me think you don't! (jk)
No doubt it would be much different (simpler and better performing) with a stringer at each and of the treads but that is not at all the look that is depicted in the sketch.
I've...
JAE -
Instead of welding studs, could one use bolts with a nut above and below the flange?
Alternatively to that.... (if say, the top is not accessible) Could anchors be installed from below?
L_D_
Any reason that they can not shore the existing beam prior to installation of the new beams...
It's actually a planting bed (I turned off the vegetation in the model) so we're trying to retain a couple feet of soil so... figuring on 1/2". Architect likes that look regardless.
The current approach is to tie the front and back walls together with a steel plate maybe 6" below the top of the...
Is it practical to bond a 1/2" corten plate to a concrete wall with EPOXY or other Acrylic fastener?
I have a landscape condition. (see SketchUp clip)
Arch doesn't want to see any fasteners and we are (a little) concerned about keeping the plate "tight" against the concrete and minimizing any...
I "third" what pham and kf wrote.
With the width = 8 ft and the height = 20 ft... I'd expect a wind girt at the location of the floor joists is likely to work better.
In fact, I have done this many many times HOWEVER... 3 1/2" is relatively small for a beam depth. I tend to use LVL material...
Great insights from real experts Ron and KK (as usual)!
Not necessarily a rule of thumb but...one other thing I have found is that a greater heel height can be helpful in making some of the wider room sizes work better. Still have the limitations of the bottom chord that Ron described but it...
Seems like the connection from the tie to the rafter will be very tough to do.
Also seems like bending in the rafter will be problematic.
Regarding the 42mm deflection, you indicate that is horizontal. What is the vertical deflection?
Regarding CF strips:
I've never heard of the wet condition issue but I HAVE heard that FIREPROOFING IS NEEDED for CF to qualify by the CF design rules.
Improved anchorage at top and bottom is also a detail issue with any CF or pilaster type improvement. That force has to go somewhere!
With the counter-fort approach I find that the footing width at the counter-fort is fairly wide (lots of to pressure). Still, it beats an 8 ft wide footing (especially over-digging on the soil side so much).
Regarding the resistance to high lateral pressures at the top of the wall, I have used...
I've come across this situation numerous times. (sans the attorney though...)
What Greenalleycat wrote is pretty much what I'd say.
One other thing though, I don't subscribe to the "hydrostatic pressure" line of thinking (too much).
The wall does not have the strength to safely resist...
All,
Something still seems very much "off" with this post.
Among other things - Perhaps related to the issue of "bottom flange sweep":
I'm trying to sort out how the bottom flange will resist horizontal forces (perpendicular to the wall). We recently had a post asking about a blocking detail...
