Is there any reason that the attached connection cannot develop the full capacity (ACI) of the deformed bar anchors located at the edge of the slab?
I have met the hook development length and spacing requirements. My slab has the flexural and shear capacity from a slab analysis standpoint.
I...
We have a vestibule for a big box retail that stops short of going up to the roof deck by 15 ft or so.
We have 4 1/2" pockets in the corners to make this work, so we had provided hss posts in the corners to brace the interior side of the vestibule, but our architect was pretty unhappy about it...
I was curious how most are sizing building expansion joint widths in seismic design category A, B and C buildings.
Are you sizing it for thermal movement, amplified seismic movement, a combination of the two, or another method?
I have an 11'x11' tower crane opening in a PT slab that i will need to infill.
The existing drawings for the building do not address this condition, and the slab edge is currently not observable.
Before I can verify the condition, my detail will need to assume something, and therefore, Ive...
An elevator cut sheet in the US lists a buffer reaction as 32,000lbs, which has obviously been increased for dynamic forces.
IBC 1607.8.1 requires "Elevator loads shall be increased by 100 percent for impact"
I believe that no further increase on those loads are necessary, as they have been...
Two parts:
1. is anyone aware of special loading requirements in the US for an elevator pit that is suspended, rather than set on a foundation per ASME? My review of ASME A17.1 didn't turn up anything, but I want to make sure.
2. I have buffer reactions from my cutsheet below the counterweight...
We are currently retrofitting a warehouse to a datacenter and received a request from a future tenant to identify the "ballistic resistance" of our exterior walls.
Does anyone have a resource they can point me to?
I found UL572 that describes what each level is, but as far as classifying a...
Does anyone have a reference for maximum pours for slab on metal deck?
I have seen drawings that seem to indicate 160ft or 10,000 sf.
An exhaustive google search doesnt turn up much.
We recently had a 350 ft building that was placed in one pour and seemed to exhibit cracking with "loud...
Does anyone know of a procedure to grout new reinforcing into an existing, unreinforced footing?
Perhaps, there is a method to drill an oversized hole, insert a bar and then grout it solid.
My footing is 48"sq x 20" thick and I don't need a lot of bars.
Thoughts?
Anyone have a clever solution to support a steel column bearing on a shallow spread footing using micropiles, such that the column does not need to be shored during construction?
I see one method is to core through the footing and attach with an epoxy grout, however, I think our loads will be...
I have a new sandwich slab (concrete topping slab over waterproofing/insulation over elevated concrete slab) on the roof of an 8 story building on the coast in a 120 mph windzone.
I get some pretty large uplift pressures, and i was wondering if anyone has any experience with anchoring these...
I received a question from the Contractor regarding his slab pour sequence on a 6 story steel building. His subcontractors are concerned about placing concrete above a column splice before the lower floors are in place.
The building has been plumbed, the braced frames are complete, and I cant...
When dealing with curtain walls that bypass a steel framed floor, and are tied back laterally and supported for gravity by the spandrels, is it typical to denote the live load deflections in the plans?
I have a curtainwall manufacturer that has designed all of his joints to take 1/8" vertical...
Has anyone come across a concrete mix design that lists the air entraining admixture as "as req'd" rather than specifying a percentage and amount of admixture?
The statistical data has also been performed with 0% air for a mix that calls for 4.5% air.
I can't find a requirement that the...
I have small room (15'x12') that requires a 2" concrete topping over a newly placed slab on grade with a vapor barrier.
I am going to use sikacrete 211 as my topping, without a bonding agent, so as to not trap moisture between the barrier and the bottom of my topping.
i am concerned about...
Anyone have any method for attaching a steel collector running parallel to a 1.5B metal roof deck span?
The collector is located at an interior portion of the roof.
My problem seems to be ensuring that the deck valley falls over the steel so that it can be connected.
Thanks!
I am looking for a PJP end plate weld to an HSS that is 1/4" thick. I have two that I believe I can choose from. BC-P2 on AISC pg 8-53 and BTC-P4 on AISC 8-55.
BTC-P4 would be ideal, however, it appears that even though it lists the thickness as "unlimited", there isnt enough material to form...
I have reinforcing plates i need to weld to the underside of the top flange of an existing W16 with limited access.
These plates will be similar to "cut-out" plates shown in the hss connections manual, but welded on the bottom of the top flange as shown in the AISC manual 13ed in figure 12-8a...
Im looking to improve my offset header connection details, and wondered if anyone had one for a condition where the curtain wall remains continuous past a column (hss or wf).
by offset, i mean the centerline of the hss header (lintel) is set a distance away from the exterior column line.
thoughts?
We have always designed our partition support beams to meet the strict deflection requirements for the wall, using the wall and floor live loads. Ive been using panelfold's criteria forever, but noticed the other day these two lines which has me confused.
Can anyone shed any light on this? do...
