The joint will be perpendicular to the thrust force. I don’t have any way to make the reinforcement continuous across the joint between new and existing, therefore relying on hilti dowels to carry the tension across the joint.
There will be slab friction but i am trying to resist the load by...
I was thinking of putting struts on the outside of the building 6ft above the base of the column with deadman anchors (concrete block etc).
I want to rely on friction but part of me thinks that the vapour barrier will reduce friction negating any beneficial effects.
Yes, 10M is metric size...
The hairpins are 10 ft long on both side of the pier projecting into the existing slab 1X:2Y slope (y direction parallel to the frame). I am using the slab rebar engaged based on the failure zone below. The width of the developed failure zone with developed slab rebar comes out to be equal to...
Hi everyone,
We're working on a project involving partial slab replacement in a pre-engineered metal building constructed in 1998. The existing 5" thick slab-on-grade (reinforced with wire mesh) includes hairpins from column piers for lateral thrust resistance. Although there is debate on...
The crane insaller and crane rail installer at the same entitiy. I have a 304mm wide flange with the depth between base of channel flanges 308. So there is not much room for cap channel to beam missalignment. Now I am thinking that the mistake could be due to the sweep in the member.
I don't...
Note that the rails are installed in a straight line - the the runway girders that are off.
Sounds like being outside the allowable limits even by 4mm will be determental.
Hi Group,
For one of my project, the contractor did not install the crane runway girders within the tolerence. The rails for crane are now at roughly 5/8" (15.9mm) offset from the centre of the web of the runway girder. Runway girder is wide flange beam with cap channel and has the web...
Thanks @BridgeSmith! Good point - I will run numbers to see if I can come up with a practical pile cap size that will result in smaller uplift loading.
For the single caisson suggestion, is a caisson of 2.5m to 3m in diameter even feasible? This will require a steel casing to be driven into the...
I am not involved in the design of the stack. Sounds like I will need to request base reactions for the stack from the designer/manufacturer.
How will the temperatures/thermal effect impact the foundation? Are you referring the the base ring of the stack expanding and contracting? If so, I can...
Hi Group,
I am looking for foundation design guidance for a 40m tall and 2.5m in diameter stack for an industrial building. The native soil is 3m below the finished grade and will mos likely require a deep foundation solution.
What are the design considerations i.e., seismic and wind lateral...
Hi Group,
For one of our project, contractor had installed the column and framing on levelling plate and nut with column bases ungrouted. Before the GC had a chance to go and grout all column bases, the steel contractor used cables for temporary supports that were tied to column base at a few...
Hi Group,
I had a column with a 10"x10"x1/2" base plate with 2-3/4" sitting on 1.5" grout for a project. The contractor somehow did not get the top of footing and anchor bolt location correct. The underside of the baseplate is 3.5" from top of pier. They ended up slotting existing holes to fit...
Hi Group,
I need to specify connection between back-to-back channels to the bottom chord of the joist. The channels are there to support pipe hangers. The total load at each end of the channel will be 1500 lb.
I am envisioning a connection similar to the one below. Instead of full length rod...
Ducts are simply resting on pressure-treated wood on insulation - the duct supports are not tied to the roof structure. The duct self-weight is not enough to resist the uplift.
Also, attaching the guy-wire straight down to the joist is complex as typically I provide a spacer HSS below the top...
I understand the need to resolve the torsion via stiffeners and kickers - however - the challenge is that there is no access to any of the beams from below. There are lots of services below roof framing making it difficult to reach any location. Therefore I am trying to explore other creative...
This will require the stub baseplate to be directly at the top of the joist - I may have to consider vertical legs attached to the anchor base plate so that it can be connected to the beam on wither side of the joist shoe. I can also specify strengthening the joist shoe weld to the beam. This...
