support sat on both side of a expansion joint
support sat on both side of a expansion joint
(OP)
I need to design a steel dunnage support for a HVAC unit. Four supporting posts will be sat on four existing building columns which located at both sides of an expansion joint. (2 columns on one side of the joint and the other 2 columns on the other side of the joint).
I am afraid of either horizontal movement due to temperature at the base of the Dunnage support or vertical movement due to different settlement on both sides of expansion joint will cause a problem of my dunnage support.
Is anybody here who solved this problem before? What kind of details I should use to handle this problem? Please help
I am afraid of either horizontal movement due to temperature at the base of the Dunnage support or vertical movement due to different settlement on both sides of expansion joint will cause a problem of my dunnage support.
Is anybody here who solved this problem before? What kind of details I should use to handle this problem? Please help






RE: support sat on both side of a expansion joint
RE: support sat on both side of a expansion joint
RE: support sat on both side of a expansion joint
Arguing with an engineer is like wrestling with a pig in mud. After a while you realize that they like it
RE: support sat on both side of a expansion joint
RE: support sat on both side of a expansion joint
Ron, it is difficult to support a independent system by 2 column on each side. Unit size is 25'x21'.
RE: support sat on both side of a expansion joint
RE: support sat on both side of a expansion joint
RE: support sat on both side of a expansion joint
RE: support sat on both side of a expansion joint
Does the piping and ductwork cross the joint? if so, how is that handled? I used to do pipe supports on refineries and those movements are radical.
Michael.
Timing has a lot to do with the outcome of a rain dance.
RE: support sat on both side of a expansion joint
For the horizontal movement do you know the time period? Is this 3"max with a 1" variation over a day/week/season/year? or +/- 3" everyday?
Arguing with an engineer is like wrestling with a pig in mud. After a while you realize that they like it
RE: support sat on both side of a expansion joint
RE: support sat on both side of a expansion joint
read his first post, horizontal due to temp, vertical due to differential settlement.
Arguing with an engineer is like wrestling with a pig in mud. After a while you realize that they like it
RE: support sat on both side of a expansion joint
RE: support sat on both side of a expansion joint
RE: support sat on both side of a expansion joint
Construct a platform to set the unit on.
Construct column extensions from the existing columns.
Suspend the unit platform with steel pins, clevis, turnbuckle and threaded rod. The horiaontal movement is taken care of by the swing action of the steel pin/clevis connection (keep this lubricated)
Periodic Check the level of unit platform. Adjustment of each corner with turnbuckles.
If there is as much vertical movement as noted the amount of adjustment available with a particular turnbuckle will need to be considered. If that dosen't work consider using two rods from one end and a third from the other meeting at a middle plate with rod extension through the plate adequate to make the adjustment and locke with double nut.
RE: support sat on both side of a expansion joint
The unit has to be installed here and Pipe can be adjusted.
Estimated movements come from the following:
Horizontal movement: The existing expansion has a 6" gap (say, joint filer material 2" under pressure). I therefore assume that existing building is designed for 4" expansion. If my structure can handle 4" movement, it should be fine. Actually, any detail can handle 2" lateral movement, I will use it.
Vertical movement: According to original foundation design guild line, foundation should allow max. 3" settlement. I take it as max different settlement. Building has already been there for over 10 years. I guess it may not be 3" now.
RE: support sat on both side of a expansion joint
RE: support sat on both side of a expansion joint
The 6" gap could be to prevent the buildings crashing together in an earthquake. The 3" settlement could be total or differential, but would not be differential over the small distance of your mechanical unit. You may have defined a problem that doesn't exist.
RE: support sat on both side of a expansion joint
Hokie66, You are right, it might not have problem. However, I cannot rule out the possibility. Therefore, I still need to consider it in the design.
RE: support sat on both side of a expansion joint
If your unit is on top of the roof, and located in between four existing column below, for duct work, you can simply provide a new 4 posts frame with beams and hanger type support.
For equipment, you can provide beams in two layers (elevations), and let the unit sits in.
For either case, your unit will be above the roof, away from the expansion joint. The beam connections can be designed to accomodate the lateral movement, and the posts (as short as possible) shall be designed for the lateral load effects. If there is not much problem in fastening the posts to the roof, you may even consider adding thick rubber pads below the base plates (can be sandwiched) to absorb some vertical displacement and energy due to dynamic loads.
Sorry for confusion caused by my poor choice of word. Hope I didn't miss the point this time.
RE: support sat on both side of a expansion joint
following on from what hokie is suggesting, is if you know a fair bit about the building it shouldn't be too hard to come up with a better guess on horizontal movement. It is a relatively easy calculation if you stay on the conservative side to estimate the expansiona nd contraction of the joint over the temputer change.
as for the vertical settlement, again i'm with hokie.
Arguing with an engineer is like wrestling with a pig in mud. After a while you realize that they like it