asabender
Structural
- Feb 8, 2013
- 28
I'm in a situation where I have been asked to verify that it is okay to remove an existing HSS6x6 from an existing building. I want a way to verify loading on it directly in the field, having run out of easy options for analysis, and am looking for suggestions.
Some background: The column assembly doesn't matter much, so feel free to skip, but I'm providing the info. The column is part of a vertical assembly which is made out of HSS6x6, but which had had other things attached to it in the past. The column assembly has two columns at the base, and the other column extends all the way up without interruption. My column directly supports a 6x6 transfer element 10' up, connected to the top of my column and the face of the other column, which supports another post up offset a few feet to the interior of the frame. That elevated post up extends up to the roof attachment, with one additional cross element to the other column near the roof. The roof attachment at the my column is made with angled struts at closer to horizontal than vertical orientation in two orthigonal directions that i can see, but no directly vertical attachment. The roof attachment at the other column is two angle plates with a multi-inch gap between top of column and underside of roof beam.
I have original roof framing plans and the column assembly is not shown. If the roof is as per the plan, it should not support anything other than itself and perhaps some incidental roof load by virtue of poor drift connections. The original roof does not have a support point at that location, and the main columns are W14s, with no missing columns within the local original grid. What I can get to of the existing roof is per the original with the occational small retrofit for HVAC type penetrations. The HSS assembly in question is perscribed in any of the rather extensive renovation documentation I have access to, but is shown as existing in everything but the original plans.
The roof is not accessible to visual review as it is a nest of HVAC equipment etc 30' above the floor over a drop ceiling in an active and open area with a very small bit protected by temporary walls for the construction. A full assessment of the roof would be a major undertaing, even if I limit that assessment to just, say, the 90' x 120' of bays immediately adjacent to the work.
My gut reaction is that the column is part of a false storefront assembly and was intended to have drift connections separating it from the roof framing, but verifying that is extremely difficult. I have already okayed and they have completed removal of the associated cold formed framing that enrobed the stuff.
Do you guys know of a way to test the stress on an existing element in a safe manner? I think this thing is too robust for a normal "wiggle" test.
Some background: The column assembly doesn't matter much, so feel free to skip, but I'm providing the info. The column is part of a vertical assembly which is made out of HSS6x6, but which had had other things attached to it in the past. The column assembly has two columns at the base, and the other column extends all the way up without interruption. My column directly supports a 6x6 transfer element 10' up, connected to the top of my column and the face of the other column, which supports another post up offset a few feet to the interior of the frame. That elevated post up extends up to the roof attachment, with one additional cross element to the other column near the roof. The roof attachment at the my column is made with angled struts at closer to horizontal than vertical orientation in two orthigonal directions that i can see, but no directly vertical attachment. The roof attachment at the other column is two angle plates with a multi-inch gap between top of column and underside of roof beam.
I have original roof framing plans and the column assembly is not shown. If the roof is as per the plan, it should not support anything other than itself and perhaps some incidental roof load by virtue of poor drift connections. The original roof does not have a support point at that location, and the main columns are W14s, with no missing columns within the local original grid. What I can get to of the existing roof is per the original with the occational small retrofit for HVAC type penetrations. The HSS assembly in question is perscribed in any of the rather extensive renovation documentation I have access to, but is shown as existing in everything but the original plans.
The roof is not accessible to visual review as it is a nest of HVAC equipment etc 30' above the floor over a drop ceiling in an active and open area with a very small bit protected by temporary walls for the construction. A full assessment of the roof would be a major undertaing, even if I limit that assessment to just, say, the 90' x 120' of bays immediately adjacent to the work.
My gut reaction is that the column is part of a false storefront assembly and was intended to have drift connections separating it from the roof framing, but verifying that is extremely difficult. I have already okayed and they have completed removal of the associated cold formed framing that enrobed the stuff.
Do you guys know of a way to test the stress on an existing element in a safe manner? I think this thing is too robust for a normal "wiggle" test.
