I am working incorporating the design and detailing requirements of a Special Reinforced Masonry Shear Wall (R=5) for a seismic design category D structure. My only option is to use a SRMSW and cannot use intermediate to relieve the detailing requirements.
I am reading ACI 530-13 7.3.2.6 d...
Attached is a concept for a lateral force system being proposed for seismic design category D. The structure is being categorized an eccentric braced frame. My concern in the portion of the canopy column cantilevered and its possible violation of SDC D structures and proper R-value assignment...
Thanks for you guys input, to answer some of your questions:
-I will have to research the design drawings to see if there was a water membrane to be on the outside of the wall. I would hope so, but my gut feeling is that there was not or it has failing hints what we are seeing. It would be...
Attached is a picture of what I believe is efflorescence build up on the exterior wall of a tunnel. It builds up to almost a 2" thickness (iv never saw eff. build up like this, hints the "I believe" clause). I believe it is a concern based on what I have read to this point as it can be harmful...
I have 260'x290' building consisting of 3 different lateral systems. Precast composite sandwich panels, masonry shear walls, & brace frames. Diaphragms are all flexible so am not to worried regarding one system attracting a majority of the load. Area is hardly no seismic so wind load is sure to...
Condensation is not idea but also not the end of the world. My suggestion is that it is not worth it for our scenario, just wanted to see if could get some additional input/information.
I have a pre-engineered metal building that I am doing construction management on. The question was raised why the building was not insulated to prevent condensation. It is my understanding/belief that if the area is not heated or cooled the temperature difference between the interior and...
Hokie,
That is not a bad option, I guess bottom line is that it can be done. I believe I will show it as separate construction grade beam/construction joint/wall and if they would like to do it a different way I will approach the situation with open ears!
I have a grade beam that is spanning between to drilled piers acting as a torsional member for a roughly 5' high retaining wall. The ideal layout with grades puts the grade beam at roughly a 20 degree angle.
I have some flexibility as I can lower the upper driller pier to reduce the angle. I...
Thanks for the advice, I have spaced the anchors at 24'' OC with the masonry dimension in mind. Seems like the best option is to have another set of holes offset to one side 3''.
I have a scenario where I am using 6x4x1/2 angle as a deck support anchored to a CMU. I was think an expansion anchor would be best suited for this application. The angle/wall is not heavily loaded supporting 100 PLF.
Attached is my concern,there are certain areas that the anchor is not...
For the 28' bay I have revised the spacing to 9'-4 instead of going with the rather aggressive 14' spacing. As Tequci noted intermediate supports would likely be required for MEP systems (10' is the max span I am told by our MEP engineers). I spoke with the Vulcraft Rep and basically told me the...
I am looking into the uplift capacity for a 3'' 20 gauge metal roof deck with supports at 14'-0'' OC. In zone 3 of my components and cladding wind load with and effective area of 50 SF (I am considering a 3' wide sheet 14' long) I am getting an uplift of 92 PSF. If I put that into a an ASD load...
Thanks for the input, after I complete my schematic framing I am thinking it will be a good idea to tabulate a spreadsheet with all the information for my radiused members and coordinate with one or two fabricators.
Thanks for the picture (they really are worth 1,000 words sometimes. This is...
I did the call around approach. The hss 20x8x1/2 can be rolled to a radius as right as 50' without any issues. I also have a series of hss 4x4 that are rolled to a tighter radius of around 35'. The fabricator said that is a the lower range capable with the "rolling machine" and to keep the wall...
I have some pretty healthy tube sections (20x8x1/2) for a canopy roof. The architects desire to make the roof curved. Are there any references out there that recommended the tightest radius that the tubes can be rolled too. I am assuming they roll them in a similar way they camber a beam and...
Thanks for the insight, I will likely add an in-framing beam or a kicker to a parallel beam to brace the bottom flange until I see no negative bending moment in the beam. I believe that should do the trick to brace the bottom flange.
Thanks
I am using staad pro to evaluate a moment frame system. I am using the steel code check and I am getting an overstressed ratio on my frame beams that I know is not correct. Since the beam is see a negative bending moment it is taking the beams capacity as fully unbraced.
Is there a way in...
