![]() ![]() Nobody worries about that until the veneer start falling of the bldg., ad there are almost no ties or they are rusted off.We propose a new adaptive NURBS upper-bound limit analysis approach for the assessment of general three-dimensional curved masonry structures, based on different meta-heuristic mesh adaptation schemes. and installation of brick ties for brick veneer work. Residential work is notorious for poor detailing, specing. ![]() This area of the construction certainly calls for some special inspection and observation, at the start of the brick work, to get them off on the right foot, ad to show you mean business. And, then the general lack of attention to detail and poor masonry construction, particularly on residential work. The weak link is the lack of stiffness (kl/r), as a column section, of the veneer brick at the jambs, and its buckling potential. There isn’t much doubt that the brick has the compressive strength for some lintel bearing loads (how much?, your engineering judgement). I believe the IBC and the IRC do allow these lose lintels for brick veneer, but only for self-weight, not other large concentrated loads, and with a bunch of limitations and footnotes. ![]() I think I’d want to see some bed joint reinforcing at the same vert. 75” or 1” pin and use that in the 3,4, or 5 bed joints below the lintel brg., then every 5 or 6 bed joints down the jamb. W1.7 wire 5 or 6’ long and bend it at its center, around a. And, I would double or triple the number of brick ties back to the structure in this area of wall, along the jambs. This will tie the brick ad brick courses together in some fashion, and cause some corbeling out into the wall, although it’s probably not covered by any code section. I would put these in three or four bed joints immediately below the lintel bearing bed joint. I would cut these to lengths to bridge two, three ad four bricks, and you don’t want the cross wires at any of the head joints. I’d cut the cross wires just outside the two extra longitudinal wires, so I ended up with just the two extra wires tied together. ladder reinforcing unit with two extra longitudinal wires, spaced apart, and welded to the cross wires down the center of the std. There was a masonry wall reinforcing unit called a double wire ladder, a std. I assume we are good because the brick bearing length is checked based on the compressive capacity of the brick, and the brick shouldn't buckle or fail due to combined bending & axial like a column because it is tied back to the structural wall continuously? RE: Loose Lintel End Reaction Bearing in Stacked-Bond Masonry masonrygeek (Structural) 16 Aug 21 16:17 That's basically what you have at every opening in stack bond. If I had an 8" wide brick column on one side of an opening and had running bond masonry veneer, I would think twice about whether that loose lintel is a good idea or not. However, I'm wondering if I should be taking any precautions due to the fact that the end reaction of the loose lintel also will not corbel into the rest of the veneer wall? ![]() I understand that the brick above an opening can't corbel in stack bond, so I have to design the lintel for all the weight of the masonry above. For brick veneer in stack bond, is there any reason I should be concerned with using a loose lintel schedule at face value as it relates the end bearing of the loose lintels? ![]()
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