Great discussion, lots of good ideas here.
Short answer is best.
My answer these days is "we design for extreme events, not everyday [service] loads."
But my favorite comment, from an engineer I used to work with, "When someone tells me my structure is overdesigned, I take that as a compliment."
Thanks for responses.
Its a single opening wall, and the two end 'piers' are 21". Blocking is required for piers less than 24".
I couldn't decide if the straps on inside represents an eccentric condition. Seems like that creates shear flow through the blocking which is fine. I'll take a look for...
Here's an old spec that might be useful: ACI Standard 503.1-92, 503.2-92: Standard Specification for Bonding Hardened Concrete, Steel, Wood, Brick, and Other Materials to Hardened Concrete with a Multi-Component Epoxy Adhesive
I have a copy that's 1992, not sure what the current status of the...
Any thoughts about applying the FTAO straps to the inside of the wall, sheathing on the outside?
10x12 porch addition, loads are moderate, strap tension 680 lbs, hold downs 450lbs, unit shear on piers ~ 200 plf. Sheathing is blocked.
Thanks for your response,
D
I visited a house renovation and talked to the owners about structural requirements for the project in progress. It's a small 1930 house, very modest, minimal budget, limited modifications, mostly repairs from moisture damage.
Later that evening I realized that half the roof was dangerously...
Overview of structural systems: Tragsysteme, Heino Engel
Antoni Gaudi, funicular modeling to determine shape of masonry structures acting in compression. Geometric Shape, Structure and Material in Antoni Gaudí’s Work
Kenneth Snelson, Tensegrity, Art and Ideas
I believe the standard of practice is defined by Standard Practice for Bracing Masonry Walls Under Construction, Council for Masonry Wall Bracing. This is ref 1 in the first link that bones206 gave above.
Contractually speaking, I've done a few of these with my client always being the masonry...
That suggestion helps greatly in how to analyze the "tune the support" solution.
I'm not confident I can detail this correctly to achieve our desired effect, reduced deflection response, adequate LL capacity.
I have not separated the (existing) dead load deflection and live load response in my...
Those are all excellent points. I was ignoring the wall.
Another great idea, and yes, we do have headroom. I was looking at a tension tie solution, bottom chord, ea. beam, with queen posts. The ties get connected through steel plates bolted to the sides of the beam, near the ends. The...
That's a great idea, and we're doing that in a different wing of the building where the framing is slightly different.
I'm detailing the connections for those braces, and new posts bolted to the exterior brick wall to take the horizontal force from the brace.
...end restraint' option (3). The dead load of structure over that end of the beam is one-story 13" brick wall up to roof framing -
brick wall (13"/4* 40 psf/ft)*(4'x10')
flat roof, wood framed (20 psf)*(6'x14')
5200+1680 pounds which exceeds the uplift reaction of -4200 lbs.
Thanks for your...
I'm strengthening a 28' wood beam, single span, by adding a column at 6 feet from one end.
This creates an uplift condition at the existing end support, a brick exterior wall.
The usage is floor loading, assembly, 100 psf.
DL is about 15 psf (I'm using 20).
Beam is 12x16, 8 foot trib.
We want...
Depending on the geometry, you might use a slanted column so that they align. This is not unheard of. And the architect might give you a hug, or at least see the error of her ways.
There is a Code Requirements for Concrete Thin Shells document 318.2-14, a free download
It lists min. steel as 0.0018*Ag, typical temperature steel requirement for crack control.
I haven't used DG16 but I'm guessing that the yield line theory used in base plate design is the same as that for end plate design.
The yield line mechanism used in AISC DG01 for base plate and anchor design is based on a paper written in 1992 by W.A. Thornton, Design of Small Base Plates for...
I agree that the mezzanine should be self supporting for lateral forces.
Reference: ASCE/SEI 7-2010 and 2016, Chapter 15, Seismic Design Requirements for Nonbuilding Structures.
I reviewed a "big box" store a few years ago where there was damage to walls from unrestrained rack structures which...
The picture you're showing is a good choice for structural wood screws. I know them as Simpson SDWS or "truss screws", though their use has expanded beyond just fastening multi-ply trusses together, and a lot of manufacturers are producing those types of screws.
I usually get the specs from...
I didn't check available Parallam widths.
Depending on your overall column FBD, and loading, one could argue that you'll still have too long an effective length. And I agree the slenderness doesn't seem a problem, though I'd count on the primary loading being in the other axis, and the lack of...
When you say flanges, I guess you're referring to the compression side of the N.A. 2x6 is fine to brace the 9.25" compression member, you might check torsion but its not an issue.
But your L/d exceeds 50 (NDS 3.7.1.4), so you need a 'fixed' or restrained end detail to reduce the effective length...
You might look at AISI S240, B5.4 and B1.2.6 which allows engineered design by principles of mechanics.
An SDI member company may have strength tables for your sheet component.
