Recent content by Qrs

Makes sense. Thanks everyone!

When you are strengthening an existing joist, all references say that “forces are distributed between existing member and the reinforcing member in direct proportion to their area”. This is in the “Designing with Vulcraft” document as well as the paper “Strengthening Open Web Steel Joists” by...

Gotcha. Thanks everyone!

I was reviewing how to designed a coped beam seat for a beam and was following the example in the “designing with vulcraft” 2nd edition manual. When determining the bending capacity of the bottom plate (of the seat), they using an allowable stress of 0.75Fy. When determining the bending...

It says he is licensed in PA, but in the post below he is clearly giving guidance on a project in Ohio... http://www.justanswer.com/structural-engineering/8fb5h-hello-project-second-floor-living-space.html What a joke.

Interesting, I did not know that about grout. It seems like non-shrink grout with the pea gravel extension would be the way to go if I enforced the spec. For one manufacturers' website: "On pours of over 100 mm (4"), the addition of 10 mm (3/8") pea gravel will serve as an effective heat...

If you have to tell him how to wipe his nose, do you then have the spec the tissues? Manufacturers: 1. Kleenex www.kleenex.com 2. Kimberly-Clark www.kimberly-clark.com 3. Puffs www.puff.com

I use Ram Connection Standalone for bi-axial base plates. It sounds a lot like RISA. They check major and minor axis independently, and then do a FEM analysis for the bi-axial analysis to check the stresses in the concrete and tension in the anchors. From what I can see in the output (and anyone...

Thanks for your insight Dick.

I understand that masonry blocks come in all different shapes and sizes, but if on our drawings we state that they must conform to ASTM C90, doesn’t that mean that the units have to have the minimum dimensions specified for face shell and web thickness? The section properties in this TEK use the...

It shouldn't be a rounding error. I did these calcs by hand first and didn't carry past four sig figs. (Sorry for the confusion, I did them by hand first to verify results before putting them into excel...I am making a spreadsheet though.) Thanks for the excel tip though! That will come in handy.

Good afternoon! (for some of us) Has anyone been able to recreate the section properties of a hollow masonry wall (spanning horizontally, no grout, face shell) as shown in many books/TEK publications? I am creating a spreadsheet and all of my section properties have matched these documents...

It is a limit state, is it not?

Thanks RFreund. I've been pulling my hair out thinking about this and differentiating shear flow and horizontal shear stress from vertical shear stress. I think I agree with what you say, but I am only going to use one face shell (assuming that the other could be in net tension due to bending.)...

Thanks FEM, but I have that publication and it does not list the first moment of area (Q), unfortunately. RFreund, I think we are on the same page. To simplify, i think I would ignore the grout in the webs/cells, and rely on the face shells only. So if I had an 8" block with a 1.25" thick...