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I did find some good robertson deck resources on sliderule, but they didn't have my specific deck. There isn't (yet) a pdf there that is this comprehensive. ========================= David Reber www.kadent-structures.com

There are a number of old posts on this forum from people searching for Robertson Deck info from the 1900s. In 2015, Robertson was acquired by Cordeck, and as of right now, you can obtain the exhaustive legacy deck library here...

Yea, a guardrail needs to be designed for a 200 lb unfactored point load (or 50 plf, whichever greater). So, all you are relying on the brick for is to resist 200 lb. The contractor will likely prefer that you use screw anchors, such as HILTI HUS-EZ. You can design the connection using ESR...

I'm transfer some shear loads into existing brick. All of the ESR rated brick anchors I can find (mostly Simpson epoxy anchors) require 16" edge distance between the anchor and the nearest face of brick. Do you know of any rated brick anchors with smaller edge distances...

I have a client who wants to put a hole through the web of my c-channel beam. I am aware of AISC Design Guide 2, but it restricts its guidance to I shaped sections. Anybody know where I can go to for design guidance on c-channels with web openings? ========================= David Reber...

Thanks. Leaving this here for posterity and for the shame. ========================= David Reber www.kadent-structures.com

My members are greyed out and I can't edit member properties - I had recently opened the model in "demo" mode - is this a bug? ========================= David Reber www.kadent-structures.com

Never mind. The test interpretation rules are in A108.2 Leaving this here for the shame and posterity. ========================= David Reber www.kadent-structures.com

I had a 1916 single story 3 wythe brick wall structure tested for in-plane shear capacity at 12 locations and got the following results back. Test 1 2 3 4 5 6 7 8 9 10 11 12 avg Val [psi] 67 85 76 67 84 77 25 18 77 112 14 72 65 With an average of 65 psi, I used 30 for my analysis...

kissymoose - the design interstory drift can be over 2% of the story height, so if you have a 18ft story you can have 4.3" of movement in both directions, requiring a 9.5" long slot assuming you use a 3/4" diameter bolt Some things aren't sized because these drawings are just for my musings...

retired13, check out ASCE 7-16 § 13.5.10, and the associated commentary. It's new, but it's the rules. ========================= David Reber www.kadent-structures.com

Because I have become rather OCD about this, here are the 5 options I have considered along with my problems with each. ========================= David Reber www.kadent-structures.com

phamENG - I have had a pair of recent projects in which the client requested bi-directional release retired13 - yes. Overkill it is, that's a bit why I'm discussing this with you-all. radiocontrolhead - I agree, I think I'm going to continue pushing for slotted connections releasing the...

So in ASCE 7-16, there is a new requirement in § 13.5.10 “If sliding or ductile connections are not provided to accommodate seismic relative displacements [for stairs], the stiffness and strength of the stair or ramp structure shall be included in the building structural model of Section 12.7.3...

Everyone here is providing well thought out contentextual answers. I vote RISA. Cheers ========================= David Reber www.kadent-structures.com

This is a more complete explanation: https://www.youtube.com/watch?v=fu5pEc5NJvE ========================= David Reber www.kadent-structures.com

The R factor, response modification factor, depends on the material used, as well as the connection detailing. ========================= David Reber www.kadent-structures.com

People install ballasted solar arrays on roofs all the time. Consider using ASCE 7 to develop maximum roof suction loads (use rooftop equipment section) then bolt some concrete to the furniture. It's no concern if the furniture slides around since there will be guardrails around the edges...

engrmarks. The only training I have had since graduation is taking classes for the PE and SE exams. ========================= David Reber www.kadent-structures.com

I've never modeled a wall like that before, but I would consider conservatively modeling it as two separate concrete plates and neglect the insulation and the steel. If this is structural, you may consider advocating for a different assembly. Insulated concrete panels have been around for...