I do not use woodworks, but it looks like the failure mode calculation for double shear in your calculations match the woodworks output. For what it is worth, I get similar values as you from an old 2005 NDS spreadsheet (Titled 05NDS.BOLTS - Not my spreadsheet so I will not share without...
"Lapping" with rebar is similar to what I referenced above (anchor reinforcement). The "codified" method is for headed studs with a breakout cone and should not be aplied directly to epoxied anchors without some thought. The mechanism is a bit different. I would not be surprised if Hilti had a...
Yikes - It sounds like they put you into a pretty tough spot. It is going to take quite a bit of footing/wall/slab to resist 11.4k of force, especially if you are trying to use 0.6D..
Maybe you can add concrete to each side wall here that encompasses the wall pour, adds some ballast to resist...
A Holdown requiring a 1"Ø anchor may be carrying a pretty real load. I have had some luck getting test data for embedments>20db (max embed per Hilti) in the past, however in this case it may not be enough to get the load you need. I would contact Hilti, Simpson, Powers, etc and see what they...
Thanks Josh.
Yes, other provisions including beam gravity design as if the brace doesn't exist, lateral bracing at bracing intersection, etc. should be noted and all be followed.
Forgive me in advance if there is an existing thread that discusses this topic. My search prowess seems a bit lackluster with the website overhaul.
I am looking at an Ordinary Concentrically Braced Frame (OCBF) per AISC 341-10.
Inverted V-Type chevron brace.
Relevant code sections include...
Any idea what the driver is towards computer-based testing? Is it just logistics of grading?? Also, why the push away from bring-your-own references? This may have been discussed already, but I did not catch it. While purchasing all the references was a pain, the process of tabbing and prepping...
The Macomber joists I have seen have a bit different bottom chords than your picures seem to show, but I am sure there is some variation. Here is a catalogue I have from 1968 (Maybe from slideruleera, do not remember). It might be worth filling out the SJI Joist investigation form and contacting...
I agree on pine at first glance, but it is not overly difficult to establish a lumber type by looking at fresh-cut end grain with a loupe. USDA has some good information available. You should be able to at least establish hardwood vs softwood species.
The national parks service has a guide and...
I believe Engineers have been omitted from the privilege tax in TN as of 2020.
https://www.tn.gov/content/tn/revenue/taxes/professional-privilege-tax.html
If the members are the same size, and oriented as you have shown, there is no shear flow between them for vertical load only and really no composite action. The connections would be nominal outside of thinking through lateral bracing of the individual sections. You are not showing it, but...
If you are in the US, you may want to take a look at AASHTO Signs and Luminaries specification document. The required code will depend on project location and whether the light is on private property or public street, however the document is a great resource either way, especially if you are...
If the truss is a pin roller it should be stable under gravity load without a lateral restraint from the top of wall. The comments above were in regards to making sure that the lateral deflection from the truss (available via truss designer output) does not cause an issue with finishes or...
As long as the truss supplier runs the truss as pinned @ 1 end and a roller at the other (as it probably should be run)and there is adequate truss depth,there should be not trust reaction from gravity loading.
Lateral deflection of the truss would have to be investigated to make sure that the...
See Designing With Vilcraft by James Fisher. Not directly applicable, but there is some information in the publication on estimating chord widths for joist girders that may be able to be applied to the LH series joists you mentioned to get a ballpark width. There may be some similar methods to...
Simpson's literature specifically addresses wet service factor for several other timber screws. I would think that at the very least a Cm of 0.7 would be applicable (per NDS) for screws in withdrawal. Simpson is usually very responsive to questions such as these and may share some practical...
I have to say, I have not seen many concrete-over-wood decks (a few but not many), and even fewer concrete over wood supported by steel. I am not sure what your joist spans are or exactly the dead load of the proposed system, but hanging that much dead load off a ledger may be difficult to make...
Looks fairly similar to Simpson CPTZ knife plate connector, just a bit more robust.
https://www.strongtie.com/retrofitpostbases_postbases/cptz_base/p/cptz
It gives around your 3k uplift capacity even for 12 ga. material. (Does have 3 dowels though)
I recommend looking into SIPS (Structural Insulated Panels). Predominately wood-sheathed panels, but I think there are plenty with metal skins as well. I am not sure if the metal panel portion is commonly used as a finish material directly, but SIPS are used and testedused as shear panels and...
