How to Calculate Chord Forces And Professional Engineering Insight
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- Опубліковано 30 вер 2024
- Part 3 of our FULL BUILDING design example. We tackle calculating, engineering, and designing our diaphragm chords. This is a full wood / tilt-up design example under seismic design criteria. I also discuss some insight on what the professional engineering field is like and what to expect.
Imagine what 5000 engineers can accomplish collectively... lets find out together.
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Disclaimers: Richard Racz, P.E. does not hold the title "structural engineer". Any claim of it in the videos or descriptions is unintentional and is superseded by the title "civil engineer" in the states of MA and OR.
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Hi! This is some great stuff. I did my chord reinforcement for previous projects in the composite deck itself.
What I was looking for is for a condition where lateral system is braced frames but spaced throughout buildings rather than at the perimeter walls. Wondering if we would place our chord reinforcement at braced frames.
Hello. Thank you for this video. I want to know how drag struts (collectors) members transfer forces to vertical members. Could you please explain it?
In a rectangular building with CM and CR in the geometricial center is it fair to assume and only analyze the diafragm in it's most demanding section (longer side) given that this will provide the critical chord forces?
that is true - however even a perfectly symmetric structure still requires a 5% eccentricity added to the analysis per code
Can you do one for collector forces including determining from ETABS section cut ??
im not an ETABS guy. I want to learn it but im no good at the moment!
Eres asombroso explicando todo esta muy bueno
The chord is typically a continuous deck support angle. Not done as this video suggests.
I have seen the angle before! I have not done a ton of tilt projects and for those that I have seen its been done with chords in the actual tilt up panels. where do you see this mostly? Im always trying to expand my detailing knowledge!
I would love to see more kestava construction! Keep up the good work!!
Thanks for the feedback Jeff! Will do! - and i got your email and am writing a response back now!
For wood framing, wouldn't the floor decking help with this deflection and reduce the tension experienced by the chord? Other than a double 2x4 top plate what else would reduce the tension load.
yes absolutely! there is tensial strength that you could rely on from the deck and double top plate in wood construction
Move away from block out panels and look to using a steel channel ledger topped with a wood nailer. The channel is easier to weld together at panel joints using steel cover plates, rather than welding special rebar to angle iron that has to fit in the knockout pockets. The channel can also provide wall tie support in lieu of using hold downs. And bolting the channel to the concrete is better at vertical load and horizontal shear transfer to the concrete than wood is.
Just a suggestion.
Joseph I love the idea - I'm new to tilts so this was the path given to me. I'll suggest something like this moving forward to consider! thank you!
Great work my man, I love your channel. I have a job that have irregular diaphragm (we have to introduce transfer diaphragm,etc). There is a detailed example peper online by R. Terry Malone, I ouldn't follow the concept of the unit shears shown in the little squares, and the sign convention).
It would be very helpful I think if you could study it and go over it and explain it. You do great job explaining things, I honestly think it woulf be a good and unique content that is massively needed, since not any videos about that is posted also many engineers don't know how to handle it, so hopefully will pay back with more views :)
Hell yeah Palestinian Youth! ill check out the paper!
Great content Rich! To transfer the load (the chord tensile force) from the roof deck to the tilt-up panels, would you then use a continuous angle with post installed anchors at a certain spacing? If the deck is wood, maybe a ledger? I’d imagine the anchor spacing would have to be really tight in the middle (highest moment) and larger towards the edges.
great detailing questions QQE! it depends on how your roof framing is oriented. the connections your questioning are more for out of plane anchorage of the walls to the diaphragm. the ledger connection is another great point, and is used when joists run parallel with the panels. and lastly, depending on your seismic design criteria, you have sub-diaphragm design you need to look at. always a bunch more to do for a real building, and you are asking all the right questions!
I thought the seismic force should be considered as a concentrated load on the center of mass of the building
thats if you are designing a rigid diaphragm!
@@Kestava_Engineering so in rigid diaphragm we don't have to design chords and collectors ?
Great video w/ insights to application that really helped me understand the process and implementation!
Figure out how to offer CEUs and you'd have 4.52M subscribers. I'm stunned nobody has figured this CEU on YT franchise yet. Good stuff on this Full Building Design series.
BRO - thats the idea i like to hear!
Thank you 🙏 Rich. I really appreciate your help.
Great content. I liked the detailing much