Thanks for the demonstration. Luckily I'm here in sunny coastal California where nothing much ever happens, until the ground shakes. But gravity is always working in the meantime.
The trusses now stop at 25' and are supported by a girder, the rest will be actual joists and not a truss doing...
I've always assumed that trusses provide will for practical purposes be my trusses, beginning to end, never mind someone else's stamp. If anything goes wrong my middle name will still be defendant. And if I'm in court trying my best not to be, I've already lost. Much time, money, and...
Actually use a bit of what you suggest and one more. Once I looked at what I would like for girder layout, chords/drags/collectors I could cut the span (more like 25' instead of 45') and with a little adjustment to the slope I have some assym trusses with an adequate heel height and geometry for...
I know I've given scant information on the bigger picture here but basically too much water under the bridge before it ever reached me to make any big moves now...planning approvals, height limitations, compliance with CC&R's, etc. If I go and flip the table over and tell the client that...
Once I have a better handle on all the required loading (and I haven't already decided that just stick framing it serves the project better or maybe have come up with some hybrid solution that takes the truss back a few panels on the pointy end) there will surely be some back and forth with the...
Ultimately it will be my decision to make, no doubt about that. In my jurisdiction (possibly in others too) its common for the EOR to be required to provide a letter to the building authority with a statement to the effect that " the trusses designs present by TRUSSX have been reviewed and found...
Thank you, I do greatly appreciate the encouraging words.
To elaborate a bit more on my initial questioning of the profile and it's analysis, I can understand completely the design concept of an assembly of metal plate connector- truss member - metal plate connector. It's when the boundaries...
I do appreciate the imagines are inadequate but they are what I have at the moment. Ultimately there well be a full design package produced and the suppliers that I work with are usually very good about getting me a pre-stamp version to review. This one just came in out of the blue when I had...
I've lurked around the site for a number of years now, offering my $0.02 occasionally (maybe two-bits with inflation and tariff). I now have a question for the group about a proposed truss profile for a residential project where my first reaction is a "hell no", see below. Its 45' long with a...
OK, I'll start with a couple that are annoying that I see fairly often:
1) Triangular windows in gable end wall that follow tight to the roof slope when the intent for the roof is clearly for a scissor truss. I just ask which side do they want to have look weird or how big of a ridge beam will...
The terracotta (hollow clay tile?) may be the form work. There are historic proprietary concrete systems that used the clay tile in a shallow vault to support the reinforced concrete fill. A web search might turn up a few examples that you could compare with what you've found.
Small areas...
The set up of the test assembly effectively eliminates one potential failure mode, tearing /splitting of the bottom fibers of the carrying beam. For comparison of relative capacity, assuming they use the same rig setup for a conventional installation, the rig results for the end condition would...
I believe the question about elements in the system to which the over-strength (OS) factor is applied is discussed in the ASCE7-16 Commentary and Figure C12.3-5. The design philosophy being to encourage ductility in those elements capable of it and avoiding it in those that are not and could...
Good morning cnorvell,
It's not that they are not considered its when. For a roof rafter or joist the gravity loads are applied to the same surface as the C&C loads and are then to be included in the loading combinations. The pivot is if the gravity load is applied to a surface other than the...
...good lord the world is conspiring against me this morning. And again.http://files.engineering.com/getfile.aspx?folder=f4ffede6-1127-4db6-b64c-27a50d274a98&file=Guide_C_C.pdf
To be clear my statement was that C&C loads are not to be combined with loads applied to other surfaces... "C&C loads are only applicable to those elements that receive loads directly from one cladding surface and are to be combined only with loads that are transmitted directly through that same...
I don't disagree that the Commentary often leads to more questions than it provides, but the separate Guide to the Provision that ASCE publishes is pretty clear as to the intended requirements for C&C loads. They are intended for use with loads resulting from application to a single surface...
