The values listed in ASCE 7-16 11.4-2 are slightly different than those listed in API650 (or AWWA D-100). How do you reconcile the difference here? Do reference codes override?
For instance, in ASCE 7-16, site Class D Fv = [2.4,2.2,2.0,1.9,1.8]
While in API650-e13(or D100), Site Class D, Fv =...
Cross post over from Civil, looking for more insight here:
For some reason I was under the impression that the 2022 California Building Code was updated to follow ASCE 7-22. Is this not actually the case? Are we still in ASCE 7-16? Can one adopt 7-22 for a design to be more current? This is in...
Thanks for all the resources. I am not actually designing the tank, but verifying a design is okay. Looks like I'll be diving into "Pressure Vessel Handbook" by Eugene Megyesy.
For some reason I was under the impression that the 2022 California Building Code was updated to follow ASCE 7-22. Is this not actually the case? Are we still in ASCE 7-16? Can one adopt 7-22 for a design to be more current? This is in general, but mostly in regard to the seismic design values...
Seeking a reference for analyzing tanks with square sidewalls, rather than cylindrical. I understand the wall stresses are unique for each, with methods spelled out for cylindrical tanks in API 650.
Cheers
Has anyone messed around with installing ShakeMap on their own system (http://usgs.github.io/shakemap/index.html)? I was able to do this, in order to create my own earthquake scenarios for research, etc.
The product outputs nice maps of shaking intensity etc, but in image / PDF format. Luckily...
Wondering if there is a heat or contour map out there of S_SDS values. I understand there are low-resolution SM1 Maps in ASCE, and also the ASCE Hazard mapping tool to get site specific data. But I am sort of looking for combination of the two, to visually show the SDS values in high resolution...
Referring to an old closed thread here: https://www.eng-tips.com/viewthread.cfm?qid=178312
Interesting N_h isnt not explicity covered in an equation, though its in list of Notaiton (E.2.2)
In the previous thread @JStephen states "It's the hydrostatic stress times the thickness. .. Nh=...
Curious if anyone keeps a record (e.g. spreadsheet) of all the projects they have stamped in their professional life? I have not yet done this, but considered it as this count continues to grow. Seems like a good way to quickly reflect back on different projects or refer back if needed.
SOLVED: Bluebeam Stamp doesnt seem to like Images. Print image to PDF, then insert that PDF to Stamp (Can crop before insert). Prints fine now.
Thanks!
Happening with both, printing to printer or print to PDF. They default stamps from Bluebeam (Approved, Preliminarty, etc) work fine, its just my custom ones which I put an image into it. Any text in the stamp comes through, just not the image. I have tried flattening the stamp itself to no avail.
I am using an image of a signed PE stamp for document approvals. Another timestamp for this digital version. Looks fine in PDF, however when printing, the image of the actual stamp and signature does not print. Anyone had this issue? Or what is the best method for adding stamps in Revu which...
JStephen
B is just one brace. Seems SWCOmposite comment is pretty apparent, no symetry in X or Y.
And these wouldnt be tention or compression braces, say round pipe as shown
Thanks for the comments. Interresting commentary there regarding the values "may seem to be conflicting or confusing". Maybe more context would be helpful.
Image below shows 3 variation of bay and bracing (A) no Bracing (B) one-way diagonal and (C) two-way diagonal.
My question is whether (B)...
ASCE Table 15.4-2 specifies two different R values for elevated tanks based on leg bracing. R of 2 for unbraced legs and R of 3 for symmetrically braced legs. I am wondering if the bay bracing must be 2-way to be considered symmetrically braced or if 1-way bracing satisfies this.
CA building codes provides an exemption for special inspection for "construction of a minor nature" (1704.2). Seems completely subjective. Is this up to the engineer to decide? For instance, I have a project (going to permit and requiring other SIs) but one aspect requiring maybe one cuyd of...
Interesting insight.
For this instance, current slab 6", new concrete 6" and localized to the anchor, with sufficient edge distance for the load. And the new would actually have a hairpin around the anchor to tie to and adjacent raised slab (but obstructed above). Im sure a detail would help...
Thanks for the insight.
Right, context.
Just looking at single anchor into a thin slab (hence trying to add more embedment depth).
KootK - that's interesting you think the combo would share tension (which is the intent), but not so sure about the breakout geometry (which is understandable...
