This is my current plan; assume the strength along the reverse slope is the basic shear strength and pick the shortest path. I know this is quite conservative, and I'll investigate how conservative later.
It'll be something similar. Currently the spreadsheet requires the engineer to figure out...
...the lower value for that segment. I go all the way to calculating strength per unit thickness because Fu/Fy ratios vary by material. Shear is 0.6*Fu*(sqrt(s2+g22)-hole). Tension is Fy*(g2 + s2/4g2 - hole).
My first ASCE download for the year. I also skimmed it and will dig in later. Mainly...
...industry) with odd bolt patterns in angle connections.
Assuming minimum end, edge, and bolt-bolt distances are met, the basic block strength is At*Fy + 0.6*Av*Fu.
See the attached drawing. In the top and middle connections, the obvious failure paths would be the dashed lines.
Top...
@MTNClimber: Excellent suggestion to check DOT, but TDOT still references D2113. [thumbsdown]
As of now we're still specifying D2113. Even though it's withdrawn, it still exists as a document and drillers have been complying for years.
But now it looks like we'll start updating our specs to...
Maybe I'm way behind the times, but I was reviewing a standard spec and found that the following ASTM Standards have been "withdrawn" without being replaced or superseded:
D2113 Rock Core Drilling / Sampling
D4220 Preserving/transporting soil samples
D5079 Preserving/transporting rock core...
The problem is that you are trying to use software to design something that the software wasn't optimized for. Sometimes you just have to stop and think about what you're looking at instead of trying to force it to work through a black box.
This is a simple hand calculation. You are looking at...
I'm working with a client who lost some of their historical documentation a while back (natural disaster). As a long shot I thought I'd ask the engineers here if they may have information.
My goal is to analyze a pair of long-span double-circuit structures to get an approximate modern extreme...
@MotorCity: "Responsible charge" criteria were met. The checker and I were the subject-matter experts so we did the actual calculations for this specific task. The EOR licensed in the state was involved in the project from the start as the lead Project Engineer. He identified the need for the...
...his titles and wants them shown. We discussed adding an asterisk after the PE with a note at the bottom of the page. Something along the line of "* Not licensed in [state]", but that's awkward at best and legally questionable at worst.
Again, my position is to simply omit "PE" in this...
There are forum threads ad nauseum regarding use of a PE title on business cards and email signatures. This is a slightly different topic.
Question:
If the originator of a calculation or report is a PE in their home state, but not licensed in the state where the work is located, should they...
Actually they are very common, at least in the USA. Almost all new non-renewable power plants being built today are "Combined Cycle" natural gas turbines. Gas is burned to run a turbine engine, then the waste heat is used to heat water for a steam generator.
Or are you talking about a...
Update -- They basically ignored the comment, other than saying they will address it in the next issue.
Comment submitted to ACI 318:
In paragraph 25.7.2.4.1, please clarify the intent, even if only in the commentary, that hook closures on circular ties are only required for seismic categories...
Well, duh... "concrete"... missed that one.
25.7.2.4.1 Did NOT change, as stated earlier.
BUT!
1.4.6 (now 1.4.7) changed. It points to 13.4 for deep foundation design, and the commentary now states, "In addition to the provisions of this code, recommendations for ... drilled piers are given in...
@slickdeals could you provide the page and line number of the start of the section defining "complete circular ties"? I'm going to submit a comment, but I don't have an ACI membership so I can't access the draft.
Thanks!
[EDIT: I can't seem to find a way to tag someone or to send a private...
The 10%+2' is low for anything engineered. It's semi-adequate for short distribution-grade wood poles, generally Class 1 or 2 or below. Not really for low-strength steel, definitely not even close for higher strength.
For design, either Broms method or we use MFAD software (by FAD Tools). It...
This information definitely makes me feel better.
I'm reading here that the actual legally-binding wording in the code does not adequately convey the intent. Hopefully the next edition will address this.
For engineered poles, especially anchor poles, the moments are very high with relatively low shear and minimal axial load. Foundations in the 5,000-ft-kip and up range are common, with the occasional pole over 10,000-ft-kip. I'm sure bridge piers go higher, with high axial also, but we're up...
ACI 336: My understanding here is that any topics directly addressed by 336 are controlled by 336. Otherwise everything defaults to 318.
Splices: I'm pretty sure I could sell spirals easier than splices.
Out of date: You'd better believe it. Some clients are still building and installing...
