Thanks for the input, Dik. I would be interested in seeing the model that you presented.
I am convinced that a stress redistribution takes place in cases like this, but have never been able to formally prove it.
Logic tells me this: unless there is a punching shear failure due to the lack of...
ATSE
The pencil sharpening is because we are pushing the envelope here. Usually, we are able to cast in a steel pipe thru which the bolt would be inserted. This, of course, increases the bearing area to the concrete considerably. This time, however, it is direct bolt-to-concrete bearing, so we...
Tom,
Without any soil data, you could use the formulas from the FL Building Code along with their Presumptive Soil Pressures. You can access the code free of charge here:
https://codes.iccsafe.org/public/document/FBC2017
You cannot print or search the document, but you can browse thru it...
What is the proper stress distribution in a bolt hole in concrete resulting from a load imparted by a bolt in single shear bearing. Usually, a triangular distribution is assumed (so the average is 1/2 the max), but is there any evidence or testing to show that a parabolic distribution could also...
If you have a thru bolt loaded in single shear bearing on a hole in a concrete member, is there any test data or evidence that can show that the stress distribution in the hole is parabolic instead of triangular?
http://www.spiraleng.com
I have a steel pile that will be driven about 90 ft through a mud layer until it reaches refusal. It will take two or three joints that will have to be butt welded in the process. Since it is located in seawater, and part of the pipe will be exposed to salt spray above the water line, using a...
Yes, ONCE20036, I would be very interested in seeing the spreadsheet.
Would you be so kind as to provide a link from which it can be downloaded?
Thank you.
http://www.spiraleng.com
Many thanks to all of you for your quick and informative responses.
I appreciate the insights, especially from KootK's derivation (By hand, yet! I like that).
That shed some light on where many of those formulas originated.
Mucho Gracias [thanks2]
http://www.spiraleng.com
The TIA-222.G.3 standard says that the max tension on a single bolt (in a
baseplate attached to a pole) is calculated from the following formula:
1.02*pi*Mu/(n*Dbc) (assuming that there are at least 12 bolts and a minimal axial load is present)
Where:
Mu is the applied moment in inch-kips...
It looks like this thread sorta got away from the original question, but now that the metric system has been brought up, I'd like to weigh in on that as well.
The problem with that system is that you never know which version you are going to be confronted with. Around 1960 this committee got got...
Slide Rule Era, you really started me on a roll.
I dug up a Concrete Engineer's Handbook that my father had that was dated 1918, and it referred only to inch-lbs.
ACI's 1955 Reinforced Concrete Design Handbook uses ft-kips only.
My old Strength of Materials book dated 1951 uses ft-lbs only.
My...
To TLHS:
kip-feet becomes nonsensical only to one who originally learned and has used foot-kips all of his life! Like I said, I'm "old school."
http://www.spiraleng.com
Thanks for the enlightenment, fellows.
When I considered the formulas that Jayrod mentioned, the force-distance nomenclature makes sense.
Hokie66's mention of an international standard (kNm) format is also reasonable.
However, my favorite answer is from Lomarandil --- it rolls off the tongue...
Being from the old school, I was curious as to why the engineering standard reference for "moment", which has been termed "foot-kips" for over 200 years, somehow morphed into the nonsensical term "kip-feet." Who started this and why?
http://www.spiraleng.com
Does anyone have a spreadsheet that uses Brinch Hansen's equations for determining the lateral pressure on an embedded pile or pole?
http://www.spiraleng.com
I'm analyzing the two uplift legs of a four-legged transmission tower, which are resisted only by the weight of the 2.5 x 10.5 ft cast-in-place piling, and the skin friction of the surrounding sand. Does anyone have a recent source of methodology to calculate this resistance? I have some ASCE...
Has anyone developed a spreadsheet that would solve the CLM analysis described in an ASCE Geotech Journal by Brian Chang et al, November 2004?
http://www.spiraleng.com
I got the same type of warnings when modeling an angle frame. I had released several ends of beams because they were pinned to the adjoing members. Staad came up with the warnings, but continued to complete the run. The warning message stated that Staad had automatically installed a very weak...
