Bolt tension due to moment about a ring of bolts
Bolt tension due to moment about a ring of bolts
(OP)
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,
n is the number of bolts, and
Dbc is the bolt circle in inches
A dimensional analysis shows that the resulting answer is in kips of tension (or compression), but I cannot figure out how they derived the formula. TIA say that the bolt circle is treated like a ring of steel with a diameter equal to Dbc.
You can convert the total area of all the bolts into an equivalent area in a ring, and then calculate the section modulus of that hollow circle. Then you can do a M/S to get the max stress, which could then be applied to a single bolt to get its tension. However, I can't see where a formula that simply contains a pi/D ratio is anywere related to a section modulus.
Can anyone shed some light on this for me??
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,
n is the number of bolts, and
Dbc is the bolt circle in inches
A dimensional analysis shows that the resulting answer is in kips of tension (or compression), but I cannot figure out how they derived the formula. TIA say that the bolt circle is treated like a ring of steel with a diameter equal to Dbc.
You can convert the total area of all the bolts into an equivalent area in a ring, and then calculate the section modulus of that hollow circle. Then you can do a M/S to get the max stress, which could then be applied to a single bolt to get its tension. However, I can't see where a formula that simply contains a pi/D ratio is anywere related to a section modulus.
Can anyone shed some light on this for me??






RE: Bolt tension due to moment about a ring of bolts
BA
RE: Bolt tension due to moment about a ring of bolts
I get about 20% more bolt tension.
Hence, I am curious as to how their formula was derived. It doesn't make sense to me.
http://www.spiraleng.com
RE: Bolt tension due to moment about a ring of bolts
Weird. Hate to miss out on some pi.
Ab = area of 1 bolt
theta = 2 pi / N
Ip = Sum(I=1 to N) {Ab x [r x cos(theta(I-1))]^2} = Ab x r^2 x N/2 (nice and clean); double check for an initial rotation of -theta/2
Sp = Ip/r
etc...
RE: Bolt tension due to moment about a ring of bolts
That same stress applied to the whole area of the ring = 2*pi*R*t*MR/(pi*R^3*t) = 2M/R
Divide by 12 to get 1/12 of that and 2M/R/N or 4M/D/N.
So I get a 4 factor instead of 1.02pi. This is the approach normally used for tanks and codified in the tank standards.
Alternatively, assume a thin ring fully yielded. Centroid of one half of the area is 2R/pi = D/pi.
Moment is M = N/2*P *D/pi*2 = NPD/pi and P = M*pi/N/D.
If you apply a 1.2 factor in there, you'd get 1.2M*pi/N/D. Are you sure that's 1.02 and not 1.2?
RE: Bolt tension due to moment about a ring of bolts
I believe its from asce petrochemical bolt design.
Seems 25% more conservative than tia. Maybe they include some sort of redistribution?(since only cca 1 bolt gets the maximum tension load)
RE: Bolt tension due to moment about a ring of bolts
Could this explain the discrepancy? Does TIA elaborate on that?
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Bolt tension due to moment about a ring of bolts
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
http://www.spiraleng.com
RE: Bolt tension due to moment about a ring of bolts
I set up a spreadsheet where I could input the number of bolts, OTM, and diameter.
The spreadsheet assumes that all bolts will take the same load in T or C, figures out the angle between, how far they are from the centroid, and the figures out that the load per bolt should be.
Comparing the spreadsheet forces to the 4M/nd equation, the equation typically predicts ~25% higher loads than the spreadsheet. They predict the same force when you have a moment applied at 45 degrees to 4 bolts, such that you have one bolt each in T/C. In every other circumstance, the equation indicates a higher load so it's quick, easy, and conservative to use.
Comparing the spreadsheet forces to the TIA equation and 12 bolts min, there is much less error. I looked quickly and 12-20 bolts, and the TIA equation ranges from 0%-3% higher than the spreadsheet forces.
I'd say that if you have 12 bolts or more, this equation is quick, easy, conservative, and gives a more accurate answer than the 4M/nd equation.
I`d be happy to share the spreadsheet if anyone is interested.
RE: Bolt tension due to moment about a ring of bolts
Would you be so kind as to provide a link from which it can be downloaded?
Thank you.
http://www.spiraleng.com
RE: Bolt tension due to moment about a ring of bolts
RE: Bolt tension due to moment about a ring of bolts
Yeah. That hypothetical ring of steel needs to have some thickness ant "t" is it. It cancels out anyhow so all is right with the world regardless.
In the world of Excel and Mathcad, I'd just solve this in a manner similar to Teguci's method. Treat each bolt like a point area like we do with pile groups under moment. Then write an algorithm to rote the circle in one degree increments and report the maximum result. Is is precision overkill? You bet. Would that stop me? Hells no.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Bolt tension due to moment about a ring of bolts
Someone smarter than I was able to figure out a simple formula for this case of a bolt circle evenly spread.
I = n*((D/2)^2/4+BC^2/8) [Units are (unit)^2]
n = # of bolts
D = Bolt diameter
BC = Diameter of the bolt circle
RE: Bolt tension due to moment about a ring of bolts
Here's a proof I put together. I had to call in the heavy for sorting out the Cosine summation but the rest is engineering 101.
I'd say the TIA formula is wrong. They should use the actual calculated force and then introduce applicable load and phi factors and not use an imaginary Pi factor.
RE: Bolt tension due to moment about a ring of bolts
Teguci - I`m not much into long math equations these days, but I disagree with your conclusion. Similar to EngineerEIT, how do you account for the fact that the rotation does matter?
I would agree that TIA is technically wrong, but offer that it's damn close. Close enough I'd say. How else could you offer a simple solution that can be used in less than a minute and offers a reasonable solution to a huge number of potential configurations? (12 bolts at 10' diameter vs 15 bolts at 30' diameter vs 40 bolts at 20' diameter)
Can anyone offer insight into how I can share an excel spreadsheet?
If anyone wants to email me at anotherskait @ yahoo dot com, I'd be happy to share that way.
RE: Bolt tension due to moment about a ring of bolts
RE: Bolt tension due to moment about a ring of bolts
So is your/Teguci's methodology assuming a linear distribution of forces in the anchor group? Such that the force in the anchor bolt varies with our distance off the centroid?
My methodology assumes that every anchor bolt gets the same force. This means that there is some stretch in the steel and some load redistribution.
RE: Bolt tension due to moment about a ring of bolts
RE: Bolt tension due to moment about a ring of bolts
So the fundamental difference is assumed distribution of forces. Is it a uniform assumption for LRFD loads and a linear assumption for ASD?
Is one assumption better than the other regardless of load factors?
RE: Bolt tension due to moment about a ring of bolts
http://files.engineering.com/getfile.aspx?folder=c...
RE: Bolt tension due to moment about a ring of bolts
RE: Bolt tension due to moment about a ring of bolts
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Bolt tension due to moment about a ring of bolts
Try this site:-
http://machinedesign.com/fasteners/how-bolt-patter...
“Do not worry about your problems with mathematics, I assure you mine are far greater.” Albert Einstein
RE: Bolt tension due to moment about a ring of bolts
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I have been called "A storehouse of worthless information" many times.
RE: Bolt tension due to moment about a ring of bolts
From the site -
"It can be shown that [2θ j, j = 1,..N] are equally spaced on the unit circle (R = 1). Therefore, their centroid is at the origin and ∑ cos(2θ j)/N is its X-axis coordinate. Consequently,∑ cos(2θ j) = 0." http://machinedesign.com/fasteners/how-bolt-patter...
Using Lagrange's cosine summation, you don't need this leap of logic. You calculate directly that the sum of the cosines = N/2. https://en.wikipedia.org/wiki/List_of_trigonometri...
Using the cosine addition formula and Lagrange's trig identities, you can also show that ∑(j=1 to N); cos^2(2 pi/N x j + a) = N/2 where a is any initial starting angle. This tells us that the moment of inertia for a bolt circle, where you have at least 3 bolts, is constant regardless of the angle being looked at.
And I used to hate trig class.