Need a book? Engineering books recommendations...

# RE: stack bolting

• To: <seaint(--nospam--at)seaint.org>
• Subject: RE: stack bolting
• From: "Joseph R. Grill" <vveng(--nospam--at)cableone.net>
• Date: Thu, 23 Sep 2010 08:11:55 -0700

```Andrew,
Thanks for the reply.  I was pretty confident of what I was doing, so
proceeded with that thought process.  I was looking for a "sanity check" so
to speak.  25 years ago, I did some work like this and things were a bit
fuzzy.  I have a couple more of these similar stacks to do and I am trying
to put together a good process for the design that is easy to follow and
which may be a bit conservative so the next two will flow much quicker.
Thanks again.
Joe

Joseph R. Grill, PE
Verde Valley Engineering, PLLC
email: VVEng(--nospam--at)cableone.net

-----Original Message-----
From: Andrew Kester [mailto:akester74(--nospam--at)gmail.com]
Sent: Thursday, September 23, 2010 7:02 AM
To: seaint(--nospam--at)seaint.org
Subject: re: stack bolting

Joseph,
I am admittedly rusty on my mechanics of materials, so forgive me if I
am off here.

With a hollow circular section such as your stack or a large diameter
pipe, the tensile stresses from bending will be greatest at the
farthest point from the neutral axis, which will be given by your M/S
formula. The bolts at the neutral axis should see no load, and those
below will be in compression. But this will vary depending on the
direction of the wind. This is just fine because you have a circle
which is symmetric. So your method will give you the worse case
tensile stress in the stack at the point farthest from the NA, and
then you can conservatively design that one bolt using the stress x
trib length of the stack (ie bolt spacing). Its conservative because
the other bolts will be understressed as you proceed around the stack
closer to the NA.

Guess what I am saying is your method sounds good!

Andrew Kester, PE

******* ****** ******* ******** ******* ******* ******* ***
*   Read list FAQ at: http://www.seaint.org/list_FAQ.asp
*
*   This email was sent to you via Structural Engineers
*   Association of Southern California (SEAOSC) server. To
*   subscribe (no fee) or UnSubscribe, please go to:
*
*   http://www.seaint.org/sealist1.asp
*
*   Questions to seaint-ad(--nospam--at)seaint.org. Remember, any email you
*   send to the list is public domain and may be re-posted
*   site at: http://www.seaint.org
******* ****** ****** ****** ******* ****** ****** ********

******* ****** ******* ******** ******* ******* ******* ***
*   Read list FAQ at: http://www.seaint.org/list_FAQ.asp
*
*   This email was sent to you via Structural Engineers
*   Association of Southern California (SEAOSC) server. To
*   subscribe (no fee) or UnSubscribe, please go to:
*
*   http://www.seaint.org/sealist1.asp
*
*   Questions to seaint-ad(--nospam--at)seaint.org. Remember, any email you
*   send to the list is public domain and may be re-posted
*   site at: http://www.seaint.org
******* ****** ****** ****** ******* ****** ****** ********

```