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RE: SEISMICE DESIGN OF ELEVATED SILO FRAMING
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- Subject: RE: SEISMICE DESIGN OF ELEVATED SILO FRAMING
- From: "Richard Hess" <RLHess(--nospam--at)HessEng.com>
- Date: Sat, 09 Oct 2010 12:35:40 -0700
Rich, The convective component of the
lateral seismic force only applies to liquid contents; it is due to “sloshing”
in tanks where the diameter is large in relation to the depth of the
liquid. The older editions of API 650 had charts that made this more
apparent than what is in the newer computer based editions. This
would not apply to the supports for a raised vessel typically because the whole
mass generally moves as a unit. There was a paper presented to the API
back in the 60’s by Warren Mitchell and Wozniak of Chevron Oil and CBI,
respectively, which provided the basis for API650 App E which was intended to
show that ground supported tanks with diameters over twice the height did not
have to be anchored in high seismic zones because the forces were primarily
convective such as a wave in the liquid which moved across the diameter of the
tank without mobilizing the entire contents. That paper was the basis for
API 650 App E and probably for AWWA 100 seismic forces as well. Richard Hess, S.E. From:
SEAInt05(--nospam--at)lewisengineering.com [mailto:SEAInt05(--nospam--at)lewisengineering.com] I working on the seismic design of a steel frame support
structure for silos. It will have 6 silos, 12 feet diameter and 38 feet
tall. Sand is stored in the silos. I am using ASCE 7-05 and
NEHRP. I am also using API 650 and AWWA D100 as a reference. I am
using concentrically braced frames for lateral stability. I’m struggling to find determine the seismic
forces. Sometimes I’m a slow learner and need good examples to
understand technical documents. I can’t find good examples for
elevated silos or tanks. I know Harold helped write the EXAMPLES chapter
12 for the NEHRP provisions. Unfortunately, the examples for silos or
tanks are for ground supported ones, not elevated ones. Perhaps he can
expand on it with this post. As I see it, I have two seismic forces. The first is
impulsive and the second is convective. The NEHRP example refers to
AWWA D100 for some design information. It appears to me that the live
load weight in the silos is broken down into 2 categories, one is impulsive
weight and the other is convective weight. The 2 add up to 100% of the
total live load. Apparently the chart for this breakdown is in AWWA D100
Commentary, Fig A.5 and the API 650 Commentary, Fig E6-8. It would be
nice if this was included in ASCE 7 or NEHRP. Instead I had to spend big
bucks for the two standards.. But I digress. The charts calls this
a liquid ratio. I am assuming that this will also work for sand. Is
that a correct assumption? ASCE 7 says you can’t estimate the fundamental period
with the equations from section 12.8.2.1. They must be calculated.
Here is a challenge for me since I just haven’t had to do this
before. To get the fundamental period of a 3 bay braced frame I started
out with determining the stiffness of the assembly. I created a plane
frame of the braced system, through 10 kips horizontal on the system, analyzed
and printed out the horizontal displacement. I calculated the stiffness K
= FORCE/DISPLACEMENT. I then calculated the natural frequency from OMEGA
= SQRT(g*K/W). For W I used the dead weight of the frame + tank and the
live load of the product. I then calculated the fundamental period T =
2*PI/OMEGA. Is this the right approach? I then stepped through the rest of the calculations to
determine the impulsive seismic shear. Next came convective calculations. First, what is the
convective period? ASCE 7 15.7.6.1 has an equation in the ground supported tank
section. This same equation is mentioned in the ground supported tanks
section of AWWA and API, but no mention of it in the elevated tank section,
except a statement that it is to be greater than 3 times period T . After
much searching it dawned on me that maybe the convective period is just related
to a tank and is independent of whether it is ground supported or
elevated. So I used the ground support equation to calculate the
convective period. Was that a correct assumption? Convective is
based on sloshing. The equation for the period does not have anything in
it related to the material being sloshed. API 650 is for petroleum and
AWWA D100 is for water. The period equations are the same. Is it
okay to use this same equation for a granular material such as sand? I
would think the wave of the slosh would be smaller with sand than with water.
Again, the elevate tank section of ASCE 7 does not have the
equations to calculate the convective base shear, like the ground supported
section. I used the same equations as the ground supported section ASCE 7
Eq 15.7-10, 11, 12, to get the convection base shear. Was this the right
approach? To sum it up, I then added the impulsive and convective base
shears to get a total base shear for by braced frame system. Fortunately
I did all this in MathCAD so I can make quick modifications. So where
might I have to revise this approach. While I’m on my soap box, here is another wish list
item I have. I wish someone would write a paper or tutorial on how to use
a typical frame analysis program to do a dynamic analysis like an seismic
analysis. Again, I like set-by-step procedures that explain what to do
and why it is being done, what information is needed, and what does the output
actually tell me. I have several books on structural dynamics and I thumb
through and see all the matrix equations and spectral response curves, but not
practical step-by-step procedure needed for real-world application with a
common frame analysis program. I typically use RAM Elements for my
analysis, but I have experience using several other packages. If anyone
knows of any published papers on the Internet or books to purchase please let
me know about them. Look forward to seeing some of the responses. Thanks
for your help. Rich |
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