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Re: ASCE 7-05: RSA Procedure per 12.9[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: Re: ASCE 7-05: RSA Procedure per 12.9
- From: bill(--nospam--at)polhemus.cc
- Date: Fri, 20 Feb 2009 09:17:07 -0500
Thanks for your reply, Daniel.
Yes, I understand the part about combination of the modes. As you state, most software can handle this auto-magically (I'm using RISA-3D, it seems to do a good job of it). Please note that this is a fairly simply structure, a steel-frame platform raised about 8 feet off the ground, moment frames in all directions. The plan-view is kind of "funky," hence the RSA is required because of the "irregular plan."
In my case, I ran the first 20 modes, and it adds up to about 97% of the total mass - so, okay.
My problem is that the sum of the reactions for each of the X-direction and Z-direction modal analyses, gives me forces in all orthogonal directions.
When I look at the results for the X-direction RSA, I get the following (in kips)
SUM Rx = -5.961 (Horizontal)
SUM Ry = -11.912 (Vertical)
SUM Rz = -5.723 (Horizontal)
Then, the results for the Z-direction RSA is:
SUM Rx = -4.122
SUM Ry = -11.567
SUM Rz = -6.892
So you see, I have reactions showing up pointing in each of the orthogonal directions for each case.
My question is, should the "base shear" from RSA (Vt in ASCE 7 parlance) in each case actually be the VECTOR SUM of the total horizontal reactions in each direction? Am I understanding it correctly?
In this case, since I've got a "short, stiff" structure, the RSA shears are probably larger than 85% of the Equiv. Static base shears (V) - although the numbers I'm giving are NOT reduced by division by R/I as mentioned in 12.9.2. Should they be, for comparison? It isn't clear to me from the text of ASCE 7.
You guys who "grew up" with this stuff have no idea how difficult it is to glean this from reading. too many unspoken assumptions, I think.
Refer to the previous section (12.9.3) for the combination of the modes. It states that the value for the "parameter of interest" (base shear in your case) calculated for the various modes shall be combined using the SRSS or the CQC method. The CQC (complete quadratic combination) is generally recommended for this purpose. Most analysis programs (e.g. ETABS) do this automatically. The number reported for the response spectrum base shear should be the final combined number (verify this with the program help), which must be no less than 85% of the equivalent lateral force base shear. This must be checked in both the X and Y directions. The upshot is that you do have to run the equivalent lateral force numbers to give you a baseline for evaluating the response spectrum results.
My understanding of this lower bound is that it prevents engineers from reducing the stiffness of the structure to an unrealistically low level, which would reduce the dynamic base shear to a potentially unconservative value. The 85% limitation keeps you from getting too far away from reality. For short, stiff structures, you are likely to be above this lower bound anyway, and may even be better off using the equivalent lateral force method directly.
A final note: the 85% limitation applies to base shear only, not overturning moment. For taller buildings, the response spectrum analysis can reduce the story shears at higher levels due to the higher mode shapes, greatly reducing the overturning moment at the base. I have seen reductions in overturning moment of up to 80% in certain taller structures.
Daniel Popp, S.E.
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