From: "Scott A Jensen/SAJ5/CC01/INEEL/US" <SAJ5(--nospam--at)inel.gov>
Date: Thu, 14 Jun 2001 12:35:46 -0600
I think it is a little more complicated than that. You should use an
acceleration value that is the largest within
a range of periods near the calculated period. It may be the peak
Refer to 1631.5 (1997 UBC). You have to use a least 90% of what you would
get using section 1630.2.
You still need to include the importance factor.
You also need to check the equivalent of Equation (30-6).
Read Section 1631- Dynamic Procedures and look at Figure 16-3 for more
"Gary Becker" <gary(--nospam--at)johnwparkin.com> on 06/14/2001 11:47:12 AM
Please respond to seaint(--nospam--at)seaint.org
To: <franz(--nospam--at)eas.pdx.edu>, <ray(--nospam--at)millerengrs.com>,
Subject: how do I deal with soil type Sf
My name is Gary Becker and I am a member of SEAO, I would like to get your
opinion on the following situation. I have a job going to San Leandro,
Soil type Sf
I have been given a site-specific acceleration response spectrum from a
I will be designing a steel braced frame, regular structure, period
less than 0.7 sec, I plan to do a static analysis.
I plan to calculate a base shear coefficient by calculating the period
using method A UBC, use that period to get the corresponding spectral
acceleration from the geotech report and divide that number by R. Does
this meet the code requirements? I would like to know how to interpret the
code for this issue and where would I find texts or references relating to
Gary A. Becker
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