1-1 Use of Strong-Motion Data in Earthquake Resistant
Design by Paul Jennings
The study first reviews some simple methods of calculating maximum displacement, base shear and interstory drift from acceleration response records. A record from a 17-story building in Los Angeles obtained during the
Northridge earthquake is used for illustration. More detailed analyses of similar records are suggested as attractive subjects for Master's theses and senior projects. Simple analyses of records from Northridge and other earthquakes
convincingly indicate base shears and drifts that are substantially in excess of those used in design. The author urges that earthquake resistant design be based increasingly on measurements of earthquake response and measured
properties of materials, and less on empiricism and qualitative assessments of earthquake performance.
2-1 Engineering Characteristics of Near Fault Ground Motion by Paul Somerville
This paper explains the effects of rupture directivity on near-fault ground motions, describes an empirical model of these effects, provides guidelines for the specification of response spectra and time histories to
represent near-fault ground motions, and provides guidelines for the selection of time histories.
3-1 1997 Uniform Building Code Ground Shaking
Criteria by Charles Kircher and Robert Bachman
The recently published 1997 Uniform Building Code incorporates two significant changes to the ground shaking criteria which apply to all structures. The first change is a revision to soil types and soil amplification
factors. The second change is the incorporation of near source factors in UBC seismic Zone 4. Together these changes result in the largest increases in code ground shaking criteria which has occurred in the past 30 years. Records
obtained from the strong motion Instrumentation Program (SMIP) along with USGS records were the primary sources of data used to justify these code changes.
4-1 Near-Real-Time Strong-Motion, TriNet Data and Data Dissemination through Internet by Anthony Shakal, V. Graizer, C.
Petersen and R. Darragh
Recent developments in near-real-time recovery of strong-motion data have been expanded to include new means to disseminate and rapidly utilize the data. The TriNet project, a cooperative project in southern California
involving CDMG, Caltech and the USGS, will disseminate earthquake data and information rapidly for use by emergency responders. In another development, the release of strong-motion data by CSMIP will include simple descriptors of the
shaking level (Light, Moderate, Strong and Extreme Shaking). These descriptors, designed to be easily understood by the non-specialist, will be complemented by more customary quantitative characterizations (time-history and spectral
levels). To make strong-motion data widely available for use in earthquake engineering and engineering seismology, the data will be available for access by any current Web browser at the Internet site http://www.consrv.ca.gov/CGS/smip.
All strong-motion data released by CSMIP over the years are or will soon be available at this location. For future significant earthquakes, strong-motion data will also be available rapidly at the site.
5-1 FEMA-273 Seismic Rehabilitation Guidelines: The Next Step - Verification by Ronald Hamburger
FEMA-2731274, Guidelines and Commentary for Seismic Rehabilitation of Buildings (ATC, 1996a., b.) represents a landmark in the practice of structural/seismic engineering. In addition to providing a long-needed consensus
basis for the design of building seismic upgrades, it also is a fist major step towards the development of performance- based design procedures for seismic resistance. Under the Guidelines, design is performed with the expectation that
for specified levels of ground motion intensity, building performance will remain within anticipated levels. Performance levels are defined in terms of permissible damage to individual structural and nonstructural components and are
intended to provide specific defined margins of safety. In order to accommodate this performance-based approach new analytical procedures and acceptance criteria were developed. While the Guidelines represent a significant advance in
the practice of earthquake engineering, calibration of the analysis procedures and acceptance criteria to real building performance is clearly needed. The use of strong motion data obtained from instrumented buildings experiencing
strong earthquake ground shaking will be an essential part of this process.
6-1 Shear-Wave Velocities and Design Response Spectra
- An Examination Using Strong-Motion Data from the Gilroy Array: Preliminary Results by Robert Darragh and I.M. Idriss
Borcherdt (1994) proposed that the short- and mid-period amplification factors used to scale the estimate of site-dependent response spectra could be calculated as a continuous function of shear-wave velocity averaged in
the upper 30 m for various input ground-motion levels. This proposal appears to be an improvement for estimating design response spectra over site classifications defined by soil descriptions (e.g., SEAOC, 1988) or by ranges of average
shear-wave velocity (e.g., NEHRP, 1991).
However, it is not clear that the accuracy available in current measurements of shear-wave velocity is sufficient to support their use directly in design calculations of motion. For example, at Gilroy #2 there are differences of
about 300 m/sec in the shear-wave velocity measurements in the upper 30 m (EPRI, 1993). In this paper, we analyze the effect of variations of shear-wave velocity in the upper 30 m for design applications including the effects of
nonlinear soil response using an equivalent-linear site response formulation (Schnabel et al., 1972). The analysis uses the extensive geotechnical site characterization and shear-wave velocity measurements at Gilroy #2, a stiff soil
site that has been characterized to a depth of 240 m (EPRI, 1993). Response spectral accelerations from the recorded strong motions are compared to calculated values from the equivalent-linear analyses with several shear-wave velocity
profiles in the top 30 m.
The preliminary analyses suggest that the Borcherdt (1994) methodology works well at this stiff-soil site for design levels of motion near 0.4 g, appropriate for many parts of California, even though there is a difference of 60% in
the measured average of the shear-wave velocities in the upper 30 m.
8-1 Utilization of Strong-Motion Data from Bridges and Dams by Gregory Fenves
Highway bridges and concrete dams are critical components of California's infrastructure. Because of the difficulty devising experiments to test the complete system response of bridges and dams in earthquakes, the design
and safety evaluation of these large structures are primarily based on mathematical models and numerical simulations. Strong- motion data from bridges and dams provide the real-life laboratory for verifying the models. This paper
summarizes the results from recent studies of the recorded strong-motion response data from bridges and a dam. Although the strong-motion data are limited, they have provided confirmation that models are capturing the essential features
of earthquake response. Limitations of the models, however, are identified and future trends for instrumentation and data utilization for bridges and dams are discussed.