Ground effects from the Boxcar and Benham nuclear explosions

1969 ◽  
Vol 59 (6) ◽  
pp. 2371-2381
Author(s):  
William K. Cloud ◽  
D. S. Carder
Keyword(s):  
Ground Motion ◽  
Response Spectra ◽  
Distance Range ◽  
Motion Data ◽  
Nuclear Explosions ◽  
Velocity Response ◽  
Order Of Magnitude ◽  
Ground Effects ◽  
Made In

abstract Formulas were developed by the authors in 1957 for the purpose of estimating maximum ground accelerations and transitory displacements resulting from the 1.7 kt Rainier shot and subsequent underground nuclear detonations. These formulas when extrapolated more than 4 orders of magnitude upward came within a half order of magnitude of predicting ground motion data resulting from the Boxcar and Benham underground detonations. Velocity response spectra from these shots made in the distance range of 20 km, more or less, closely resembled the velocity response spectra from a magnitude 6.6 earthquake in the same distance range.

Ground-response maps for Tonopah, Nevada

1978 ◽  
Vol 68 (2) ◽  
pp. 451-469
Author(s):  
Walter W. Hays
Keyword(s):  
Ground Motion ◽  
Test Site ◽  
Earthquake Ground Motion ◽  
Nevada Test Site ◽  
Ground Response ◽  
Period Range ◽  
Ground Shaking ◽  
Motion Data ◽  
The City ◽  
Made In

Abstract Ground-response maps for Tonopah, Nevada, were prepared using ground-motion data from a Nevada Test Site explosion recorded on a 12-station seismic array in Tonopah. These data were used to define 10 frequency-dependent ground-response maps for the period range 0.05 to 2.5 sec. These data were combined with the probabilistic calculation of earthquake ground accelerations on rock sites in the Tonopah area, made in a 1976 study by S. T. Algermissen and D. M. Perkins, in order to give estimates of the ground shaking expected throughout the city in a 50-yr period of time, at the 90 per cent probability level. Although these relative ground-response estimates are based on low-strain data, they provide a preliminary basis for delineating geographic areas with different susceptibilities to earthquake ground shaking until the time that high-strain earthquake ground-motion measurements become available in Tonopah.

The SMART I Accelerograph Array (1980-1987): A Review

1987 ◽  
Vol 3 (2) ◽  
pp. 263-287 ◽  
Author(s):  
N. A. Abrahamson ◽  
B. A. Bolt ◽  
R. B. Darragh ◽  
J. Penzien ◽  
Y. B. Tsai
Keyword(s):  
Ground Motion ◽  
Earthquake Engineering ◽  
Ground Motions ◽  
Near Field ◽  
Strong Motion ◽  
Response Spectra ◽  
Transform Faults ◽  
Engineering Research ◽  
Motion Data ◽  
Time Histories

SMART 1 is the first large digital array of strong-motion seismographs specially designed for engineering and seismological studies of the generation and near-field properties of earthquakes. Since the array began operation in September 1980, it has recorded over 3000 accelerogram traces from 48 earthquakes ranging in local magnitude ( ML) from 3.6 to 7.0. Peak ground accelerations have been recorded up to 0.33g and 0.34g on the horizontal and vertical components, respectively. Epicentral distances have ranged from 3 km 200 km from the array center, and focal depths have ranged from shallow to 100 km. The recorded earthquakes had both reverse and strike-slip focal mechanisms associated with the subduction zone and transform faults. These high quality, digital, ground motions provide a varied resource for earthquake engineering research. Earthquake engineering studies of the SMART 1 ground motion data have led to advances in knowledge in several cases: for example, on frequency-dependent incoherency of free-surface ground motions over short distances, on response of linear systems to multiple support excitations, on attenuation of peak ground-motion parameters and response spectra, on site torsion and phasing effects, and on the identification of wave types. Accelerograms from individual strong-motion seismographs do not, in general, provide such information. This review describes the SMART 1 array and the recorded earthquakes with special engineering applications. Also, it tabulates the unfiltered peak array accelerations, displays some of the recorded ground motion time histories, and summarizes the main engineering research that has made use of SMART 1 data.

A subset of CyberShake ground-motion time series for response-history analysis

2021 ◽  
pp. 875529302098197
Author(s):  
Jack W Baker ◽  
Sanaz Rezaeian ◽  
Christine A Goulet ◽  
Nicolas Luco ◽  
Ganyu Teng
Keyword(s):  
Time Series ◽  
Los Angeles ◽  
Seismic Hazard ◽  
Ground Motion ◽  
Ground Motions ◽  
Response Spectra ◽  
Motion Time ◽  
History Analysis ◽  
Response History Analysis ◽  
Simulated Ground Motions

This manuscript describes a subset of CyberShake numerically simulated ground motions that were selected and vetted for use in engineering response-history analyses. Ground motions were selected that have seismological properties and response spectra representative of conditions in the Los Angeles area, based on disaggregation of seismic hazard. Ground motions were selected from millions of available time series and were reviewed to confirm their suitability for response-history analysis. The processes used to select the time series, the characteristics of the resulting data, and the provided documentation are described in this article. The resulting data and documentation are available electronically.

Concurrent Design Forces in Structures under Three-Component Orthotropic Seismic Excitation

2002 ◽  
Vol 18 (1) ◽  
pp. 1-17 ◽  
Author(s):  
K. Anastassiadis ◽  
I. E. Avramidis ◽  
P. Panetsos
Keyword(s):  
Ground Motion ◽  
Design Procedure ◽  
Strong Motion ◽  
Response Spectra ◽  
Concurrent Design ◽  
Motion Model ◽  
Specific Point ◽  
Extreme Stress ◽  
Seismic Motion

According to the model of Penzien and Watabe, the three translational ground motion components on a specific point of the ground are statistically noncorrelated along a well-defined orthogonal system of axes p, w, and v, whose orientation remains reasonably stable over time during the strong motion phase of an earthquake. This orthotropic ground motion is described by three generally independent response spectra Sa, Sb, and Sc, respectively. The paper presents an antiseismic design procedure for structures according to the above seismic motion model. This design includes a) determination of the critical orientation of the seismic input, i.e., the orientation that gives the largest response, b) calculation of the maximum and the minimum values of any response quantity, and c) application of either the Extreme Stress Method or the Extreme Force Method for determining the most unfavorable combinations of several stress resultants (or sectional forces) acting concurrently at a specified section of a structural member.

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