Highrise building characteristics and responses determined from nuclear seismology

1972 ◽  
Vol 62 (2) ◽  
pp. 519-540 ◽  
Author(s):  
John A. Blume
Keyword(s):  
Ground Motion ◽  
Dynamic Properties ◽  
Spectral Response ◽  
Earthquake Ground Motion ◽  
Structural Dynamic ◽  
Underground Nuclear Explosions ◽  
Nuclear Explosions ◽  
Nuclear Events ◽  
San Fernando ◽  
And Behavior

abstract Reliable measurements and detailed analyses of the responses of many buildings to ground motion resulting from underground nuclear explosions are providing new and valuable information on the structural-dynamic properties and behavior of real buildings. Much, if not all, of this knowledge is applicable to the problem of resisting natural earthquake ground motion, and it is being obtained as a byproduct of the AEC underground explosive nuclear safety program which is concerned with developing techniques for making reliable predictions of response and any damage. Information is provided on oscillator spectral response values, building responses, modal contributions and combinations versus elapsed time and at times of maximum response, variations in natural periods, foundation material interaction, and biaxial motion in the horizontal plane. Data are shown for nuclear events JORUM and HANDLEY and then compared to those of prior major events. In addition, peak responses of certain Las Vegas buildings to the distant February 1971 San Fernando earthquake (U.S. Geological Survey, 1971) are provided and compared to responses to nuclear events.

Ground motion accelerogram analysis including dynamical instrumental correction

1964 ◽  
Vol 54 (6A) ◽  
pp. 2087-2098
Author(s):  
V. A. Jenschke ◽  
J. Penzien
Keyword(s):  
Ground Motion ◽  
Analytical Method ◽  
Strong Motion ◽  
Instrumental Error ◽  
Underground Nuclear Explosions ◽  
Nuclear Explosions ◽  
Damping Characteristics ◽  
Standard Response ◽  
Fourier Spectra

abstract Due to inertial and damping characteristics of strong motion seismographs, recorded ground motion accelerograms may in some cases be sufficiently in error to significantly affect the results obtained when generating standard response or Fourier spectra. Therefore, the objectives of this paper are to present an analytical method of generating standard spectra which will eliminate the above instrumental error and to show the significance of this error by presenting some sample results obtained from accelerograms representing both earthquakes and underground nuclear explosions.

scholarly journals The San Fernando earthquake and public school safety

1974 ◽  
Vol 64 (6) ◽  
pp. 1653-1670 ◽  
Author(s):  
D. E. Hudson ◽  
D. K. Jephcott
Keyword(s):  
Ground Motion ◽  
School Safety ◽  
Earthquake Hazard ◽  
Building Construction ◽  
Earthquake Ground Motion ◽  
Many Instruments ◽  
San Fernando ◽  
Structural Failures ◽  
Serious Injury ◽  
New Buildings

abstract The San Fernando earthquake was an unusually valuable test of school safety because: (1) there were several hundred schools having structures of all types in the heavily shaken area, including 10 schools within 5 miles of the epicenter; (2) the severity of ground motion is believed to have been near the maximum to be expected for an earthquake of any size—a number of campuses were subjected to major ground cracking and deformation; (3) since there were many instruments in the area, the details of the earthquake ground motion are better known than for any other earthquake. On some campuses, pre-Field Act buildings, renovated pre-Field Act buildings, and new buildings existed side by side, and direct comparisons show the efficacy of the Field Act and the associated plan check and field inspection procedures in reducing the earthquake hazard to an acceptably low level. No structural failures, that would have been likely to cause serious injury or death if the buildings had been normally occupied at the time of the earthquake, occurred in any buildings built to current standards. There were, however, some failures of nonstructural elements that could have resulted in a hazardous situation and demonstrate the need for upgrading requirements in this area of building construction.

scholarly journals The dynamic behavior of water tanks

1963 ◽  
Vol 53 (2) ◽  
pp. 381-387 ◽  
Author(s):  
George W. Housner
Keyword(s):  
Dynamic Analysis ◽  
Dynamic Behavior ◽  
Ground Motion ◽  
Water Surface ◽  
Dynamic Properties ◽  
Free Water ◽  
Earthquake Ground Motion ◽  
Free Water Surface ◽  
Elevated Water ◽  
Water Tanks

abstract During the Chilean earthquakes of May, 1960, a number of large elevated water tanks were severely damaged whereas others survived without damage. An analysis of the dynamic behavior of such tanks must take into account the motion of the water relative to the tank as well as the motion of the tank relative to the ground. Some simple expressions are given for the pertinent dynamic properties of tanks with free water surface. A simplified dynamic analysis is indicated for the response of elevated water tanks to earthquake ground motion.

Development of Maximum Considered Earthquake Ground Motion Maps

2000 ◽  
Vol 16 (1) ◽  
pp. 21-40 ◽  
Author(s):  
Edgar V. Leyendecker ◽  
R. Joe Hunt ◽  
Arthur D. Frankel ◽  
Kenneth S. Rukstales
Keyword(s):  
Ground Motion ◽  
Seismic Design ◽  
Spectral Response ◽  
Design Procedure ◽  
Peak Ground Velocity ◽  
Earthquake Ground Motion ◽  
Ground Acceleration ◽  
Seismic Safety ◽  
Design Procedures ◽  
Seismic Rehabilitation

The 1997 NEHRP Recommended Provisions for Seismic Regulations for New Buildings use a design procedure that is based on spectral response acceleration rather than the traditional peak ground acceleration, peak ground velocity, or zone factors. The spectral response accelerations are obtained from maps prepared following the recommendations of the Building Seismic Safety Council's (BSSC) Seismic Design Procedures Group (SDPG). The SDPG-recommended maps, the Maximum Considered Earthquake (MCE) Ground Motion Maps, are based on the U.S. Geological Survey (USGS) probabilistic hazard maps with additional modifications incorporating deterministic ground motions in selected areas and the application of engineering judgement. The MCE ground motion maps included with the 1997 NEHRP Provisions also serve as the basis for the ground motion maps used in the seismic design portions of the 2000 International Building Code and the 2000 International Residential Code. Additionally the design maps prepared for the 1997 NEHRP Provisions, combined with selected USGS probabilistic maps, are used with the 1997 NEHRP Guidelines for the Seismic Rehabilitation of Buildings.

Stress estimates for the San Fernando, California, earthquake of February 9, 1971: Main event and thirteen aftershocks

1972 ◽  
Vol 62 (3) ◽  
pp. 721-750 ◽  
Author(s):  
M. D. Trifunac
Keyword(s):  
Ground Motion ◽  
Near Field ◽  
Strong Motion ◽  
Earthquake Ground Motion ◽  
The North ◽  
Field Evidence ◽  
North Eastern ◽  
San Fernando ◽  
And Migration ◽  
Stress Drops

Abstract The strong earthquake ground motion recorded in the center of and above the fault plane is combined with field evidence of faulting and instrumental studies of aftershocks to deduce stresses during and after the San Fernando earthquake of February 9, 1971. Stress computations based on Brune's near-field, shear-wave spectra, peak velocity of ground motion, energy calculated from the strong-motion record, and a model of circular dislocation give mutually consistent stress estimates, which suggest that the effective stress operating during the earthquake was approximately 100 bars, while during the earthquake it dropped several tens of bars. The energy of the main event is estimated to be 1022 dyne cm. Thirteen aftershocks, recorded during the first 6 min, were associated with stress drops ranging from 10 to 500 bars, these events clustering along the north-eastern end of the dislocation surface. The strong-motion accelerograms provide invaluable data for detailed investigations of the pattern of earthquake energy release during and immediately after an earthquake. Used for the first time in this study, strong-motion accelerograms gave an excellent picture of stress history and migration of seismic activity during the first 6 min.

Prediction of peak ground motion from earthquakes

1974 ◽  
Vol 64 (5) ◽  
pp. 1563-1574 ◽  
Author(s):  
D. L. Orphal ◽  
J. A. Lahoud
Keyword(s):  
Peak Velocity ◽  
Source Parameters ◽  
Focal Distance ◽  
Maximum Acceleration ◽  
Underground Nuclear Explosions ◽  
Nuclear Explosions ◽  
Peak Ground Motion ◽  
San Fernando ◽  
Peak Horizontal Acceleration ◽  
Using Data

Abstract A statistical analysis shows that the peak horizontal accelerations recorded from the San Fernando earthquake of February 1971 attenuate with focal distance as R−1.39. This attenuation rate is nearly identical to that reported for peak accelerations from underground nuclear explosions. Assuming that the derived attenuation is independent of source parameters and using data from a number of other California earthquakes, the scaling of peak horizontal acceleration with magnitude was determined statistically. Assuming that the attenuation of peak velocity and displacement with distance is identical for earthquakes and underground nuclear explosions, the scaling of earthquake peak velocity and displacement with magnitude was also determined. The equations resulting from these analyses are: a = 6.6 × 10−2 100.40MR−1.39, v = 7.26 × 10−1 100.52M R−1.34 and d = 4.71 × 10−2 100.57MR−1.18, where a, v, and d are maximum acceleration (g), velocity (in centimeters per second) and displacement (in centimeters), respectively, M is the local magnitude, and R is the focal distance (in kilometers). In this analysis, no attempt was made to account for effects of recording site geology.

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