scholarly journals Earthquake design of concrete masonry buildings; vol. 1. Response spectra analysis and general earthquake modelling; considerations, by Robert E. Englekirk and Gary C. Hart, Prentice-Hall Inc., Englewood Cliffs, New Jersey, 1982. No. of pages: 144. Price: £19.45

1983 ◽  
Vol 11 (1) ◽  
pp. 147-148
Author(s):  
A. Coull
Keyword(s):  
New Jersey ◽  
Response Spectra ◽  
Masonry Buildings ◽  
Spectra Analysis ◽  
Concrete Masonry ◽  
Earthquake Design ◽  
Earthquake Modelling

Response of higherise buildings to ground motion from underground nuclear detonations

1969 ◽  
Vol 59 (6) ◽  
pp. 2343-2370
Author(s):  
John A. Blume
Keyword(s):  
Ground Motion ◽  
Las Vegas ◽  
Spectral Response ◽  
Vertical Plane ◽  
Time History ◽  
Tall Buildings ◽  
Response Spectra ◽  
Statistical Parameters ◽  
Typical Data ◽  
Earthquake Design

abstract Typical data obtained thus far in the AEC nuclear test program on the response of highrise Las Vegas buildings to ground motion from distant nuclear events including Boxcar and Benham are presented, together with measured building response to distant earthquakes and to wind gusts. Major variations in response spectra are shown over the city for a specific event, from period band to period band at the same location for different events, and statistical parameters are shown for the randomness of spectral response. The peak response of tall buildings is shown for the top levels in translation and in orbital motion, and in the vertical plane with simultaneous multi-level measurements. The variation of peak modal response is shown with elapsed time, modal combinations are noted, and an example of time-history computed response is compared to measured response. It is shown that highrise Las Vegas buildings respond to ground motion with considerable amplification, that the fundamental modes tend to dominate the peak responses although there are exceptions, that there can be significant modification of loading conditions because of simultaneous motion in the two horizontal axes even though a building is symmetric, and that some building periods vary with amplitude and history of non-damaging prior response while others do not. In general there are indications that code earthquake design criteria are by no means conservative.

scholarly journals Performance of masonry buildings and churches in the 22 February 2011 Christchurch earthquake

2011 ◽  
Vol 44 (4) ◽  
pp. 279-296 ◽  
Author(s):  
Dmytro Dizhur ◽  
Jason Ingham ◽  
Lisa Moon ◽  
Mike Griffith ◽  
Arturo Schultz ◽  
...  
Keyword(s):  
Reinforced Concrete ◽  
New Zealand ◽  
Natural Hazards ◽  
Stone Masonry ◽  
Masonry Buildings ◽  
Clay Brick ◽  
Failure Patterns ◽  
Collapse Mechanisms ◽  
Concrete Masonry ◽  
Research Platform

As part of the ‘Project Masonry’ Recovery Project funded by the New Zealand Natural Hazards Research Platform, commencing in March 2011, an international team of researchers was deployed to document and interpret the observed earthquake damage to masonry buildings and to churches as a result of the 22nd February 2011 Christchurch earthquake. The study focused on investigating commonly encountered failure patterns and collapse mechanisms. A brief summary of activities undertaken is presented, detailing the observations that were made on the performance of and the deficiencies that contributed to the damage to approximately 650 inspected unreinforced clay brick masonry (URM) buildings, to 90 unreinforced stone masonry buildings, to 342 reinforced concrete masonry (RCM) buildings, to 112 churches in the Canterbury region, and to just under 1100 residential dwellings having external masonry veneer cladding. In addition, details are provided of retrofit techniques that were implemented within relevant Christchurch URM buildings prior to the 22nd February earthquake and brief suggestions are provided regarding appropriate seismic retrofit and remediation techniques for stone masonry buildings.

Response spectra analysis for undamped structural systems subjected to half-sine impact acceleration pulses

2007 ◽  
Vol 47 (8) ◽  
pp. 1239-1245 ◽  
Author(s):  
Tsung-Yueh Tsai ◽  
Chang-Lin Yeh ◽  
Yi-Shao Lai ◽  
Rong-Sheng Chen
Keyword(s):  
Response Spectra ◽  
Structural Systems ◽  
Spectra Analysis ◽  
Impact Acceleration

The Whittier Narrows, California Earthquake of October 1, 1987—Response of a Tall Masonry Building

1988 ◽  
Vol 4 (2) ◽  
pp. 319-337
Author(s):  
G. C. Hart ◽  
R. D. Ewing
Keyword(s):  
Structural Damage ◽  
Structural Engineering ◽  
Time History ◽  
Shear Walls ◽  
Response Spectra ◽  
Masonry Building ◽  
Ground Acceleration ◽  
Spectra Analysis ◽  
Lumped Parameter ◽  
History Analysis

The Hilton Hotel in Whittier, California is an eight story reinforced hollow unit concrete masonry building. It experienced a peak ground acceleration of approximately sixty percent gravity without visible structural damage. This paper performs an analysis of the building from two perspectives. The first is a structural engineering design perspective using the structural mechanics assumptions consistent with the new strength design criteria for hollow unit shear walls in the 1988 UBC and a response spectra analysis. The second perspective is based on a nonlinear lumped parameter time history model and a step-by-step time history analysis.

GB ASME & RCCM Analysis of Piping Design Camparison about Class 2 Components

2012 ◽  
Vol 594-597 ◽  
pp. 1634-1639
Author(s):  
Wen Ting Bai ◽  
Jun Wu Dai
Keyword(s):  
Nuclear Power ◽  
Response Spectra ◽  
Nuclear Facility ◽  
Design Code ◽  
Nuclear Technique ◽  
Spectra Analysis ◽  
Pressure Pipeline ◽  
Stress Intensification Factor ◽  
Pipeline Design

Three primary nuclear technique of RCCM, ASME and the GB50267-97 code of China, have the similar classification of nuclear facility in nuclear power plant, including the code class and security class. The class 2 pressure pipeline design clauses in the 3 codes are similar, but are not identical. The earthquake input and the clauses about the class 2 pressure pipeline are compared. The results show that, when use the alternative damping values for response spectra analysis, GB and ASME are somewhat safer than RCCM in level B criteria, RCCM is somewhat safer than GB and ASME in level D criteria. In class 2 piping design code, RCCM stress assessment focuses more on the pressure, the GB and ASME is more focuses on considering the weight and occasional loads, in the lower pressure and the same stress intensification factor conditions, GB and ASME criteria are conservative than RCCM.

scholarly journals Earthquake Response Spectra Analysis of Bridges considering Pounding at Bilateral Beam Ends Based on an Improved Precise Pounding Algorithm

2021 ◽  
Vol 2021 ◽  
pp. 1-17
Author(s):  
Ruijie Zhang ◽  
Lei Yan ◽  
Kefeng Yue ◽  
Junhong Yin ◽  
Kang An
Keyword(s):  
Response Spectrum ◽  
Response Spectra ◽  
Earthquake Response ◽  
System Matrix ◽  
Ground Acceleration ◽  
Maximum Displacement ◽  
Recovery Coefficient ◽  
Precise Integration ◽  
Spectra Analysis ◽  
Earthquake Response Spectra

Asynchronous vibration was generated between the main bridge and approach spans or abutments due to differences in stiffness and mass during an earthquake, thus further leading to pounding at the bilateral beam ends. By taking a T-shaped rigid frame bridge as an example, the bilateral pounding model was abstracted, and the earthquake response spectra considering pounding at the bilateral beam ends were studied, including the maximum displacement spectrum, the acceleration dynamic coefficient spectrum, the pounding force response spectrum, and the response spectrum for the number of pounding events. An improved precise pounding algorithm was proposed to solve the dynamic equation of the bilateral pounding model. This algorithm is based on the precise integration method for solving the second-order dynamic differential equation and reduces the order thereof by introducing a new velocity vector and uses the series method to find the nonhomogeneous term. The system matrix is simpler, and the inversion of the system matrix can be avoided. On this basis, a multipoint earthquake-induced pounding response spectrum program was developed. A total of 18 seismic waves from Class II sites were selected, and the response spectra of 18 waves were analyzed using this new program. Furthermore, the effects of structural stiffness, mass, stiffness of contact element, pounding recovery coefficient, and peak ground acceleration (PGA) on the earthquake response spectrum were studied. Through the analysis of earthquake response spectra and a parametric study, the phenomenon of earthquake-induced pounding of bridges was clarified to the benefit of the analysis and engineering control of earthquake-induced pounding of bridges.

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