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Academic literature on the topic 'SEISMIC CONDITION'

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Published: 11 September 2023

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Journal articles on the topic "SEISMIC CONDITION"

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Shin, Changsoo. "Sponge boundary condition for frequency‐domain modeling." GEOPHYSICS 60, no. 6 (November 1995): 1870–74. http://dx.doi.org/10.1190/1.1443918.

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Several techniques have been developed to get rid of edge reflections from artificial boundaries. One of them is to use paraxial approximations of the scalar and elastic wave equations. The other is to attenuate the seismic waves inside the artificial boundary by a gradual reduction of amplitudes. These techniques have been successfully applied to minimize unwanted seismic waves for time‐domain seismic modeling. Unlike time‐domain seismic modeling, suppression of edge reflections from artificial boundaries has not been successful in frequency‐domain seismic modeling. Rayleigh waves caused by coupled motions of P‐ and S‐waves near the surface have been a particularly difficult problem to overcome in seismic modeling. In this paper, I design a damping matrix for frequency‐ domain modeling that damps out seismic waves by adding a diffusion term to the wave equation. This technique can suppress unwanted seismic waves, including Rayleigh waves and P‐ and S‐waves from an artificial boundary.
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Kanhaiya, Krishnakant, and Dr Ajay Kumar Jain. "“A Comparative Study of Circular Water Tank in Two Different Loading Conditions (Seismic and Wind Load Condition) using Staad-Pro”." International Journal of Innovative Technology and Exploring Engineering 11, no. 3 (January 30, 2022): 75–79. http://dx.doi.org/10.35940/ijitee.l9562.0111322.

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In this paper a comparison of the two loading combinations of a circular water tank i.e. seismic and wind load conditions have been made. The STAADPro software has been used to analyze the circular water tank structure and to compare both the loading combinations. Two similar models of a circular water tank were created, provided with the required attributes (i.e. loading conditions, zones etc.) and were analyzed in both, seismic load condition and wind load condition. The comparison of results from both the analyses revealed that, due to lower seismic zones, the effect of earthquake is slightly less than the effect of wind. It was concluded that, wind load condition should be preferred over seismic load condition while designing, because the wind load condition gives safer design in the severe conditions. This can be used for the design of a circular water tank having similar attributes.
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Bhattarai, Shishir, and Prem Nath Maskey. "Effect of Linear Soil Condition on Seismic Inputs." Technical Journal 2, no. 1 (November 10, 2020): 48–55. http://dx.doi.org/10.3126/tj.v2i1.32829.

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Seismic inputs to structures in terms of risk consistent response spectrum and seismic hazard curves are developed at bedrock level considering ten independent seismic source zone in the vicinity of the Kathmandu valley. The seismic hazard curve is derived by assuming temporal occurrence of earthquakes to follow Poisson model. Response spectrum is developed using an empirical relationship of spectral ordinates with magnitude of earthquakes and epicentral distance. The seismic risk factor is introduced in response spectrum using conditional probabilities. Power spectral density function consistent with response spectrum is derived and ground acceleration time histories are derived from power spectral density function using Monte Carlo technique. To obtain free field hazard curves and ground motion parameters, one dimensional wave propagation analysis is used for two different underlying soil conditions.
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Jiang, Huanjun, Yong Wang, and Liusheng He. "Study of Seismic Performance of Chinese-Style Single-Layer Suspended Ceiling System by Shaking Table Tests." Advances in Civil Engineering 2021 (September 13, 2021): 1–14. http://dx.doi.org/10.1155/2021/9861722.

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During some recent earthquakes, the suspended ceiling system (SCS) in buildings suffered severe damage. The seismic performance of SCS attracted more attention from researchers. In this study, full-scale shaking table tests on two Chinese-style single-layer SCSs with different boundary conditions are conducted. The seismic damage and earthquake responses, including acceleration, displacement, and strain responses, are compared. The effect of the boundary condition on the seismic performance of the SCS is studied. It is found that the seismic performance of the SCS is significantly affected by the boundary condition. Compared with the SCS with the free condition at the boundary, the damage to the SCS installed with seismic clips at the boundary is much slighter. Compared with the SCS with the free condition, the median of acceleration amplification factor (AAF), the peak displacement (PD), and maximum strain of the SCS installed with seismic clips are reduced by up to 63%, 99%, and 84%, respectively. At the end of the tests, the SCS with the free condition at the boundary completely collapsed with 68% of the panels falling, while only 15% of panels fell in the SCS installed with seismic clips. The seismic clips could avoid the falling of the grids from the peripheral support and ensure the integrity of the SCS. With the help of seismic clips installed at the boundary, the responses of the ceiling, such as acceleration, displacement, and strain, decrease significantly, and thereof, the collapse resistance capacity is improved.
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Weibull, Wiktor Waldemar, and Børge Arntsen. "Reverse-time demigration using the extended-imaging condition." GEOPHYSICS 79, no. 3 (May 1, 2014): WA97—WA105. http://dx.doi.org/10.1190/geo2013-0232.1.

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The forward and inverse process of seismic migration and demigration or remodeling has many useful applications in seismic data processing. We evaluated a method to reobtain the seismic reflection data after migration, by inverting the common image point gathers produced by reverse-time migration (RTM) with an extended-imaging condition. This provided a transformation of the results of seismic data processing in the image domain back to the data domain. To be able to reconstruct the data with high fidelity, we set up demigration as a least-squares inverse problem and we solved it iteratively using a steepest-descent method. Because we used an extended-imaging condition, the method is not dependent on an accurate estimate of the migration-velocity field, and it is able to accurately reconstruct both primaries and multiples. At the same time, because the method is based on RTM, it can accurately handle seismic reflection data acquired over complex geologic media. Numerical results showed the feasibility of the method and highlighted some of its applications on 2D synthetic and field data sets.
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Duan, Jin Xi, and Z. Shen. "Elastic Seismic Response of Steel-Concrete Composite Frames with Partial Interaction." Applied Mechanics and Materials 268-270 (December 2012): 729–32. http://dx.doi.org/10.4028/www.scientific.net/amm.268-270.729.

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The finite element formulations of steel-concrete composite (SCC) beams considering interlayer slip with end shear restraint is established. Elastic seismic response of SCC frame structures under different shear connection stiffness and slip boundary conditions are examined. The influences of the shear connection stiffness and the slip boundary condition on elastic seismic response are analyzed. With the shear connection stiffness increasing, the free vibration frequencies increase and the seismic responses decrease. The natural vibration properties of SCC frame structures and seismic responses are also significantly affected by the slip boundary condition, and it should be properly imposed on all composite beams in seismic response analysis.
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Zheng, Wen Yi, Jing Zhe Jin, Hai Gong, and Peng Pan. "Study on Evaluating the Seismic Performance of Building According to Detail Seismic Condition." Applied Mechanics and Materials 777 (July 2015): 121–29. http://dx.doi.org/10.4028/www.scientific.net/amm.777.121.

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In the performance- based seismic design, seismic performance of building is differently evaluated according to variant seismic conditions. Most of the application programs for structural design (ETABS, SAP, MIDAS, ANSYS etc.) calculate the performance points of building according to Federal Emergency Management Agency（FEMA）, Applied Technology Council -40 (ATC -40)’s seismic building code and parameters. On this paper, we evaluated the seismic performance of building according to our national seismic building code[1] and parameters and maked suggesti- -ons on the design practice.
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Luo, Zhi Qun, Shao Lun Huang, and Jian Ru Wan. "Development on Seismic Sensor System with MEMS Technology for Elevator’s Seismic Condition." Applied Mechanics and Materials 713-715 (January 2015): 1009–14. http://dx.doi.org/10.4028/www.scientific.net/amm.713-715.1009.

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A large amount of elevators ruined in seismic events since sudden vibrations are bursting when elevator’s cars or counterweights are running. To solve this practical problem, this paper prospered a seismic sensor system with MEMS technology specializing for elevators. The fatal parts are discussed detailed including hardware design consideration, software improvement of sensor accuracy and seismic evaluation algorithm. Finally, two parts of experiments about P-wave and S-wave were verified successfully. To some extents, it’s reliable, suitable and affordable for domestic elevator’s safety on earthquake abrupt occurrence.
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Sava, Paul, and Sergey Fomel. "Time-shift imaging condition in seismic migration." GEOPHYSICS 71, no. 6 (November 2006): S209—S217. http://dx.doi.org/10.1190/1.2338824.

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Seismic imaging based on single-scattering approximation is in the analysis of the match between the source and receiver wavefields at every image location. Wavefields at depth are functions of space and time and are reconstructed from surface data either by integral methods (Kirchhoff migration) or by differential methods (reverse-time or wavefield extrapolation migration). Different methods can be used to analyze wavefield matching, of which crosscorrelation is a popular option. Implementation of a simple imaging condition requires time crosscorrelation of source and receiver wavefields, followed by extraction of the zero time lag. A generalized imaging condition operates by crosscorrelation in both space and time, followed by image extraction at zero time lag. Images at different spatial crosscorrelation lags are indicators of imaging accuracy and are also used for image-angle decomposition. In this paper, we introduce an alternative prestack imaging condition in which we preserve multiple lags of the time crosscorrelation. Prestack images are described as functions of time shifts as opposed to space shifts between source and receiver wavefields. This imaging condition is applicable to migration by Kirchhoff, wavefield extrapolation, or reverse-time techniques. The transformation allows construction of common-image gathers presented as functions of either time shift or reflection angle at every location in space. Inaccurate migration velocity is revealed by angle-domain common-image gathers with nonflat events. Computational experiments using a synthetic data set from a complex salt model demonstrate the main features of the method.
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Sava, Paul. "Stereographic imaging condition for wave-equation migration." GEOPHYSICS 72, no. 6 (November 2007): A87—A91. http://dx.doi.org/10.1190/1.2781582.

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Imaging under the single-scattering approximation consists of two steps: wavefield reconstruction of source and receiver wavefields from simulated and recorded data, respectively, and imaging from the extrapolated wavefields of locations where reflectors occur. Conventionally, the imaging condition indicates the presence of reflectors when propagation times of reflections in the source and receiver wavefields match. The main drawback of a conventional crosscorrelation imaging condition is that it ignores the local spatial coherence of reflection events and relies only on their propagation time. This leads to interference between unrelated events that occur at the same time. Sources of crosstalk include seismic events corresponding to different seismic experiments, propagation paths, types of reflections (primary or multiple), or wave modes (P or S). An alternative imaging condition operates on the same extrapolated wavefields, but crosscorrelation takes place in a higher-dimension domain where seismic events are separated based on their local space-time slope. Events are matched based on two parameters (time and local slope), thus justifying the name “stereographic” for this imaging condition. Stereographic imaging attenuates wavefield crosstalk and reduces imaging artifacts compared with conventional imaging. Applications of the stereographic imaging condition include simultaneous imaging of multiple seismic experiments, multiple attenuation in the imaging condition, and attenuation of crosstalk between multiple wavefield branches or multiple wave modes.
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Dissertations / Theses on the topic "SEISMIC CONDITION"

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Ronda, Afonso Jose. "Railway formation condition assessment using seismic surface waves." Diss., University of Pretoria, 2016. http://hdl.handle.net/2263/66239.

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The demands of railway transport have been changing over the 150 years of existence of this type of transport in South Africa, specifically the performance requirements of the formation to cater for new traffic requirements. As such, it is important to assess the condition of this vital part of a railway track. This dissertation covers a research project conducted on two railway lines in which measurements of ground vibration were conducted in order to perform geophysical analysis and characterise the formation based on the results obtained. Measurements were taken on a 26 ton axle load track (Coal line, at Bloubank) and on a 20 ton axle load track (at Amandelbult) in South Africa. Planning and implementation of several test procedures to characterise track formation require considerable effort to minimize the impact on railway operations. Coupled with track occupation and the destructive nature of some of the test procedures, it is relevant to investigate alternative testing techniques to address the issues stated above. The use of surface waves for geotechnical characterization of sites is increasing worldwide. Applications to railway engineering have so far been limited to light load, high speed lines to minimize the use of poor geomaterials with reduced Rayleigh wave velocity. Four sites were identified where trains are operated at heavy loads, with the formation condition varying from poor to good. Seismic testing (geophysical) and conventional testing (deflection measurements) were performed at the identified sites. Seismic measurements were recorded using geophones as receivers, coupled to an amplifier and a computer. The source of the seismic events was the trains operating on the track and a hammer for impact testing. For the deflection measurements, the Remote Video Monitoring (RVM) technique was adopted. Dispersion analysis of the ground vibration experimental data was conducted using the multiple receiver method. The main conclusions reached with the analysis indicated that: __ Dispersion analysis had a good correlation with the formation deflection analysis; __ Phase velocity can be used as an indicator of the quality of a certain site; __ There are limitations when using trains as the energy source in terms of the generation of excitation frequency, which greatly reduces the phase velocity information in individual layers in the formation (i.e. wavelengths are not short enough).
Dissertation (MSc)--University of Pretoria, 2016.
Civil Engineering
MSc
Unrestricted
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Gibson, Jeremy S. "Seismic Communication in a Wolf Spider." University of Cincinnati / OhioLINK, 2006. http://rave.ohiolink.edu/etdc/view?acc_num=ucin1147803220.

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King, Jack R. C. "Artificial boundary conditions for simulations of seismic air-gun bubbles." Thesis, University of Edinburgh, 2015. http://hdl.handle.net/1842/15898.

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Marine seismic exploration is a method employed by the hydrocarbon industry to find geological structures in the sub-surface with the potential to contain trapped hydrocarbons. A source of seismic energy is towed behind a ship. The energy produced by the source propagates as a sound wave through the sea into the sub-surface. Within the sub-surface the energy is reflected, refracted and diffracted. The ship also tows an array of hydrophones behind the seismic source, and these are used to measure the wavefield. If the source signal is known, then the received signal at each hydrophone can be deconvolved for the source signal to obtain the impulse response of the earth between the source and the hydrophone. These impulse responses can highlight some of the structures in the subsurface. Maps of the subsurface built up from these impulse responses are then interpreted to estimate the locations of trapped hydrocarbons. The most commonly used seismic source is the seismic air gun, which is a canister containing highly compressed air. The air is released into the sea, forming an oscillating bubble. There are two methods used by industry to determine the signal produced by an air gun or air gun array: (1) modelling, and (2) extrapolation from near-field measurements. Traditionally, industry uses the first method. With broader bandwidth data that are being recovered in data processing by removing the sea-surface reflection at the source and receiver (source and receiver ghosts), it has been found that modelling is inferior to extrapolation from near field measurements, although industry has been slow to adopt the second method. Despite this change, modelling remains a valuable tool in the design of air gun arrays, where designs can be optimised by adjusting parameters of the array and using modelling to determine the wavefield of each variation of the array. The aim of this work is to develop methods which can improve on current air gun bubble modelling. In this thesis I develop a novel artificial boundary condition for use in finite volume simulations of oscillating bubbles. The purpose of the work is an improvement to the modelling of seismic air gun bubbles. However, the techniques presented in this thesis are not limited to air gun bubbles, but are applicable to any oscillating bubbles, or indeed any fluid dynamics problem which is spherical in nature, close to spherically symmetric, and produces flow speeds of low (< 0:1) Mach number some distance from the region of interest. The boundary condition is based on an existing approximation to the motion around a spherical bubble, which is derived from the asymptotic solution to the motion in the far field. It is applied as follows: (1) use the solution on the domain boundary to calculate the approximate solution external to the domain; (2) use the approximate external solution to calculate spatial derivatives of properties on the domain boundary, due to the external solution, and (3) use the spatial derivatives to describe characteristic waves incoming to the domain. I develop a finite volume scheme in which I apply this boundary condition. I present the results of one- and two-dimensional of simulations using this scheme, and demonstrate the efficacy of this boundary condition. The boundary condition performs well, allowing finite volume simulations of bubbles to be carried out for long run-times (5 105 time steps with a CFL number of 0:8) on highly truncated domains, in which the boundary condition may be applied within 0:1% of the maximum bubble radius. Conservation errors due to the boundary condition are found to be of the order of 0:1% after 105 time steps. One- and two-dimensional results show a third-order convergence rate of errors due to the boundary condition as the domain is enlarged. The one- and two-dimensional simulations of air gun bubbles I present are, to my knowledge, the first finite volume simulations of air gun bubbles carried out, and the first air gun bubble simulations in which the contents of the bubble are not considered to be homogeneous. Two-dimensional results show non-spherical aspects of air gun bubbles, which may be incorporated into models used by industry. The model captures surface instabilities, bubble translation and deformation due to gravity, and the formation of jets due to asymmetries on collapse. The results indicate that bubble surfaces are unstable throughout collapse. These phenomena are shown to increase the damping of bubble oscillations. The results of the two-dimensional air gun modelling highlight the potential value of my artificial boundary condition, and also the aspects of my computational scheme which require improvement. I extend the numerical scheme to include viscous effects, which I show to have limited impact on the signals emitted by air gun bubbles, although the influence of a boundary layer around the bubble is significant, causing an 18% reduction in rise rates. I extend the scheme to include the effects of the sea surface, and present results which show the impact of the reflection from the sea surface (the ghost wave) on the bubble. This extension shows the reflection of the ghost wave off the bubble, which provides a novel explanation of some of the higher frequencies present in measurements. This extension further increases the practical value of my contribution, and further demonstrates the ability of the boundary condition to handle asymmetrical flow features.
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Hill, Robert L. "Departures from adiabatic conditions for the earth." Virtual Press, 1991. http://liblink.bsu.edu/uhtbin/catkey/834615.

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The best type of information about the Earth's interior is seismic. Seismic wave velocity depends on the value of the bulk modulus of the rock. The geophysicist Sir Harold Jeffreys derived a relation between temperature and bulk modulus for solids. From this, and the well known variation of velocity with bulk modulus for solids, we derived the variation of velocity for solids with temperature. We compared this relation to general data on rocks in order to test Jeffreys' predictions in our applications. Next, using the above relation as well as the well known relation between temperature and radius for an adiabatic Earth, we found the variation of bulk modulus with radius. This relation was then compared to actual values of the bulk modulus of the Earth in each major region.The variation of bulk modulus with radius should have been a close fit to the derived equation. This closeness of the fit would then be a measure of how close a region was too adiabatic conditions.The results of this study seem to indicate that the inner core and the outer core of the Earth seem to be near adiabatic conditions.
Department of Physics and Astronomy
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Peters, Leo Everett Anandakrishnan Sridhar. "A seismic investigation of basal conditions in glaciated regions." [University Park, Pa.] : Pennsylvania State University, 2009. http://etda.libraries.psu.edu/theses/approved/WorldWideIndex/ETD-4574/index.html.

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Holleran, Michael. "Seismic performance of reinforced concrete bridge piers under simulated winter conditions." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1998. http://www.collectionscanada.ca/obj/s4/f2/dsk2/tape17/PQDD_0029/MQ38684.pdf.

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Nordqvist, Anders. "Application of ultrasonic cross-hole seismics to hard rock conditions." Licentiate thesis, Luleå tekniska universitet, 1986. http://urn.kb.se/resolve?urn=urn:nbn:se:ltu:diva-17809.

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Klien, Elena Maria Christina. "Perfectly matched layer boundary conditions in two numerical methods for seismic wave calculations." Thesis, University of Cambridge, 2008. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.612257.

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Lam, Frank C. F. "Analytical and experimental studies of the behaviour of equipment vibration isolators under seismic conditions." Thesis, University of British Columbia, 1985. http://hdl.handle.net/2429/25110.

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Analytical and experimental studies of the behaviour of equipment vibration isolators under seismic conditions are presented. A preliminary parametric study of the effect of equipment-structure interaction on the ultimate equipment response of general equipment-structure systems is considered first. The results of this study indicate the conditions under which a non-interactive approach can yield adequate ultimate equipment response estimates. A model of a prototype air handling unit mounted on vibration isolators was constructed for use in the experimental studies. Two types of vibration isolators -elastomeric isolators and open spring isolators with uni-directional restraint - were tested under static and dynamic conditions. The frequency and seismic response characteristics of these vibration isolated systems were obtained. The experimental results indicate that the vibration isolators have nonlinear stiffness characteristics and high damping values. The results also show that the elastomeric isolators can survive a substantially higher level of base excitation than the open spring isolators with uni-directional restraint Analytical models of the vibration isolated systems, based on the model identification test results, have been formulated. A numerical procedure, utilizing time series analysis, was used to solve the equations of motion of the systems. Good agreement between the experimental results and the analytical results was observed. This study indicates that the analytical procedure can be used to accurately predict the response characteristics of vibration isolated equipment systems subjected to known base excitation inputs.
Applied Science, Faculty of
Civil Engineering, Department of
Graduate
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Carbone, Laura. "Interface behaviour of geosynthetics in landfill cover systems under static and seismic loading conditions." Thesis, Grenoble, 2014. http://www.theses.fr/2014GRENU006/document.

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Les Installations de Stockage de Déchets actuelles sont munies de barrieres de confinement composites géosynthétiques et minerales. En couverture, les interfaces entre composants de ces systèmes installés sur forte pente peuvent constituer des surfaces de glissement préférentiel. L'étude de ces interfaces est donc cruciale pour l'évaluation de la stabilité des barrières de ces installations. Le comportement de ces interfaces, en particuliers des interfaces géosynthétique - géosynthétique se révèle complexe: il va dépendre de la nature des polymères, de l'endommagement , de la vitesse de glissement relatif, de la température. Les conditions de chargement sont aussi primordiales, statiques ou dynamiques (cas de seisme). L'originalité du travail effectué dans le cadre de la présente étude tient d'abord aux dispositifs expérimentaux utilisés en parallèle, un Plan incliné et une Table Vibrante, les deux permettant de simuler les conditions réelles sur site, sous faible contrainte normale, en conditions d'une part statiques, d'autre part dynamiques. Des procédures d'essai nouvelles ont permis une interprétation fine des résultats d'essais. En particulier la variation du frottement en fonction de la cinétique d'essai est clairement démontrée, et le couplage des résultats obtenus dans les deux configurations d'essai permet de montrer que leur interprétation est complexe et ne peut se limiter à celle proposée par la norme européenne. En particulier, le niveau du déplacement relatif et la vitesse de déplacement influent significativement sur les résultats. Une étude spécifique de l'endommagement est aussi présentée
Modern landfills are equipped with multi-layered liners, including geosynthetic-geosynthetic and soil-geosynthetic interfaces. The interfaces represent weakness surfaces where the shear strength is a crucial aspect for the landfill stability. The behaviour of each interface can be different depending on the interactions of the materials in contact under the different load conditions (i.e. static and seismic loading). Nevertheless, the assessment of the geosynthetic interface shear strength can be difficult depending on different factors such as mechanical damage, time-dependent processes (ageing), stress dependent processes (such as repeated loading), coupled effects of both time and stress-strain dependent processes (creep or relaxation). In the present work, the static and the dynamic behaviour of typical geosynthetic - geosynthetic interfaces is investigated by means of the Inclined Plane and the Shaking Table tests since both devices permit to simulate experimental conditions close to them expected in landfill cover systems (low normal stress, small and large deformations). Two new test procedures are proposed and applied in order to assess the interface friction at both devices during all the phases of the tests. Taking advantage of the complementarity of both facilities, an innovative interpretation of test results considering the evolution of the shear strength parameters, passing from the static to the dynamic loading conditions, from small to large displacements is carried out. Furthermore, the dependence of the interface friction on different parameters such as the kinematic conditions, the normal stress and the mechanical damage is also investigated. In light of test results, it has been demonstrated that the variation of the interface friction could be significant, depending on the loading conditions (static or dynamic), on the actual kinematic conditions and on the level of deformation at which the interface is subjected
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Books on the topic "SEISMIC CONDITION"

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S, Fuis Gary, and Geological Survey (U.S.), eds. Empirical relationship among shot size, shotpoint site condition, and recording distance for 1984-1987 U.S. Geological Survey Seismic-Refraction Data. [Menlo Park, CA]: U.S. Geological Survey, 1989.

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S, Fuis Gary, and Geological Survey (U.S.), eds. Empirical relationship among shot size, shotpoint site condition, and recording distance for 1984-1987 U.S. Geological Survey Seismic-Refraction Data. [Menlo Park, CA]: U.S. Geological Survey, 1989.

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Kowalsky, M. J. Shear behavior of lightweight concrete columns under seismic conditions. La Jolla, Calif: Dept. of Applied Mechanics & Engineering Sciences, Division of Structural Engineering, University of California, San Diego, 1995.

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Gibbs, James F. Seismic velocities and geological conditions at twelve sites subjected to strong ground motion in the 1994 Northridge, California, earthquake. [Reston, Va.?]: U.S. Dept. of the Interior, U.S. Geological Survey, 1996.

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F, Gibbs James, and Geological Survey (U.S.), eds. Seismic velocities and geological conditions at twelve sites subjected to strong ground motion in the 1994 Northridge, California, earthquake: A revision of OFR 96-740. Menlo Park, CA: U.S. Dept. of the Interior, U.S. Geological Survey, 1999.

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Crespellani, Teresa, ed. Terremoto e ricerca. Florence: Firenze University Press, 2008. http://dx.doi.org/10.36253/978-88-8453-819-2.

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The profound cultural transformation that has taken place in Italian seismic studies in the last ten years is distinguished by the growing interest in the problem of assessing the effects of earthquakes linked to local conditions, and in the related issue of a precise definition of the properties of the soil in the sphere of the dynamic and cyclical stresses induced by seismic actions. Despite the profound awareness of the extent to which the nature of the soil contributes to the destructive effects of earthquakes, we are still a long way from the possibility of a realistic forecast of the seismic behaviour of the Italian soils. This is because the identification of the dynamic properties calls for experimental equipment that is technologically complex and costly as well as lengthy observation and qualified personnel. The rare experimental data that have been acquired to date hence represent a fundamental element for scientific reflection. This book has been conceived with a view to setting at the disposal of a broader public the results of the tests conducted on site and in the laboratory on the soil of certain significant seismic areas using the dynamic-type apparatus of the Geotechnical Laboratory of the Department of Civil and Environmental Engineering (DICeA) of the University of Florence. It presents a selection of the works of the Geotechnical section of the DICeA that have been published in various specialist international and national ambits. These studies were largely launched following the seismic sequence in Umbria and the Marches, in collaboration with several Regional Authorities and Research Institutes for the reduction of the seismic risk in Italy (GNDT, IRRS, INGV). In addition to the experimental techniques and the results obtained, the models and the geotechnical procedures adopted for assessing the effects of site and soil instability in certain specific deposits of the Italian territory are also expounded.
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Tan, Mai Thanh. The enhancement of seismic prospecting effectiveness for oil and gas under the conditions of the sedimentary basins in the continental shelf of Vietnam. Cracow: Akademia Górniczo-Hutnicza im. S. Staszica w Krakowie, 1990.

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Shukugōron to seishin shugi. Ōsaka-shi: Kaihō Shuppansha, 1993.

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Lampropoulos, Andreas, ed. Case Studies on Conservation and Seismic Strengthening/Retrofitting of Existing Structures. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2020. http://dx.doi.org/10.2749/cs002.

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<p>Recent earthquakes have demonstrated that despite the continuous developments of novel materials and new strengthening techniques, the majority of the existing structures are still unprotected and at high seismic risk. The repair and strengthening framework is a complex process and there are often barriers in the preventative upgrade of the existing structures related to the cost of the applications and the limited expertise of the engineers. The engineers need to consider various options thoroughly and the selection of the appropriate strategy is a crucial parameter for the success of these applications.</p><p>The main aim of this collection is to present a number of different approaches applied to a wide range of structures with different characteristics and demands acting as a practical guide for the main repair and strengthening approaches used worldwide. This document contains a collection of nine case studies from six different countries with different seismicity (i.e. Austria, Greece, Italy, Mexico, Nepal and New Zealand). Various types of structures have been selected with different structural peculiarities such as buildings used for different purposes (i.e. school buildings, town hall, 30 storey office tower), a bridge, and a wharf. Most of the examined structures are Reinforced Concrete structures while there is also an application on a Masonry building. For each of the examined studies, the local conditions are described followed by the main deficiencies which are addressed. The methods used for the assessment of the in-situ conditions also presented and alternative strategies for the repair and strengthening are considered.</p>
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Tanaka, Osamu. Nihonjin to shihon shugi no seishin. Tōkyō: Kabushiki Kaisha Chikuma Shobō, 2017.

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Book chapters on the topic "SEISMIC CONDITION"

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Helaili, Sofiene. "Seismic Behavior of a Building Structure Reinforced with Composite Trusses." In Applied Condition Monitoring, 351–58. Cham: Springer International Publishing, 2023. http://dx.doi.org/10.1007/978-3-031-34190-8_37.

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Polak, Marta, Jakub Obuchowski, Agnieszka Wyłomańska, and Radosław Zimroz. "Seismic Signal Enhancement via AR Filtering and Spatial Time-Frequency Denoising." In Applied Condition Monitoring, 51–68. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-51445-1_4.

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Yaktine, Abed El Rahman, Magdalini Titirla, and Walid Larbi. "Effects of LRB Isolators and Viscous Dampers on Seismic Isolated Irregular Reinforced Concrete Buildings." In Applied Condition Monitoring, 116–24. Cham: Springer International Publishing, 2023. http://dx.doi.org/10.1007/978-3-031-34190-8_15.

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Dubiński, Józef, and Krystyna Stec. "Variation of Certain Parameters of Regional Stress Tensor under Condition of Rockburst Hazard." In Induced Seismic Events, 305–17. Basel: Birkhäuser Basel, 1996. http://dx.doi.org/10.1007/978-3-0348-9204-9_8.

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Wodecki, Jacek, Anna Michalak, Paweł Stefaniak, Agnieszka Wyłomańska, and Radosław Zimroz. "Combination of Kolmogorov-Smirnov Statistic and Time-Frequency Representation for P-Wave Arrival Detection in Seismic Signal." In Applied Condition Monitoring, 166–74. Cham: Springer International Publishing, 2019. http://dx.doi.org/10.1007/978-3-030-22529-2_9.

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Turer, Ahmet. "Condition Assessment Techniques Used for Non-Building Structures." In Seismic Assessment and Rehabilitation of Existing Buildings, 193–214. Dordrecht: Springer Netherlands, 2003. http://dx.doi.org/10.1007/978-94-010-0021-5_11.

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Fan, Yuhang. "Shear strength variation of acid polluted laterite at soaking condition." In Advances in Civil Engineering: Structural Seismic Resistance, Monitoring and Detection, 161–66. London: CRC Press, 2022. http://dx.doi.org/10.1201/9781003310884-24.

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Hazari, Suman, Sima Ghosh, and Richi Prasad Sharma. "A Comparative Study of Soil Slope Stability Under Seismic Loading Condition." In Lecture Notes in Civil Engineering, 11–22. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-6233-4_2.

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Grande, E., S. Lirer, G. Conte, D. Nostrali, and G. Milani. "Analysis of the seismic safety condition of the defensive walls of Cittadella." In Geotechnical Engineering for the Preservation of Monuments and Historic Sites III, 735–43. London: CRC Press, 2022. http://dx.doi.org/10.1201/9781003308867-55.

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Chatterjee, Priyam, Bikash Chandra Chattopadhyay, and Joyanta Maity. "Generalized Solution for the Critical Soil Wedge Angle Under Seismic Passive Earth Pressure Condition." In Lecture Notes in Civil Engineering, 309–21. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-6233-4_21.

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Conference papers on the topic "SEISMIC CONDITION"

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Malytskyy, D., A. Parfeniuk, A. Gnyp, O. Hrytsai, and O. Mykhailova. "Models of seismic sources." In 11th International Conference on Monitoring of Geological Processes and Ecological Condition of the Environment. Netherlands: EAGE Publications BV, 2018. http://dx.doi.org/10.3997/2214-4609.201800081.

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P. Perrone, M., and M. A. Perrone. "Accelerating Seismic Imaging Using Novel Boundary Condition Handling." In 74th EAGE Conference and Exhibition incorporating EUROPEC 2012. Netherlands: EAGE Publications BV, 2012. http://dx.doi.org/10.3997/2214-4609.20148373.

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Lee, Jun-Woo, and Dong-Joo Min. "Improvement of sponge boundary condition for seismic wave modeling." In SEG Technical Program Expanded Abstracts 2019. Society of Exploration Geophysicists, 2019. http://dx.doi.org/10.1190/segam2019-3211925.1.

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Ng, Mark. "Using time‐shift imaging condition for seismic migration interpolation." In SEG Technical Program Expanded Abstracts 2007. Society of Exploration Geophysicists, 2007. http://dx.doi.org/10.1190/1.2792961.

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Whiteley, Robert J. "Condition Risk Assessment of Underground Utilities with SEWREEL Seismic Imaging." In Symposium on the Application of Geophysics to Engineering and Environmental Problems 2001. Environment and Engineering Geophysical Society, 2001. http://dx.doi.org/10.4133/1.2922860.

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Gucunski, Nenad, Strahimir Antoljak, and Ali Maher. "Seismic Methods in Post Construction Condition Monitoring of Bridge Decks." In Geo-Denver 2000. Reston, VA: American Society of Civil Engineers, 2000. http://dx.doi.org/10.1061/40521(296)3.

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Xianguo, Huang, Wei Tie, Zhang Rujie, and Wei Guowei. "Application of Broadband Seismic Acquisition under the Complex Exploration Condition." In International Geophysical Conference, Beijing, China, 24-27 April 2018. Society of Exploration Geophysicists and Chinese Petroleum Society, 2018. http://dx.doi.org/10.1190/igc2018-040.

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J. Whiteley, Robert. "Condition Risk Assessment Of Underground Utilities With Sewreel Seismic Imaging." In 14th EEGS Symposium on the Application of Geophysics to Engineering and Environmental Problems. European Association of Geoscientists & Engineers, 2001. http://dx.doi.org/10.3997/2214-4609-pdb.192.bcf_1.

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Maksymchuk, V., T. Klymkovych, Ye Nakalov, I. Chobotok, and V. Tymoschyk. "Informativity Of Tectonomagnetic Monitoring In The Transcarpathians Active Seismic Zone." In 12th International Conference on Monitoring of Geological Processes and Ecological Condition of the Environment. Netherlands: EAGE Publications BV, 2018. http://dx.doi.org/10.3997/2214-4609.201803170.

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Peng*, Ke, Ying Rao, and Y. C. Ning. "Simulation of fluid flow and its seismic responses under anisotropic condition." In International Geophysical Conference, Qingdao, China, 17-20 April 2017. Society of Exploration Geophysicists and Chinese Petroleum Society, 2017. http://dx.doi.org/10.1190/igc2017-177.

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Reports on the topic "SEISMIC CONDITION"

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Tucay, J., B. Weaver, R. Hamberger, and M. Sampson. Seismic Condition Assessment of the B332 Building Structure – Seismic Structural Evaluation of the Plenum Equipment Building. Office of Scientific and Technical Information (OSTI), May 2020. http://dx.doi.org/10.2172/1670545.

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Simms, Janet, Benjamin Breland, and William Doll. Geophysical investigation to assess condition of grouted scour hole : Old River Control Complex—Low Sill Concordia Parish, Louisiana. Engineer Research and Development Center (U.S.), September 2021. http://dx.doi.org/10.21079/11681/41863.

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Geophysical surveys, both land-based and water-borne, were conducted at the Old River Control Complex‒Low Sill, Concordia Parish, LA. The purpose of the surveys was to assess the condition of the grout within the scour region resulting from the 1973 flood event, including identification of potential voids within the grout. Information from the ground studies will also be used for calibration of subsequent marine geophysical data and used in stability analysis studies. The water-borne survey consisted of towed low frequency (16-80 MHz) ground penetrating radar (GPR), whereas the land-based surveys used electrical resistivity and seismic refraction. The GPR survey was conducted in the Old River Channel on the upstream side of the Low Sill structure. The high electrical conductivity of the water (~50 mS/m) precluded penetration of the GPR signal; thus, no useful data were obtained. The land-based surveys were performed on both northeast and southeast sides of the Low Sill structure. Both resistivity and seismic surveys identify a layered subsurface stratigraphy that corresponds, in general, with available borehole data and constructed geologic profiles. In addition, an anomalous area on the southeast side was identified that warrants future investigation and monitoring.
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Schiller, Brandon, Tara Hutchinson, and Kelly Cobeen. Cripple Wall Small-Component Test Program: Wet Specimens II (PEER-CEA Project). Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, November 2020. http://dx.doi.org/10.55461/ldbn4070.

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This report is one of a series of reports documenting the methods and findings of a multi-year, multi-disciplinary project coordinated by the Pacific Earthquake Engineering Research Center (PEER and funded by the California Earthquake Authority (CEA). The overall project is titled “Quantifying the Performance of Retrofit of Cripple Walls and Sill Anchorage in Single-Family Wood-Frame Buildings,” henceforth referred to as the “PEER–CEA Project.” The overall objective of the PEER–CEA Project is to provide scientifically based information (e.g., testing, analysis, and resulting loss models) that measure and assess the effectiveness of seismic retrofit to reduce the risk of damage and associated losses (repair costs) of wood-frame houses with cripple wall and sill anchorage deficiencies as well as retrofitted conditions that address those deficiencies. Tasks that support and inform the loss-modeling effort are: (1) collecting and summarizing existing information and results of previous research on the performance of wood-frame houses; (2) identifying construction features to characterize alternative variants of wood-frame houses; (3) characterizing earthquake hazard and ground motions at representative sites in California; (4) developing cyclic loading protocols and conducting laboratory tests of cripple wall panels, wood-frame wall subassemblies, and sill anchorages to measure and document their response (strength and stiffness) under cyclic loading; and (5) the computer modeling, simulations, and the development of loss models as informed by a workshop with claims adjustors. This report is a product of Working Group 4 (WG4): Testing, whose central focus was to experimentally investigate the seismic performance of retrofitted and existing cripple walls. This report focuses stucco or “wet” exterior finishes. Paralleled by a large-component test program conducted at the University of California, Berkeley (UC Berkeley) [Cobeen et al. 2020], the present study involves two of multiple phases of small-component tests conducted at the University of California San Diego (UC San Diego). Details representative of era-specific construction, specifically the most vulnerable pre-1960s construction, are of predominant focus in the present effort. Parameters examined are cripple wall height, finish style, gravity load, boundary conditions, anchorage, and deterioration. This report addresses the third phase of testing, which consisted of eight specimens, as well as half of the fourth phase of testing, which consisted of six specimens where three will be discussed. Although conducted in different phases, their results are combined here to co-locate observations regarding the behavior of the second phase the wet (stucco) finished specimens. The results of first phase of wet specimen tests were presented in Schiller et al. [2020(a)]. Experiments involved imposition of combined vertical loading and quasi-static reversed cyclic lateral load onto ten cripple walls of 12 ft long and 2 or 6 ft high. One cripple wall was tested with a monotonic loading protocol. All specimens in this report were constructed with the same boundary conditions on the top and corners of the walls as well as being tested with the same vertical load. Parameters addressed in this report include: wet exterior finishes (stucco over framing, stucco over horizontal lumber sheathing, and stucco over diagonal lumber sheathing), cripple wall height, loading protocol, anchorage condition, boundary condition at the bottom of the walls, and the retrofitted condition. Details of the test specimens, testing protocol, including instrumentation; and measured as well as physical observations are summarized in this report. Companion reports present phases of the tests considering, amongst other variables, impacts of various boundary conditions, stucco (wet) and non-stucco (dry) finishes, vertical load, cripple wall height, and anchorage condition. Results from these experiments are intended to support advancement of numerical modeling tools, which ultimately will inform seismic loss models capable of quantifying the reduction of loss achieved by applying state-of-practice retrofit methods as identified in FEMA P-1100,Vulnerability-Base Seismic Assessment and Retrofit of One- and Two-Family Dwellings.
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Welch, David, and Gregory Deierlein. Technical Background Report for Structural Analysis and Performance Assessment (PEER-CEA Project). Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, November 2020. http://dx.doi.org/10.55461/yyqh3072.

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This report outlines the development of earthquake damage functions and comparative loss metrics for single-family wood-frame buildings with and without seismic retrofit of vulnerable cripple wall and stem wall conditions. The underlying goal of the study is to quantify the benefits of the seismic retrofit in terms of reduced earthquake damage and repair or reconstruction costs. The earthquake damage and economic losses are evaluated based on the FEMA P-58 methodology, which incorporates detailed building information and analyses to characterize the seismic hazard, structural response, earthquake damage, and repair/reconstruction costs. The analyses are informed by and include information from other working groups of the Project to: (1) summarize past research on performance of wood-frame houses; (2) identify construction features to characterize alternative variants of wood-frame houses; (3) characterize earthquake hazard and ground motions in California; (4) conduct laboratory tests of cripple wall panels, wood-frame wall subassemblies and sill anchorages; and (5) validate the component loss models with data from insurance claims adjustors. Damage functions are developed for a set of wood-frame building variants that are distinguished by the number of stories (one- versus two-story), era (age) of construction, interior wall and ceiling materials, exterior cladding material, and height of the cripple walls. The variant houses are evaluated using seismic hazard information and ground motions for several California locations, which were chosen to represent the range seismicity conditions and retrofit design classifications outlined in the FEMA P-1100 guidelines for seismic retrofit. The resulting loss models for the Index Building variants are expressed in terms of three outputs: Mean Loss Curves (damage functions), relating expected loss (repair cost) to ground-motion shaking intensity, Expected Annual Loss, describing the expected (mean) loss at a specific building location due to the risk of earthquake damage, calculated on an annualized basis, and Expected RC250 Loss, which is the cost of repairing damage due to earthquake ground shaking with a return period of 250 years (20% chance of exceedance in 50 years). The loss curves demonstrate the effect of seismic retrofit by comparing losses in the existing (unretrofitted) and retrofitted condition across a range of seismic intensities. The general findings and observations demonstrate: (1) cripple walls in houses with exterior wood siding are more vulnerable than ones with stucco siding to collapse and damage; (2) older pre-1945 houses with plaster on wood lath interior walls are more susceptible to damage and losses than more recent houses with gypsum wallboard interiors; (3) two-story houses are more vulnerable than one-story houses; (4) taller (e.g., 6-ft-tall) cripple walls are generally less vulnerable to damage and collapse than shorter (e.g., 2-ft-tall) cripple walls; (5) houses with deficient stem wall connections are generally observed to be less vulnerable to earthquake damage than equivalent unretrofitted cripple walls with the same superstructure; and (6) the overall risk of losses and the benefits of cripple wall retrofit are larger for sites with higher seismicity. As summarized in the report, seismic retrofit of unbraced cripple walls can significantly reduce the risk of earthquake damage and repair costs, with reductions in Expected RC250 Loss risk of up to 50% of the house replacement value for an older house with wood-frame siding at locations of high seismicity. In addition to the reduction in repair cost risk, the seismic retrofit has an important additional benefit to reduce the risk of major damage that can displace residents from their house for many months.
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Schiller, Brandon, Tara Hutchinson, and Kelly Cobeen. Cripple Wall Small-Component Test Program: Dry Specimens (PEER-CEA Project). Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, November 2020. http://dx.doi.org/10.55461/vsjs5869.

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This report is one of a series of reports documenting the methods and findings of a multi-year, multi-disciplinary project coordinated by the Pacific Earthquake Engineering Research Center (PEER) and funded by the California Earthquake Authority (CEA). The overall project is titled “Quantifying the Performance of Retrofit of Cripple Walls and Sill Anchorage in Single-Family Wood-Frame Buildings,” henceforth referred to as the “PEER–CEA Project.” The overall objective of the PEER–CEA Project is to provide scientifically based information (e.g., testing, analysis, and resulting loss models) that measures and documents seismic performance of wood-frame houses with cripple wall and sill anchorage deficiencies as well as retrofitted conditions that address those deficiencies. Three primary tasks support the earthquake loss-modeling effort. They are: (1) the development of ground motions and loading protocols that accurately represent the diversity of seismic hazard in California; (2) the execution of a suite of quasi-static cyclic experiments to measure and document the performance of cripple wall and sill anchorage deficiencies to develop and populate loss models; and (3) nonlinear response history analysis on cripple wall-supported buildings and their components. This report is a product of Working Group 4: Testing, whose central focus was to experimentally investigate the seismic performance of retrofitted and existing cripple walls. This present report focuses on non-stucco or “dry” exterior finishes. Paralleled by a large-component test program conducted at the University of California, Berkeley (UC Berkeley) [Cobeen et al. 2020], the present report involves two of multiple phases of small-component tests conducted at University of California San Diego (UC San Diego). Details representative of era-specific construction–specifically the most vulnerable pre-1960s construction–are of predominant focus in the present effort. Parameters examined are cripple wall height, finish style, gravity load, boundary conditions, anchorage, and deterioration. This report addresses all eight specimens in the second phase of testing and three of the six specimens in the fourth phase of testing. Although conducted in different testing phases, their results are combined here to co-locate observations regarding the behavior of all dry finished specimens. Experiments involved imposition of combined vertical loading and quasi-static reversed cyclic lateral load onto eleven cripple walls. Each specimen was 12 ft in length and 2-ft or 6-ft in height. All specimens in this report were constructed with the same boundary conditions on the top, bottom, and corners of the walls. Parameters addressed in this report include: dry exterior finish type (shiplap horizontal lumber siding, shiplap horizontal lumber siding over diagonal lumber sheathing, and T1-11 wood structural panels), cripple wall height, vertical load, and the retrofitted condition. Details of the test specimens, testing protocol (including instrumentation), and measured as well as physical observations are summarized. Results from these experiments are intended to support advancement of numerical modeling tools, which ultimately will inform seismic loss models capable of quantifying the reduction of loss achieved by applying state-of-practice retrofit methods as identified in FEMA P-1100 Vulnerability-Base Seismic Assessment and Retrofit of One- and Two-Family Dwellings.
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6

Schiller, Brandon, Tara Hutchinson, and Kelly Cobeen. Comparison of the Response of Small- and Large-Component Cripple Wall Specimens Tested under Simulated Seismic Loading (PEER-CEA Project). Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, November 2020. http://dx.doi.org/10.55461/iyca1674.

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This report is one of a series of reports documenting the methods and findings of a multi-year, multi-disciplinary project coordinated by the Pacific Earthquake Engineering Research Center (PEER and funded by the California Earthquake Authority (CEA). The overall project is titled “Quantifying the Performance of Retrofit of Cripple Walls and Sill Anchorage in Single-Family Wood-Frame Buildings,” henceforth referred to as the “PEER–CEA Project.” The overall objective of the PEER–CEA Project is to provide scientifically based information (e.g., testing, analysis, and resulting loss models) that measure and assess the effectiveness of seismic retrofit to reduce the risk of damage and associated losses (repair costs) of wood-frame houses with cripple wall and sill anchorage deficiencies as well as retrofitted conditions that address those deficiencies. Tasks that support and inform the loss-modeling effort are: (1) collecting and summarizing existing information and results of previous research on the performance of wood-frame houses; (2) identifying construction features to characterize alternative variants of wood-frame houses; (3) characterizing earthquake hazard and ground motions at representative sites in California; (4) developing cyclic loading protocols and conducting laboratory tests of cripple wall panels, wood-frame wall subassemblies, and sill anchorages to measure and document their response (strength and stiffness) under cyclic loading; and (5) the computer modeling, simulations, and the development of loss models as informed by a workshop with claims adjustors. This report is a product of Working Group 4: Testing, whose central focus was to experimentally investigate the seismic performance of retrofitted and existing cripple walls. Two testing programs were conducted; the University of California, Berkeley (UC Berkeley) focused on large-component tests; and the University of California San Diego (UC San Diego) focused on small-component tests. The primary objectives of the tests were to develop descriptions of the load-deflection behavior of components and connections for use by Working Group 5 in developing numerical models and collect descriptions of damage at varying levels of drift for use by Working Group 6 in developing fragility functions. This report considers two large-component cripple wall tests performed at UC Berkeley and several small-component tests performed at UC San Diego that resembled the testing details of the large-component tests. Experiments involved imposition of combined vertical loading and quasi-static reversed cyclic lateral load on cripple wall assemblies. The details of the tests are representative of era-specific construction, specifically the most vulnerable pre-1945 construction. All cripple walls tested were 2 ft high and finished with stucco over horizontal lumber sheathing. Specimens were tested in both the retrofitted and unretrofitted condition. The large-component tests were constructed as three-dimensional components (with a 20-ft  4-ft floor plan) and included the cripple wall and a single-story superstructure above. The small-component tests were constructed as 12-ft-long two-dimensional components and included only the cripple wall. The pairing of small- and large-component tests was considered to make a direct comparison to determine the following: (1) how closely small-component specimen response could emulate the response of the large-component specimens; and (2) what boundary conditions in the small-component specimens led to the best match the response of the large-component specimens. The answers to these questions are intended to help identify best practices for the future design of cripple walls in residential housing, with particular interest in: (1) supporting the realistic design of small-component specimens that may capture the response large-component specimen response; and (2) to qualitatively determine where the small-component tests fall in the range of lower- to upper-bound estimation of strength and deformation capacity for the purposes of numerical modelling. Through these comparisons, the experiments will ultimately advance numerical modeling tools, which will in turn help generate seismic loss models capable of quantifying the reduction of loss achieved by applying state-of-practice retrofit methods as identified in FEMA P-1100Vulnerability-Base Seismic Assessment and Retrofit of One- and Two-Family Dwellings. To this end, details of the test specimens, measured as well as physical observations, and comparisons between the two test programs are summarized in this report.
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7

Schiller, Brandon, Tara Hutchinson, and Kelly Cobeen. Cripple Wall Small-Component - Test Program: Comparisons (PEER-CEA Project). Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, November 2020. http://dx.doi.org/10.55461/lohh5109.

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Abstract:
This report is one of a series of reports documenting the methods and findings of a multi-year, multi-disciplinary project coordinated by the Pacific Earthquake Engineering Research Center (PEER) and funded by the California Earthquake Authority (CEA). The overall project is titled “Quantifying the Performance of Retrofit of Cripple Walls and Sill Anchorage in Single-Family Wood-Frame Buildings,” henceforth referred to as the “PEER–CEA Project.” The overall objective of the PEER–CEA Project is to provide scientifically based information (e.g., testing, analysis, and resulting loss models) that measure and assess the effectiveness of seismic retrofit to reduce the risk of damage and associated losses (repair costs) of wood-frame houses with cripple wall and sill anchorage deficiencies as well as retrofitted conditions that address those deficiencies. Tasks that support and inform the loss-modeling effort are: (1) collecting and summarizing existing information and results of previous research on the performance of wood-frame houses; (2) identifying construction features to characterize alternative variants of wood-frame houses; (3) characterizing earthquake hazard and ground motions at representative sites in California; (4) developing cyclic loading protocols and conducting laboratory tests of cripple wall panels, wood-frame wall subassemblies, and sill anchorages to measure and document their response (strength and stiffness) under cyclic loading; and (5) the computer modeling, simulations, and the development of loss models as informed by a workshop with claims adjustors. This report is a product of Working Group 4 (WG4): Testing, whose central focus was to experimentally investigate the seismic performance of retrofit and existing cripple walls. Amongst the body of reports from WG4, in the present report, a suite of four small cripple wall test phases, in total 28 specimens, are cross compared with varied exterior finishes, namely stucco (wet) and non-stucco (dry) exterior finishes. Details representative of era specific construction, specifically the most vulnerable pre-1960s construction are of predominant focus in the present effort. Experiments involved imposition of combined vertical loading and quasi-static reversed cyclic lateral load onto cripple walls of 12 ft in length and 2 ft or 6 ft in height. All specimens in this report were constructed with the same boundary conditions and tested with the same vertical load. Parameters addressed in this report include: wet exterior finishes (stucco over framing, stucco over horizontal lumber sheathing, and stucco over diagonal lumber sheathing); and dry exterior finishes (horizontal siding, horizontal siding over diagonal sheathing, and T1-11 wood structural panels) with attention towards cripple wall height and the retrofit condition. The present report provides only a brief overview of the test program and setup; whereas a series of three prior reports present results of test groupings nominally by exterior finish type (wet versus dry). As such, herein the focus is to cross compare key measurements and observations of the in-plane seismic behavior of all 28 specimens.
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8

McPherson, A. A. A Revised Seismic Site Conditions Map for Australia. Geoscience Australia, 2017. http://dx.doi.org/10.11636/record.2017.012.

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Schiller, Brandon, Tara Hutchinson, and Kelly Cobeen. Cripple Wall Small-Component Test Program: Wet Specimens I (PEER-CEA Project). Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, November 2020. http://dx.doi.org/10.55461/dqhf2112.

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This report is one of a series of reports documenting the methods and findings of a multi-year, multi-disciplinary project coordinated by the Pacific Earthquake Engineering Research Center (PEER and funded by the California Earthquake Authority (CEA). The overall project is titled “Quantifying the Performance of Retrofit of Cripple Walls and Sill Anchorage in Single-Family Wood-Frame Buildings,” henceforth referred to as the “PEER–CEA Project.” The overall objective of the PEER–CEA Project is to provide scientifically based information (e.g., testing, analysis, and resulting loss models) that measure and assess the effectiveness of seismic retrofit to reduce the risk of damage and associated losses (repair costs) of wood-frame houses with cripple wall and sill anchorage deficiencies as well as retrofitted conditions that address those deficiencies. Tasks that support and inform the loss-modeling effort are: (1) collecting and summarizing existing information and results of previous research on the performance of wood-frame houses; (2) identifying construction features to characterize alternative variants of wood-frame houses; (3) characterizing earthquake hazard and ground motions at representative sites in California; (4) developing cyclic loading protocols and conducting laboratory tests of cripple wall panels, wood-frame wall subassemblies, and sill anchorages to measure and document their response (strength and stiffness) under cyclic loading; and (5) the computer modeling, simulations, and the development of loss models as informed by a workshop with claims adjustors. This report is a product of Working Group 4: Testing and focuses on the first phase of an experimental investigation to study the seismic performance of retrofitted and existing cripple walls with sill anchorage. Paralleled by a large-component test program conducted at the University of California [Cobeen et al. 2020], the present study involves the first of multiple phases of small-component tests conducted at the UC San Diego. Details representative of era-specific construction, specifically the most vulnerable pre-1960s construction, are of predominant focus in the present effort. Parameters examined are cripple wall height, finish materials, gravity load, boundary conditions, anchorage, and deterioration. This report addresses the first phase of testing, which consisted of six specimens. Phase 1 including quasi-static reversed cyclic lateral load testing of six 12-ft-long, 2-ft high cripple walls. All specimens in this phase were finished on their exterior with stucco over horizontal sheathing (referred to as a “wet” finish), a finish noted to be common of dwellings built in California before 1945. Parameters addressed in this first phase include: boundary conditions on the top, bottom, and corners of the walls, attachment of the sill to the foundation, and the retrofitted condition. Details of the test specimens, testing protocol, instrumentation; and measured as well as physical observations are summarized in this report. In addition, this report discusses the rationale and scope of subsequent small-component test phases. Companion reports present these test phases considering, amongst other variables, the impacts of dry finishes and cripple wall height (Phases 2–4). Results from these experiments are intended to provide an experimental basis to support numerical modeling used to develop loss models, which are intended to quantify the reduction of loss achieved by applying state-of-practice retrofit methods as identified in FEMA P-1100, Vulnerability-Base Seismic Assessment and Retrofit of One- and Two-Family Dwellings.
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Kolaj, M., S. Halchuk, and J. Adams. Sixth-generation seismic hazard model of Canada: grid values of mean hazard to be used with the 2020 National Building Code of Canada. Natural Resources Canada/CMSS/Information Management, 2023. http://dx.doi.org/10.4095/331497.

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Canada's 6th Generation seismic hazard model is the basis for the seismic design provisions in the 2020 National Building Code of Canada. The 2020 code uses mean ground motions of spectral acceleration at 0.2, 0.5, 1.0, 2.0, 5.0 and 10.0 second periods, peak acceleration and peak velocity for a variety of site conditions. Users of the 2020 code access seismic hazard values by using the 2020 National Building Code of Canada Seismic Hazard Tool which provides values for any site located in Canada. The online tool accomplishes this through the interpolation of a pre-calculated dataset. This Open File provides that dataset for users who may wish to access those values directly, and describes the interpolation methods used.
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