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Добірка наукової літератури з теми "SEISMIC LOADINGS"

Автор: Grafiati

Опубліковано: 11 вересня 2023

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Статті в журналах з теми "SEISMIC LOADINGS"

Apostolopoulos, Charis, Argyro Drakakaki, and Maria Basdeki. "Seismic assessment of RC column under seismic loads." International Journal of Structural Integrity 10, no. 1 (February 4, 2019): 41–54. http://dx.doi.org/10.1108/ijsi-02-2018-0013.

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PurposeAs it is widely known, corrosion is a major deterioration factor for structures which are located on coastal areas. Corrosion has a great impact on both the durability and seismic performance of reinforced concrete structures. In the present study, two identical reinforced concrete columns were constructed and mechanical tests were organized to simulate seismic conditions. Prior to the initiation of the mechanical tests, the base of one of the two columns was exposed to predetermined accelerated electrochemical corrosion (at a height of 60 cm from the base). After the completion of the experimental loading procedure, the hysteresis curves – for unilateral and bilateral loadings – of the two samples were presented and analyzed (in terms of strength, displacement and dissipated energy). The paper aims to discuss this issue.Design/methodology/approachIn the present study, two identical reinforced concrete columns were constructed and mechanical tests were organized to simulate seismic conditions. The tests were executed under the combination of a constant vertical force with horizontal, gradually increasing, cyclic loads. The implemented displacements, of the free end of the column, ranged from 0.2 to 5 percent. Prior to the initiation of the mechanical tests, the base of one of the two columns was exposed to predetermined accelerated electrochemical corrosion (at a height of 60 cm from the base). After the completion of the experimental loading procedure, the hysteresis curves of the two samples were presented and analyzed (in terms of strength, displacement and dissipated energy).FindingsAnalyzing the results, for both unilateral and bilateral loadings, a significant reduction of the seismic performance of the corroded column was highlighted. The corrosion damage imposed on the reference column resulted in the dramatic decrease of its energy reserves, even though an increase in ductility was recorded. Furthermore, more attention was paid to the consequences of the uneven corrosion damage, recorded on the steel bars examined, on ductility, hysteretic behavior and damping ratio.Originality/valueIn the present paper, the influence of the corrosion effects on the cyclic response of structural elements was presented and analyzed. The simulation of the seismic conditions was achieved by imposing, at the same time, a constant vertical force and horizontal, gradually increasing, cyclic loads. Finally, an evaluation of the performance of a column, under both unilateral and bilateral loadings, took place before and after corrosion.

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Pham, Vi Van, Anh Ngoc Do, Hung Trong Vo, Daniel Dias ., Thanh Chi Nguyen, and Do Xuan Hoi. "Effect of soil Young’s modulus on Sub-rectangular tunnels behavior under quasi-static loadings." Journal of Mining and Earth Sciences 63, no. 3a (July 31, 2022): 10–21. http://dx.doi.org/10.46326/jmes.2022.63(3a).02.

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Tunnels are an important component of the transportation and utility system of cities. They are being constructed at an increasing rate to facilitate the need for space expansion in densely populated urban areas and mega-cities. The circular and rectangular tunnels cannot completely meet the requirements of underground space exploitation regarding the cross-section. Sub-rectangular tunnels are recently used to overcome some drawbacks of circular and rectangular tunnels in terms of low utilization space ratio and stress concentration, respectively. However, the behavior of the sub-rectangular tunnels under seismic loading is still limited. This need to be regarded and improved. This paper focuses on conducting a numerical analysis to study the behavior of the sub-rectangular tunnels under seismic loadings. Here seismic loadings in this study are represented by quasi-static loadings. Based on the numerical model of the circular tunnel that was validated by comparison with analytical solutions, the numerical model of the sub-rectangular tunnel is created. This paper is devoted to highlight the differences between the behavior of the sub-rectangular tunnels compared with the circular ones subjected to quasi-static loadings. The soil-lining interaction, i.e., full slip and no-slip conditions are particularly considered. The influence of soil’s Young’s modulus on the sub-rectangular tunnel behavior under quasi-static loading is also investigated. The results indicated that soil’s Young’s modulus significantly affects static, incremental, and total internal forces in the tunnel lining under quasi-static loadings. Special attention is a significant difference in total internal forces in the sub-rectangular tunnel lining in comparison with the circular tunnel ones and the stability of the lining tunnel for both the full slip and no-slip conditions when subjected to quasi-static loadings.

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Al Azem, Raneem, Wael Elleithy, Teck Leong Lau, and Mohammed Parvez Anwar. "Parametric study of tensegrity structures under seismic loading." E3S Web of Conferences 347 (2022): 03016. http://dx.doi.org/10.1051/e3sconf/202234703016.

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Tensegrity structures are spatial structures made up of an assembly of pin-jointed, prestressed continuous tension members and discontinuous compressive members, arranged in different complex shapes. Limited research has been carried out to analyse the dynamic response of these structures under seismic loading. This paper presents a parametric study to identify the suitability of different forms of these structures under combined vertical gravity and lateral seismic loadings. Different tensegrity shapes were analysed, as simplex and complex structures, under wind and earthquake loadings. These responses of the structures were also compared to that of conventional steel structures of the same shapes. Different parameters such as the effect of varying bar diameter, bar thickness, cable diameter, and tower height, were studied, and behavioural trends were identified. It was found that if a suitable tensegrity shape is chosen and optimized, its behavioural trends can be very similar to that of the conventional steel structures, while saving materials and therefore cost. Modal frequencies of the structure were also identified and found to be low, which is beneficial under earthquake loading. Thus, these systems can prove to be a valuable replacement to conventional systems under adverse dynamic loading.

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Zhang, Kun, Hui Li, Zhong Dong Duan, and Siu Seong Law. "Identification of Multi-Axial Seismic Loadings from Several Structural Dynamic Responses." Applied Mechanics and Materials 204-208 (October 2012): 2483–87. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.2483.

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A new method is proposed to identify multi-axial seismic loadings from structural dynamic responses on limited degrees of freedom. The seismic loadings acting on structures are modeled by Hartley series approximation, and the sensitivities of structural dynamic response with respect to the unknown approximation coefficients are derived. The identification equation is set up based on best fitting structural measured and calculated responses, and is solved with the damped least-squares method. A five-story three-dimensional steel frame structure excited by El-Centro seismic accelerations is studied for validating the proposed method. Numerical simulations with measurement noise and model errors show that the proposed method can accurately identify all seismic loadings from only several responses of the structure.

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Matuschka, T., K. R. Berryman, A. J. O'Leary, G. H. McVerry, W. M. Mulholland, and R. I. Skinner. "New Zealand seismic hazard analysis." Bulletin of the New Zealand Society for Earthquake Engineering 18, no. 4 (December 31, 1985): 313–22. http://dx.doi.org/10.5459/bnzsee.18.4.313-322.

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The results of a seismic hazard analysis for the country by the Seismic Risk Subcommittee (SRS) of the Standards Association are presented. The SRS was formed in 1979 to advise the Standards Association Loadings Code Amendments Committee on the frequency and level of earthquake ground shaking throughout New Zealand. Results of the SRS study are in terms of estimates of five percent damped horizontal acceleration response spectra for 50, 150, 450 and 1000 year return periods. It is intended that these results will form the basis for developing seismic design response spectra for the proposed new Loadings Code (NZS 4203).

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Hutchinson, G., J. Wilson, L. Pham, I. Billings, R. Jury, and A. King. "Developing a common Australasian Earthquake Loading Standard." Bulletin of the New Zealand Society for Earthquake Engineering 28, no. 4 (December 31, 1995): 288–93. http://dx.doi.org/10.5459/bnzsee.28.4.288-293.

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The development of a common Earthquake Loading Standard for Australia and New Zealand which has the potential for most countries in SE Asia is discussed in this paper. An historical perspective of earthquake loading standards in the two countries is introduced for background. In addition, two internationally recognised standards, Uniform Building Code (UBC) and Eurocode 8, covering earthquake loadings for areas of both low and high seismicity are presented. A seismic zoning scheme similar to the UBC approach is tentatively suggested for describing the seismic hazard of Australia and New Zealand. It is suggested that the requirements for design and detailing could vary from nominal tying together to capacity design procedures for the lowest and highest seismic zones respectively.

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Calvi, G. Michele, Gregory R. Kingsley, and Guido Magenes. "Testing of Masonry Structures for Seismic Assessment." Earthquake Spectra 12, no. 1 (February 1996): 145–62. http://dx.doi.org/10.1193/1.1585872.

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The experimental evaluation of strength, deformability, and energy dissipation capacity of unreinforced masonry buildings subjected to seismic loadings presents unique and complex problems, both for laboratory and field evaluations. The paper addresses these problems, focusing on the relative merits and roles of several experimental techniques, including quasistatic, dynamic, and pseudodynamic loadings at full and reduced scale.

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Zhang, Jian, Guo-Kai Yuan, Songye Zhu, Quan Gu, Shitang Ke, and Jinghua Lin. "Seismic Analysis of 10 MW Offshore Wind Turbine with Large-Diameter Monopile in Consideration of Seabed Liquefaction." Energies 15, no. 7 (March 30, 2022): 2539. http://dx.doi.org/10.3390/en15072539.

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With the increasing construction of large-scale wind turbines in seismically active coastal areas, the survivability of these high-rated-power offshore wind turbines (OWTs) in marine and geological conditions becomes extremely important. Although research on the dynamic behaviors of OWTs under earthquakes has been conducted with consideration of the soil-structure interaction, the attention paid to the impact of earthquake-induced seabed liquefaction on OWTs supported by large-diameter monopiles remains limited. In view of this research gap, this study carries out dynamic analyses of a 10 MW OWT under combined wind, wave, and earthquake loadings. This study uses a pressure-dependent multisurface elastoplastic constitutive model to simulate the soil liquefaction phenomenon. The results indicate that the motion of the large-diameter monopile leads to more extensive soil liquefaction surrounding the monopile, specifically in the zone near the pile toe. Moreover, compared with earthquake loading alone, liquefaction becomes more severe under the coupled wind and earthquake loadings. Accordingly, the dynamic responses of the OWT are apparently amplified, which demonstrates the importance of considering the coupling loadings. Compared with wind loading, the effect of wave loading on the dynamic response and liquefaction potential is relatively insignificant.

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Yuksel, Tugce, Yalcin Yuksel, Busra Basaran, and Esin Cevik. "DETERMINATION OF CROSS SECTIONS FOR GRAVITY TYPE QUAY WALLS." Coastal Engineering Proceedings, no. 35 (June 23, 2017): 5. http://dx.doi.org/10.9753/icce.v35.structures.5.

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Block type quay walls are widely used as port structures in the world. In this study three types of vertical block type quay walls with different block size exposed to seismic loading were investigated experimentally. The block ratios of Type I, Type II and III vertical wall models are B/h=2, 1.5 and 1.5 & H/h=6, 6 and 3, respectively. The tests were conducted in the shaking tank with different harmonic seismic loadings and the behaviors of these walls were investigated comparatively.

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Behr, Richard A., and Abdeldjelil Belarbi. "Seismic Test Methods for Architectural Glazing Systems." Earthquake Spectra 12, no. 1 (February 1996): 129–43. http://dx.doi.org/10.1193/1.1585871.

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An ongoing effort is being made at the University of Missouri-Rolla to develop standard laboratory test methods and codified design procedures for architectural glass under seismic loadings. Recent laboratory work has yielded some promising results regarding the development of an appropriate seismic test method for architectural glass, as well as identifying ultimate limit states that quantify the seismic performance and damage thresholds of various glass types. Specifically, a straightforward “crescendo-like” in-plane dynamic racking test, performed at a constant frequency, has been employed successfully. Two ultimate limit states for architectural glass have been defined: (1) a lower ultimate limit state corresponding to major glass crack pattern formation; and (2) an upper limit state corresponding to significant glass fallout. Early crescendo tests have yielded distinct and repeatable ultimate limit state data for various storefront glass types tested under dynamic racking motions. Crescendo tests will also be used to identify and quantify serviceability limit states for architectural glass and associated glazing components under dynamic loadings. These limit state data will support the development of rational design procedures for architectural glass under seismic loadings.

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Дисертації з теми "SEISMIC LOADINGS"

Sahoo, Pragyan Pradatta. "Analytical and numerical investigations of soil slopes subjected to seismic loadings." Thesis, Edith Cowan University, Research Online, Perth, Western Australia, 2019. https://ro.ecu.edu.au/theses/2260.

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Seismic slope stability is one of the critical areas in the field of earthquake geotechnical engineering in view of catastrophic geohazards. Over the years, significant advances have been made in the methodologies of slope stability analysis subjected to seismic loadings. The seismic stability analysis of the slopes is influenced by various factors, and therefore, a complete seismic slope stability analysis must account the soil properties, geological parameters, slope geometry and loading to eliminate the susceptibility of slope failures. A detailed review of the literature shows that several analytical and numerical studies have been carried out to investigate the effect of different geotechnical parameters on stability analysis during earthquake condition; however, the effect of vertical seismic loading on the slope stability has generally be ignored. It is also noticed that most analytical methods of seismic slope stability analysis, as available for routine field applications, account for the horizontal seismic loading only. Recent findings have shown that consideration of vertical seismic force has a high possibility to influence the conventional slope stability analysis. Therefore, there is a big scope to study the combined effect of horizontal and vertical seismic loadings on the stability of slopes by developing improved analytical methods and numerical models...

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Sullins, Eric James. "Analysis of radio communication towers subjected to wind, ice and seismic loadings." Diss., Columbia, Mo. : University of Missouri-Columbia, 2006. http://hdl.handle.net/10355/4561.

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Thesis (M.S.)--University of Missouri-Columbia, 2006.
The entire dissertation/thesis text is included in the research.pdf file; the official abstract appears in the short.pdf file (which also appears in the research.pdf); a non-technical general description, or public abstract, appears in the public.pdf file. Title from title screen of research.pdf file viewed on (February 23, 2006) Includes bibliographical references.

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Zahid, Muhammad. "Active earth pressure from c-Ø soil subjected to surcharge and seismic loadings." Thesis, Edith Cowan University, Research Online, Perth, Western Australia, 2010. https://ro.ecu.edu.au/theses/1823.

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Construction of retaining structures to support soils at slopes steeper than their angle of repose has been a routine practice in most civil engineering projects. The successful design of such structures depends greatly on the calculation of total active force from the soil backfills, which has been a topic of research since the early development of analytical expressions presented by Coulomb (1776) and Rankine (1857). Mononobe-Okabe equation was developed during 1926-1929 for calculating total active earth pressure from cohesionless soil (f soil) backfills. In recent past, attempts have been made to develop analytical expressions for the total seismic active force on retaining structures from the c-f soil backfills considering both horizontal and vertical seismic coefficients. However, an effort still requires presenting an analytical expression for a generalised case. Therefore, in this thesis, an attempt is made to extend the earlier expression (Shukla et al., 2009) for incorporating the effect of surcharge so that the newly developed expression can be used to estimate the total dynamic active force under both surcharge and seismic loading conditions. The newly developed analytical expression results in several simplified expressions for static/dynamic cases, which have been presented by earlier researchers. A parametric study has been carried out to investigate the effect of surcharge and seismic loadings on the active earth pressure considering practical ranges of field parameters. It is observed that the total seismic active force increases linearly as the surcharge increases for any value of angle of shearing resistance and cohesion of the soil backfill; the rate of increase remains independent of the cohesion. As the horizontal seismic coefficient increases towards the wall, the total seismic active force increases nonlinearly, but it decreases with its increase towards the backfill for any value of shear strength parameters of the backfill. As the vertical seismic coefficient increases downwards, the total dynamic active force increases linearly, but it decreases for an upward increase. It is also noted that the critical value of the inclination to the horizontal of the failure plane decreases with an increase in surcharge. As the horizontal seismic coefficient increases towards the wall, the critical angle of inclination decreases nonlinearly, whereas it increases for an increase towards the backfill. Additionally, it has been noticed that the critical angleof inclination increases nonlinearly as the vertical seismic coefficient increases downwards, but it decreases with an increase in the upward direction. Design charts have been presented for several possible cases. A numerical example is illustrated to explain the design steps so that practising engineers can design the retaining structures conveniently under surcharge and seismic loadings.

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Soelarso, Soelarso. "On the finite element analysis and design of the spider net system footing (SNSF) considering static and seismic loadings." Thesis, Compiègne, 2021. https://bibliotheque.utc.fr/Default/doc/SYRACUSE/2021COMP2656.

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Cette thèse est consacrée à la compréhension approfondie du comportement mécanique de fondations superficielles de bâtiments construits sur sols relativement mous en s’appuyant sur des modélisations numériques par éléments finis tridimensionnels. Les fondations superficielles concernées permettent une diffusion et transferts de charges de type « toile d’araignée » ou « pieds de poule », fréquemment utilisés en Indonésie et appelés Spider Net System Footing (SNSF). Ces types de fondation sont adaptées aux sols mous mais aussi aux sollicitations de type tremblement de terre. Elles ont été très peu étudiées d’un point de vue scientifique. L’approche de modélisation par éléments finis en élasticité tridimensionnelle est bien adaptée aux couplages de la fondation avec la structure supérieure et avec le sol de support. Après validation des modèles éléments finis en comparant nos résultats avec des approches numériques et expérimentales existantes, nous proposons deux types d’analyses s’appuyant sur des données géométriques, mécaniques et matérielles d’une construction récente sur l’ile de Java, Province de Banten. Le premier type de modélisations permet une analyse fine du comportement statique d’une cellule de fondation avec deux poteaux, soumise à des charges verticales. Le second type de modélisations permet d’estimer les fréquences propres de vibrations libres et d’étudier le comportement d’une cellule de fondation représentative soumise à des actions sismiques, traduites en sollicitations sous charges latérales équivalentes. Les travaux incluent non seulement des analyses détaillées avec des données existantes mais aussi une proposition de dimensionnement pour projets futurs. Par ailleurs le rôle de la fondation et du sol support sur la rigidité axiale, sur les fréquences de vibration et sur la rigidité en flexion ont fait l’objet d’une attention particulière.Toutes les analyses (ou presque) ont été réalisées à l’aide des modules de la suite Hyperworks d’Altair (Hypermesh, Optistruct)
This thesis is devoted to a thorough understanding of the mechanical behavior of shallow foundations of buildings built on relatively soft soils, based on three-dimensional finite element numerical modelling. The shallow foundations involved allow the diffusion and transfer of loads, as for "spider webs" or "chicken feet". They are frequently used in Indonesia and called Spider Net System Footing (SNSF). These types of foundations are suitable for soft soils but also resistant under earthquake actions. They have little been studied from a scientific point of view. The finite element modeling approach in three-dimensional elasticity is well suited to take into account the couplings of the foundation with the upper structure and with the supporting soil. After validation of our finite element models by comparing our results with existing numerical and experimental ones, we propose two types of analyses based on geometric, mechanical and material data extracted from of a recent construction on the island of Java, Province of Banten. The first type of analyses allows fine relevant modelling of the static behavior of a foundation cell with two columns, subjected to vertical gravity loads. The second type of modelling makes it possible to estimate the frequencies of free vibrations and to study the behavior of a representative foundation cell subjected to seismic actions, under equivalent lateral loads via the Elastic Response Spectrum Approach. The present work includes not only detailed analyses with existing data but also a design proposal for future projects. Special attention is also paid to the role of the foundation and the supporting soil on the axial rigidity, vibration frequencies and bending stiffness. Almost all finite element analyses have been done using the Hyperworks software from Altair (Hypermesh, Optistruct)

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Susila, Gede Adi. "Experimental and numerical studies of masonry wall panels and timber frames of low-rise structures under seismic loadings in Indonesia." Thesis, University of Manchester, 2014. https://www.research.manchester.ac.uk/portal/en/theses/experimental-and-numerical-studies-of-masonry-wall-panels-and-timber-frames-of-lowrise-structures-under-seismic-loadings-in-indonesia(3ceb094b-4e6e-432a-b3de-3d4c306b0551).html.

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Indonesia is a developing country that suffers from earthquakes and windstorms and where at least 60% of houses are non-engineered structures, built by unskilled workers using masonry and timber. The non-engineered housing units developed in urban region are also vulnerable to seismic hazard due to the use of low quality of material and constructions method. Those structures are not resistant to extreme lateral loads or ground movement and their failure during an earthquake or storm can lead to significant loss of life. This thesis is concerned with the structural performance of Indonesian low-rise buildings made of masonry and timber under lateral seismic load. The research presented includes a survey of forms of building structure and experimental, analytical and numerical work to predict the behaviour of masonry wall and traditional timber frame buildings. Experimental testing of both masonry and timber have been carried out in Indonesia to establish the quality of materials and to provide material properties for numerical simulations. The experimental study found that the strength of Indonesia-Bali clay brick masonry are below the minimum standard required for masonry structures built in seismic regions, being at least 50% lower than the requirement specified in British Standard and Eurocode-6 (BS EN 1996-1-1:2005). In contrast, Indonesian timber materials meet the strength classes specified in British Standard/Eurocode- 5 (BS EN 338:2009) in the range of strength grade D35-40 and C35).Structural tests under monotonic and cyclic loading have been conducted on building components in Indonesia, to determine the load-displacement capacity of local hand-made masonry wall panels and timber frames in order to: (1) evaluate the performance of masonry and timber frame structure, (2) investigate the dynamic behaviour of both structures, (3) observe the effect of in-plane stiffness and ductility level, and (4) examine the anchoring joint at the base of timber frame that resists the overturning moment. From these tests, the structural ductility was found to be less than two which is below the requirement of the relevant guidelines from the Federal Emergency Management Agency, USA (FEMA-306). It was also observed that the lateral stiffness of masonry wall is much higher than the equivalent timber frame of the same height and length. The experimental value of stiffness of the masonry wall panel was found to be one-twelfth of the recommended values given in FEMA-356 and the Canadian Building code. The masonry wall provides relatively low displacement compared to the large displacement of the timber frame at the full capacity level of lateral load, with structural framing members of the latter remaining intact. The weak point of the timber frame is the mechanical joint and the capacity of slip joint governs the lateral load capacity of the whole frame. Detailed numerical models of the experimental specimens were setup in Abaqus using three-dimensional solid elements. Cohesive elements were used to simulate the mortar behaviour, exhibiting cracking and the associated physical separation of the elements. Appropriate contact definitions were used where relevant, especially for the timber frame joints. A range of available material plasticity models were reviewed: Drucker-Prager, Crystalline Plasticity, and Cohesive Damage model. It was found that the combination of Crystalline Plasticity model for the brick unit and timber, and the Cohesive Damage model for the mortar is capable of simulating the experimental load-displacement behaviour fairly accurately. The validated numerical models have been used to (1) predict the lateral load capacity, (2) determine the cracking load and patterns, (3) carry out a detailed parametric study by changing the geometric and material properties different to the experimental specimens. The numerical models were used to assess different strengthening measures such as using bamboo as reinforcement in the masonry walls for a complete single storey, and a two-storey houses including openings for doors and windows. The traditional footing of the timber structures was analysed using Abaqus and was found to be an excellent base isolation system which partly explains the survival of those structures in the past earthquakes. The experimental and numerical results have finally been used to develop a design guideline for new construction as well as recommendations for retrofitting of existing structures for improved performance under seismic lateral load.

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FIERRO, Tony. "Implementation and use of advanced constitutive models in numerical codes for the evaluation of the soil response under seismic loadings." Doctoral thesis, Università degli studi del Molise, 2022. https://hdl.handle.net/11695/115267.

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La previsione del comportamento dei terreni sotto azioni sismiche rappresenta un arduo obiettivo da raggiungere per l’Ingegneria Geotecnica Sismica. In tali condizioni, è possible raggiungere un’ampio range di livelli deformativi. In questo contesto, un ruolo chiave lo gioca la modellazione numerica, ma differenti requisiti sono necessari affinchè essa sia efficace: il terreno va modellato con un solido modello costitutivo su una piattaforma software testata e la geometria del problema va correttamente definita. Con queste premesse, la tesi mostra l’implementazione e l’uso di modelli costitutivi avanzati in OpenSees, una piattaforma numerica open-source, per studiare l’applicabilità di questi ultimi a casi pratici. Sono stati considerati differenti scenari in cui sono mobilizzati livelli diversi di deformazione e di complessità crescente in termini di geometria del problema. Inizialmente, sono stati analizzati i modelli costitutivi più diffusi per riprodurre la risposta meccanica dei terreni granulari in condizioni non drenate. È emerso che SANISAND e PM4SAND sono gli unici disponibili in OpenSees, mentre il modello NTUASand02 non è mai stato implementato in un codice agli elmenti finiti per analisi di risposta sismica locale in condizioni non drenate. Per tale ragione, il modello è stato inserito in OpenSees e la procedura seguita per l’implementazione e la validazione del modello è mostrata in dettaglio. Sono state simulate prove triassiali e di taglio semplice, monotone e cicliche, in condizioni drenate e non, per osservare la risposta a livello dell’elemento e confrontare i risultati ottenuti in OpenSees con quelli dell’implementazione originale. Inoltre, sono stati testati differenti schemi di integrazione ed è stata riprodotta la curva di decadimento del modulo di rigidezza a taglio della sabbia del Nevada. I tre modelli (SANISAND, PM4SAND, NTUASand02) sono stati poi adottati per studiare la risposta sismica di una colonna di 20 m di sabbia del Nevada. Il confronto tra le risposte si è rivelato soddisfacente, specialmente in condizioni drenate e non drenate a bassi livelli deformativi. Quando, invece, si aumenta l’ampiezza del moto sismico, la liquefazione influenza molto la risposta. Poi, sono stati simulati due test in centrifuga in condizioni free-field condotti nell’ambito del Progetto LIQUEFACT sulla sabbia del Ticino. La linea mediana della scatola è stata riprodotta alla scala del prototipo e il terreno è modellato con PM4SAND. I risultati delle simulazioni hanno evidenziato come le serie temporali sono correttamente riprodotte, mentre le sovrappressioni neutre sono sovrastimate. Infine, è stato riprodotto il caso del bacino di San Giuliano di Puglia utilizzando l’interpreter parallelo OpenSeesSP su DesignSafe-CI. In particolare, nel 2002, il terremoto del Molise ha causato la morte di 27 bambini e una maestra nell’area di nuova costruzione del paese, mentre nel centro storico si sono osservati danni molto ridotti. Per tale ragione, il bacino è stato modellato in OpenSeesSP utilizzando i dati geotecnici più recenti ed il sistema di monitoraggio installato nel paese è stato utilizzato per la validazione del modello numerico. Il modello pressure-independent multi-yield è stato utilizzato per il bacino. In generale, si è osservato un buon accordo tra accelerogrammi simulati e registrati, mentre i profili del fattore di amplificazione sono risultati consistenti con la distribuzione del danno conseguente al sisma del 2002.
The prediction of soil behaviour when seismic loads are applied is a challenging task to be achieved in Geotechnical Earthquake Engineering. However, when dynamic loadings are involved, low-to-high strain levels are reached. In this context, a key role is played by the numerical modelling, and different features are required to make it reliable: the soil should be modelled exploiting a solid constitutive framework, a widely tested software platform should be adopted, and the geometry of the problem under analysis should be correctly defined. On these premises, the thesis focuses on the implementation and use of advanced constitutive models in an open-source numerical platform, namely OpenSees, to show their applicability to practical cases. Different scenarios mobilizing small-to-high strain levels are considered and an increasing complexity of the geometry of the problem is analyzed. Firstly, the most adopted constitutive models able to simulate granular soils behaviour under undrained conditions are reviewed; here, it emerged that SANISAND and PM4SAND only are available in OpenSees, while the NTUASand02 model has never been implemented in a finite element code to perform fully-coupled site response analysis. For this reason, the model has been added to the OpenSees framework, and the whole procedure to implement and validate the implementation is shown in detail. Drained and undrained, monotonic and cyclic, triaxial and direct simple shear tests have been performed to compare the elemental response obtained in OpenSees to that resulting from the original implementation. Furthermore, different integration schemes have been tested and the modulus reduction curve of Nevada sand has been simulated. Then, the three constitutive models (SANISAND, PM4SAND, NTUASand02) have been tested in the simulation of the response of a 20-m thick column of Nevada sand. The comparison between the resulting responses has revealed satisfactory, especially under drained conditions and under undrained conditions at low-strain levels. When the shaking amplitude increases, soil liquefaction strongly affects the responses. Then, two free-field centrifuge tests performed in the framework of LIQUEFACT project on Ticino Sand has been simulated. The centerline of the centrifuge box has been modelled at the prototype scale and the soil non-linearity has been accounted for using PM4SAND. The results of the simulations highlighted that the acceleration time-series are correctly reproduced, while the excess pore water pressure time series are overestimated. Finally, the paradigmatic case of the San Giuliano di Puglia basin is modelled exploiting the valuable computational capabilities of the single processor parallel interpreter OpenSeesSP on the DesignSafe-CI. In particular, in 2002, the Molise Earthquake caused the death of 27 children and a teacher in the newly built area of the town, while the historical core experienced limited damage. For this reason, the whole valley has been modelled in OpenSeesSP exploiting the most recent geotechnical data and the monitoring system installed in the town has been used as benchmark to validate the numerical model. The soil behaviour is modelled using the pressure-independent multi-yield constitutive model. Generally, a good agreement has been highlighted in the time domain by comparing recorded and simulated data, while the amplification factor profile is consistent to the damage distribution observed after the 2002 earthquake.

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Thiemann, Zachary John-William. "Pretest 3-D finite element analysis of the girder-to-cap-beam connection of an inverted-tee cap beam designed for seismic loadings." [Ames, Iowa : Iowa State University], 2009. http://gateway.proquest.com/openurl?url_ver=Z39.88-2004&rft_val_fmt=info:ofi/fmt:kev:mtx:dissertation&res_dat=xri:pqdiss&rft_dat=xri:pqdiss:1473267.

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Forsgren, Erik, and Isak Berneheim. "Behavior of Swedish Concrete Buttress Dams at Sesmic Loading." Thesis, KTH, Betongbyggnad, 2016. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-189237.

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The aim of the thesis is to study the response of Swedish buttress dams if they are subjected to an earthquake of relevant magnitude to Sweden. Swedish dams are evaluated for an extensive amount of load cases, but not for earthquake loading. Therefore, it is not known how the Swedish buttress dams would respond during such loading. Earthquake engineering is practised only to a marginal extent in Sweden due to a low risk of major earthquakes. In fact, an earthquake hazard zonation map that provides data for earthquake resistant design, does not even exist for Sweden. Therefore, part of the thesis is aimed at acquiring data from alternative sources to enable seismic evaluation. The effect of earthquakes on Swedish buttress dams are analysed through case studies. The case studies are performed with numerical analysis using the commercial finite element program Brigade Plus. The case studies are performed on two buttress dam models that were selected based on an inventory of Swedish buttress dams. In the case studies, the dam models are evaluated for the Safety Evaluation Earthquake (SEE), which correspond to 10 000 years return period. At the SEE event, the Peak Ground Acceleration (PGA), is also related to the geographical location of a dam. The envelope of available PGA in Sweden was used in the case studies to cover the spectrum of PGA. The response of the dams to the lowest value of PGA is insignificant and the dams are essentially unaffected. However, for the highest value of PGA the responses indicates that the concrete of the dams is severely cracked and that the ultimate capacity of the reinforcement may be exceeded. Hence, it is concluded that the geographical location of a Swedish dam is highly influential on the response to earthquake loading.
Syftet med denna uppsats är att analysera effekten på svenska betonglamelldammar i det fall de utsätts för en jordbävning av relevant magnitud för Sverige. Svenska dammar har blivit utvärderade för ett stort antal lastfall, dock ej för jordbävningslaster. Det är därför inte känt hur svenska betonglamelldammar uppträder under sådana laster. Jordbävningsdimensionering tillämpas endast marginellt i Sverige eftersom det föreligger låg risk för kraftfulla jordbävningar. Faktum är att en zonindelningskarta över jordbävningsrisk för byggnadsdimensionering inte ens existerar i Sverige. Därför dedikeras en del av uppsatsen till att hitta data från alternativa källor för seismisk utvärdering. Effekten av jordbävningar på svenska betonglamelldammar analyseras genom fallstudier. Dessa är genomförda baserat på numerisk analys med det kommersiella finita element programmet Brigade Plus. Analyserna är baserade på två utvalda betonglamelldammodeller som valdes genom en inventering av svenska betonglamelldammar. I fallstudien utvärderas dammarna för en Säkerhet Utvärderings Jordbävning (SUJ), denna motsvaras av 10 000 års återkomsttid. Vid en SUJ relateras den Maximala Mark Accelerationen (MAA) även till det geografiska läget av en damm. Ytterlighetsvärdena av tillgänglig MMA värden i Sverige användes i fallstudien för att täcka in hela spektrumet. Effekten av det lägsta MMA värdet på dammarna är obetydlig och dammarna kan anses i stort sett opåverkade. Det högsta värdet av MMA indikerar dock att dammarnas betong utsätts för stor uppsprickning och att kapaciteten av armeringen överskrids. Det kan därmed fastslås att det geografiska läget av en damm har stort inflytande över vilken effekt som kan förväntas vid en jordbävning

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Nicknam, Ahmad. "Non-linear analysis of reinforced concrete structures subjected to transient forces." Thesis, Heriot-Watt University, 1994. http://hdl.handle.net/10399/1432.

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Dow, Ryan A. (Ryan Andrew) 1977. "Performance of glass panels under seismic loading." Thesis, Massachusetts Institute of Technology, 2001. http://hdl.handle.net/1721.1/84274.

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Книги з теми "SEISMIC LOADINGS"

Pressure Vessels and Piping Conference (1989 Honolulu, Hawaii). Application of modal analysis techniques to seismic and dynamic loadings: Presented at the 1989 ASME Pressure Vessels and Piping Conference--JSME co-sponsorship, Honolulu, Hawaii, July 23-27, 1989. New York, N.Y: American Society of Mechanical Engineers, 1989.

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Sen, Tapan K. Fundamentals of Seismic Loading on Structures. Chichester, UK: John Wiley & Sons, Ltd, 2009. http://dx.doi.org/10.1002/9780470742341.

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Sen, Tapan K. Fundamentals of seismic loading on structures. Chichester, West Sussex, U.K: Wiley, 2009.

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Black, Cameron J. Viscous heating of fluid dampers under wind and seismic loading: Experimental studies, mathematical modeling and design formulae. Berkeley: Dept. of Civil and Environmental Engineering, University of California, 2005.

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Y, Cheng Franklin, and American Society of Civil Engineers. Structural Division., eds. Stability under seismic loading: Proceedings of a session at Structures Congress '86. New York, NY: American Society of Civil Engineers, 1986.

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R, Bergmann, and Comité international pour l'étude et le développement de la construction tubulaire, eds. Design guide for concrete filled hollow section columns under static and seismic loading. Köln: TÜV Rheinland, 1995.

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Tzenov, Ludmil. Seismic resistant design of irregular structures: Generalised method for determination of design seismic loading = Düzensiz yapıların deprem yüklerine göre hesabı : deprem yüklerinin belirlenmesi için genelleştirilmiş metod. Maslak, İstanbul: Turkish Earthquake Foundation, 2001.

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béton, Comité euro-international du, ed. RC frames under earthquake loading: State of the art report. London, UK: T. Telford, 1996.

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Частини книг з теми "SEISMIC LOADINGS"

Calado, L., J. M. Proença, L. Simões da Silva, and Paulo J. S. Cruz. "Composite frames with under dynamic loadings: Numerical and experimental analysis." In Behaviour of Steel Structures in Seismic Areas, 463–70. London: CRC Press, 2021. http://dx.doi.org/10.1201/9781003211198-64.

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Chen, Zhexian, Wenfu He, Sen Yang, Cheng Chang, and Min Ji. "Seismic Performance of a Precast Hollow Insulated Shear Wall." In Lecture Notes in Civil Engineering, 430–39. Singapore: Springer Singapore, 2022. http://dx.doi.org/10.1007/978-981-19-1260-3_39.

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AbstractA new precast hollow insulation shear wall (PHISW) is proposed in this paper. To study the seismic behaviors of the new PHISW, two cast-in-place solid shear wall (CSW) specimens, two precast monolithic hollow insulated shear wall (PMW) specimens, and two precast hollow insulated shear wall (PSW) specimens with vertical seams were produced and subjected to low-cyclic reversed loadings. The seismic indices obtained from low-cyclic reversed tests include the failure pattern, hysteretic curves and energy dissipation. The experiment results indicate that flexural failure is the main failure mode of the specimens, but a noticeable difference is detected in the cracking distribution between the three types of shear walls. The bearing capacity of each characteristic point of PMW and PSW is comparable to that of CSW. The ductility coefficient of the newly proposed precast shear wall is slightly lower than that of CSW.

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O’Carroll, M. J. "Seismic Vibrational Loadings Induced by Rocking of Free-Standing Bodies." In Industrial Vibration Modelling, 179–82. Dordrecht: Springer Netherlands, 1987. http://dx.doi.org/10.1007/978-94-009-4480-0_12.

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Gaudio, Domenico, Luca Masini, and Sebastiano Rampello. "A Procedure to Design Geosynthetic-Reinforced Earth-Retaining Walls Under Seismic Loadings." In Challenges and Innovations in Geomechanics, 300–308. Cham: Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-64518-2_36.

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Morris, Gareth, Mark Browne, Kirsti Murahidy, and Mike Jacka. "Christchurch Town Hall Complex: Post-Earthquake Ground Improvement, Structural Repair, and Seismic Retrofit." In Case Studies on Conservation and Seismic Strengthening/Retrofitting of Existing Structures, 145–72. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2020. http://dx.doi.org/10.2749/cs002.145.

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The Christchurch Town Hall (CTH) complex contains six reinforced concrete buildings constructed circa 1970 in Christchurch, New Zealand (NZ). The complex is used for performing arts and entertainment, with an Auditorium that is internationally recognized for its acoustics. It is listed as a Grade-1 heritage building due to its cultural and historical significance. Unfortunately, the CTH foundation system was not originally designed to accommodate liquefaction-induced differential settlement and lateral spreading effects, as highlighted by the 2010–2011 Canterbury earthquake sequence. Although the most extreme ground motions exceeded the NZS 1170.5 code-defined 1/2500 year earthquake loads, the CTH structures performed remarkably well for a design that pre-dated modern seismic codes. Most of the observed structural damage was a result of the differential ground deformations, rather than in response to inertial forces. The post-earthquake observations and signs of distress are presented herein. The primary focus of this paper is to describe two major features of the seismic retrofit project (initiated in 2013) which were required to upgrade the CTH complex to meet 100% of current NZS 1170.5 seismic loadings. Firstly, the upgrade required extensive ground improvement and a new reinforce concrete mat slab to mitigate the impacts future ground deformations. Soil stabilization was provided by a cellular arrangement of jet-grout columns, a relatively new technique to NZ at the time. The new mat slab (typically 600-900 mm) was constructed over the stabilized soils. Secondly, upgrading the superstructure had many constraints that were overcome via a performance-based design approach, using non-linear time-history analysis. Recognizing the heritage significance, the superstructure “resurrection” as a modern building was hidden within the original skin minimized disruption of heritage fabric. Retrofit solutions were targeted, which also minimized the overall works. The 2015–2019 construction phase is briefly discussed within, including jet-grout procedures and sequencing considerations.

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Zainab, N. A. N., A. M. Andrew, S. Ragunathan, A. S. N. Amirah, W. H. Tan, W. Faridah, and C. C. Mah. "Performance of Concrete Gravity Dam with Different Height of Dam and Water Level Under Seismic Loadings." In Lecture Notes in Mechanical Engineering, 661–72. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-16-0866-7_56.

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Ekbote, Anupkumar G., and Lohitkumar Nainegali. "Influence of Different Seismic Loadings on the Closely Spaced Interfering Footings Embedded in Cohesionless Foundation Medium." In Lecture Notes in Civil Engineering, 65–73. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-33-4005-3_6.

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Benavent-Climent, Amadeo, David Escolano-Margarit, and Leandro Morillas. "Energy Dissipation Capacity of RC Columns Subjected to Dynamic Biaxial Seismic Loadings on a Shake Table." In Lecture Notes in Civil Engineering, 29–45. Cham: Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-73932-4_3.

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Hinzen, Klaus-G. "Seismic Loading." In Structural Dynamics with Applications in Earthquake and Wind Engineering, 97–151. Berlin, Heidelberg: Springer Berlin Heidelberg, 2019. http://dx.doi.org/10.1007/978-3-662-57550-5_2.

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Lu, Xilin, Dun Wang, and Bin Zhao. "Experimental Study on Seismic Performance of Precast Concrete Shear Wall with Joint Connecting Beam Under Cyclic Loadings." In Experimental Research in Earthquake Engineering, 373–86. Cham: Springer International Publishing, 2015. http://dx.doi.org/10.1007/978-3-319-10136-1_23.

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Тези доповідей конференцій з теми "SEISMIC LOADINGS"

Park, J., and D. A. Reed. "Utility Performance for Seismic Loadings." In Structures Congress 2004. Reston, VA: American Society of Civil Engineers, 2004. http://dx.doi.org/10.1061/40700(2004)92.

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Tegos, I., V. Panoskaltsis, and S. Tegou. "ANALYSIS AND DESIGN OF STAIRCASES AGAINST SEISMIC LOADINGS." In 4th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering. Athens: Institute of Structural Analysis and Antiseismic Research School of Civil Engineering National Technical University of Athens (NTUA) Greece, 2014. http://dx.doi.org/10.7712/120113.4736.c1745.

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Notohardjono, Budy, Shawn Canfield, and Richard Ecker. "Modeling of a Mainframe Server Frame Subjected to Seismic Loadings." In ASME 2013 Pressure Vessels and Piping Conference. American Society of Mechanical Engineers, 2013. http://dx.doi.org/10.1115/pvp2013-97504.

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This paper describes the finite element modeling of a mainframe server frame. The frame consists of a server rack or frame with its add-on stiffening brackets. The frame is anchored directly to the floor with bolts at each of the four corners. The Telcordia Zone 4 earthquake test profile represents a severe dynamic load input and will be used herein to analyze the mainframe server frame. The main objective of this modeling is to validate the frame design prior to actual seismic testing, which ultimately ensures the structural integrity of a functional mainframe system during a seismic event. The server frame finite element (FE) model is derived from a three dimensional CAD model of a standard sheet metal frame weldment assembly which is then simplified and meshed with finite elements. This FE model represents the server frame, welded connections, and stiffening brackets, which are specifically designed to withstand seismic test profiles. To represent the components that populate the server frame, point masses are tied to the frame at the same attachment points that exist in the real assembly. The validation of the FE model involves the use of a horizontal shaker test to assess the server frame’s stiffness. The goal of this paper is to show a good correlation between FE model and test results using two separate FE solver technologies: implicit and explicit. For an implicit solver, linear material properties were used to obtain modal behavior that approximates the actual server frame’s behavior. Once these outputs were achieved, further response refinement was attempted by porting the model to an explicit dynamic solver. An explicit solver allowed non-linear material properties and body to body contact behavior to be included in the FE model while applying the seismic test profile to the server frame using a time domain input. The explicit dynamic model outputs used to correlate to actual test results were the modal dynamics, the displacement of the top of the server frame, and the maximum reaction force at the anchored corners. Finally, a functional system was subjected to the Telcordia Zone 4 seismic test profile. The system was functional during and after the seismic test with no significant structural damage having occurred.

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Horne, Paul, Anthony Abu, Alessandro Palermo, and Peter Moss. "Analytical modelling of controlled rocking connections in post- tensioned timber frames under combined seismic and gravity loading." In IABSE Congress, Christchurch 2021: Resilient technologies for sustainable infrastructure. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2021. http://dx.doi.org/10.2749/christchurch.2021.1230.

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The Modified Monolithic Beam Analogy (MMBA) is a method for the analytical modelling of controlled rocking connections by establishing a displacement equivalence between the rocking member and an equivalent monolithic member. As member displacement is a function of the applied loads, the MBA must formulated for each loading scenario. The MMBA is extended to loadings scenarios with simultaneous seismic and gravity actions. This formulation can be used to analyse and design controlled rocking connections under combined seismic-gravity actions. The difference in connection response between seismic-only and combined seismic-gravity loadings is exemplified and the design implications for frames under this combined loading case is discussed.

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Zhu, Desheng, Lei Xia, D. V. Griffiths, and Gordon A. Fenton. "Effect of Pseudo-Seismic Loadings on Probabilistic Slope Stability." In Geo-Risk 2023. Reston, VA: American Society of Civil Engineers, 2023. http://dx.doi.org/10.1061/9780784484999.003.

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Wang, Yong, Huanjun Jiang, Chen Wu, Zihui Xu, and Zhiyuan Qin. "Experimental study on seismic performance of suspended ceiling components." In IABSE Congress, Christchurch 2021: Resilient technologies for sustainable infrastructure. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2021. http://dx.doi.org/10.2749/christchurch.2021.0496.

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Suspended ceiling systems (SCSs) experienced severe damage during strong earthquakes that occurred in recent years. The capacity of the ceiling component is a crucial factor affecting the seismic performance of SCS. Therefore, a series of static tests on suspended ceiling components under monotonic and cyclic loadings were carried out to investigate the seismic performance of the ceiling components. The ceiling components include main tee splices, cross tee latches and peripheral attachments. All specimens were tested under axial loading. Additionally, the static tests of cross tee latches subjected to shear and bending loadings were performed due to their seismic vulnerability. The failure pattern, load-carrying ability, deformation capacity and energy dissipation of the ceiling components are presented in detail in this study.

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Shibutani, Tadahiro, Izumi Nakamura, and Akihito Otani. "Fatigue Damage Estimation in a Three-Dimensional Piping System Under Seismic Loadings." In ASME 2014 Pressure Vessels and Piping Conference. American Society of Mechanical Engineers, 2014. http://dx.doi.org/10.1115/pvp2014-29059.

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This study introduces an approach by which to estimate fatigue damage in a three-dimensional piping system under seismic loadings. A hybrid piping system simulator consisting of detailed elbow/tee models and piping line elements was constructed in order to estimate fatigue damage in the piping system. A dynamic non-linear finite element analysis with modified seismic wave inputs was carried out in order to calculate the entire strain profile of the piping system. Fatigue damage due to seismic loading was calculated by Miner’s rule since seismic wave contains several amplitudes of total strain ranges. Several tests reported in previous papers were used in order to verify the validity of the proposed approach for fatigue damage estimation.

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Xu, J., C. Miller, C. Hofmayer, and H. Graves. "Review of Practice for Deeply Embedded/Buried NPP Structures Subject to Seismic Loadings." In 12th International Conference on Nuclear Engineering. ASMEDC, 2004. http://dx.doi.org/10.1115/icone12-49389.

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Motivated by many design considerations, several conceptual designs for advanced reactors have proposed that the entire reactor building and a significant portion of the steam generator building will be either partially or completely embedded below grade. For the analysis of seismic events, the soil-structure interaction (SSI) effect and passive earth pressure for these types of deeply embedded structures will have a significant influence on the predicted seismic response. Sponsored by the US Nuclear Regulatory Commission (NRC), Brookhaven National Laboratory (BNL) is carrying out a research program to assess the significance of these proposed design features for advanced reactors, and to evaluate the existing analytical methods to determine their applicability and adequacy in capturing the seismic behavior of the proposed designs. This paper summarizes a literature review performed by BNL to determine the state of knowledge and practice for seismic analyses of deeply embedded and/or buried (DEB) nuclear containment type structures. Included in the paper is BNL’s review of the open literature of existing standards, tests, and practices that have been used in the design and analysis of DEB structures. The paper also provides BNL’s evaluation of available codes and guidelines with respect to seismic design practice of DEB structures. Based on BNL’s review, a discussion is provided to highlight the applicability of the existing technologies for seismic analyses of DEB structures and to identify gaps that may exist in knowledge and potential issues that may require better understanding and further research.

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Askouni, Paraskevi K., Dimitris L. Karabalis, and Dimitri E. Beskos. "SSI EFFECTS ON R/C ONE-STOREY BUILDINGS UNDER SEISMIC LOADINGS." In XI International Conference on Structural Dynamics. Athens: EASD, 2020. http://dx.doi.org/10.47964/1120.9370.19334.

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Mullapudi, T. Ravi S., and Ashraf Ayoub. "Seismic Analysis of Bridge Columns under Axial, Flexure, Shear, and Torsional Loadings." In Structures Congress 2011. Reston, VA: American Society of Civil Engineers, 2011. http://dx.doi.org/10.1061/41171(401)23.

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Звіти організацій з теми "SEISMIC LOADINGS"

Duan, F., and S. Bonabian. Numerical analises of reinforced underground openings subjected to seismic loadings. Office of Scientific and Technical Information (OSTI), February 1996. http://dx.doi.org/10.2172/201593.

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Ko, Yu-Fu, and Jessica Gonzalez. Fiber-Based Seismic Damage and Collapse Assessment of Reinforced Concrete Single-Column Pier-Supported Bridges Using Damage Indices. Mineta Transportation Institute, August 2023. http://dx.doi.org/10.31979/mti.2023.2241.

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Near-fault earthquakes can have major effects on transportation systems due to the structural damage they impose on bridges. Therefore, it is imperative to assess the seismic damage of bridges appropriately, and this research focuses on reinforced concrete (RC) bridges. This research advances the seismic performance assessment of RC single-column pier-supported bridges with flexural failure under near-fault ground motion by use of ductility coefficients and damage indices. The methodology included modeling fiber-based nonlinear beam-column elements to simulate the damage development process of RC bridge piers under earthquake loadings, considering the global buckling of longitudinal steel bars, examining the cracking and spalling of cover concrete, and analyzing the effects of bond-slip. The tensile strain represented the damage of the longitudinal bars while the compression strain represented the cover concrete damage. Two innovative nonlinear fiber-based finite element models (FEMs) were developed: Model 1 (bond-slip excluded) and Model 2 (bond-slip included). Nonlinear static cyclic pushover analyses and nonlinear response history analyses were conducted. The simulation results were compared with available pseudo-dynamic test results. Model 1 provided a more ideal prognosis on the seismic performance of RC single-column pier-supported bridges under near-fault ground motion. The proposed damage indices can indicate the damage state at any stage and the gradual accumulation of damage in RC bridge piers, which are more convincing than most other indices in the literature. The proposed fiber-based nonlinear FEMs, together with the use of ductility coefficients and proposed damage indices, can also assist engineers and researchers in simulating the seismic behavior and assessing the damage state of RC bridge columns in a computationally effective manner which can empower engineers to identify and prioritize RC bridges for seismic retrofit and maintenance.

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Asareh, M. A., and I. Prowell. Seismic Loading for FAST: May 2011 - August 2011. Office of Scientific and Technical Information (OSTI), August 2012. http://dx.doi.org/10.2172/1050131.

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Wang and Cheng. L52193 Guidelines on Tensile Strain Limits. Chantilly, Virginia: Pipeline Research Council International, Inc. (PRCI), April 2004. http://dx.doi.org/10.55274/r0011134.

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There are no generally accepted industry standards that allow the determination of the maximum tensile strain limits of girth welds. Most ECA (Engineering Critical Assessment) codes are stress-based and cannot be used if the longitudinal strain is greater 0.5%. The objective of this project was to develop guidelines on tensile strain limits of pipeline girth welds as a part of the overall development of seismic design guidelines. The loading on pipelines from seismic events is largely displacement-controlled. Such loading can impose high longitudinal tensile strains on the girth welds of pipelines. Therefore, it is necessary to define tensile strain limits of girth welds in the seismic design guidelines. This work represents a systematic investigation of various factors affecting the tensile strain limits of pipeline girth welds. By using the concept of crack driving and apparent toughness, baseline tensile strain limits have been established for a wide range of pipe grade, wall thickness, defect size, and material toughness.

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Sampson, M. Seismic Loading for Short-Term Duration Exposures and Temporary Structures. Office of Scientific and Technical Information (OSTI), March 2022. http://dx.doi.org/10.2172/1860669.

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Lin, L., and J. Adams. Lessons for the fragility of Canadian hydropower components under seismic loading. Natural Resources Canada/ESS/Scientific and Technical Publishing Services, 2007. http://dx.doi.org/10.4095/223055.

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Zareian, Farzin, and Joel Lanning. Development of Testing Protocol for Cripple Wall Components (PEER-CEA Project). Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, November 2020. http://dx.doi.org/10.55461/olpv6741.

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Girrens, S. P., and C. R. Farrar. Experimental assessment of air permeability in a concrete shear wall subjected to simulated seismic loading. Office of Scientific and Technical Information (OSTI), July 1991. http://dx.doi.org/10.2172/5528280.

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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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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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