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Добірка наукової літератури з теми "Seismic loading of substructure"

Автор: Grafiati
Опубліковано: 11 вересня 2023

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Статті в журналах з теми "Seismic loading of substructure"

1

Sayginer, O., R. di Filippo, A. Lecoq, A. Marino, and O. S. Bursi. "Seismic Vulnerability Analysis of a Coupled Tank-Piping System by Means of Hybrid Simulation and Acoustic Emission." Experimental Techniques 44, no. 6 (September 1, 2020): 807–19. http://dx.doi.org/10.1007/s40799-020-00396-3.

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AbstractIn order to shed light on the seismic response of complex industrial plants, advanced finite element models should take into account both multicomponents and relevant coupling effects. These models are usually computationally expensive and rely on significant computational resources. Moreover, the relationships between seismic action, system response and relevant damage levels are often characterized by a high level of nonlinearity, which requires a solid background of experimental data. Vulnerability and reliability analyses both depend on the adoption of a significant number of seismic waveforms that are generally not available when seismic risk evaluation is strictly site-specific. In addition, detection of most vulnerable components, i.e., pipe bends and welding points, is an important step to prevent leakage events. In order to handle these issues, a methodology based on a stochastic seismic ground motion model, hybrid simulation and acoustic emission is presented in this paper. The seismic model is able to generate synthetic ground motions coherent with site-specific analysis. In greater detail, the system is composed of a steel slender tank, i.e., the numerical substructure, and a piping network connected through a bolted flange joint, i.e., the physical substructure. Moreover, to monitor the seismic performance of the pipeline and harness the use of sensor technology, acoustic emission sensors are placed through the pipeline. Thus, real-time acoustic emission signals of the system under study are acquired using acoustic emission sensors. Moreover, in addition to seismic events, also a severe monotonic loading is exerted on the physical substructure. As a result, deformation levels of each critical component were investigated; and the processing of acoustic emission signals provided a more in-depth view of the damage of the analysed components.
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Havlíček, Peter, and Július Šoltész. "Applicability of Commercial Software for Bridge Design with Consideration of Seismic Loading Effects." Solid State Phenomena 272 (February 2018): 313–18. http://dx.doi.org/10.4028/www.scientific.net/ssp.272.313.

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The construction of bridges with use of seismic isolation is a less-used concept in Slovakia and the Czech Republic. The concept of seismic isolation of bridges is a way of protecting bridge construction without damaging the pillars and substructure unlike the currently used methodology of consideration and development of plastic joints. When using this concept correctly, it is possible to prevent serious damage of construction and greatly reduce economic losses. Creation of a FEM (Fine Element Method) model, that is capable of correct description of the bridge behavior during a seismic event is often problematic. In this paper, the features of designing and modeling of bridge constructions with use of seismic insulation based on elastomeric bearings are presented. Furthermore, the calculations of stiffness constants required for numerical modeling are presented as well. In this paper are described methods of modeling of seismic isolations in a commonly and commercially available FEM based software. The work also contains a comparison of possibilities as well as limits of these programs. We further present recommendations for correct modeling by use of nonlinear material properties or elastic bonds between elements.
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Casolo, Siro, Siegfried Neumair, Maria A. Parisi, and Vincenzo Petrini. "Analysis of Seismic Damage Patterns in Old Masonry Church Facades." Earthquake Spectra 16, no. 4 (November 2000): 757–73. http://dx.doi.org/10.1193/1.1586138.

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The semi-empirical assessment of seismic vulnerability of ancient church buildings is possible only if sufficient knowledge of the expected seismic behavior is available for a wide variety of typologies. For this reason, the information inferred from seismic damage observation may need to be complemented by numerical analysis. A simplified material model is proposed here for predicting the damage from out-of-plane behavior of large walls in old masonry churches subjected to seismic loading. For a specific substructure, the church façade, the effects of geometry, strength and post-elastic behavior of the material, as well as excitation characteristics are then analyzed with reference to the formation of a collapse mechanism. Comparison with observed damage thoroughly confirms the crack patterns developed numerically. Thence, the material model proposed may be considered satisfactory and suitable for use in seismic vulnerability studies.
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4

Belostotsky, Alexander M., Pavel A. Akimov, and Dmitry D. Dmitriev. "ABOUT METHODS OF SEISMIC ANALYSIS OF UNDERGROUND STRUCTURES." International Journal for Computational Civil and Structural Engineering 14, no. 3 (September 28, 2018): 14–25. http://dx.doi.org/10.22337/2587-9618-2018-14-3-14-25.

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Анотація:
As is known, underground facilities are an integral part of the infrastructure of modern society. These objects have some specific characteristics such as complex construction, high cost, long life cycle, etc. Once it is destroyed, the direct and indirect losses are more seriousness than the general structure in the ground. Under-ground facilities built in areas subject to earthquake activity must withstand both seismic and static loading. Therefore, it is very important to carry on the seismic design of the underground structure in a safe and economi-cal way. The distinctive paper presents a summary of the current state of seismic analysis for underground struc-tures. Classification and brief overview of methods of seismic analysis of underground structures (force-based methods, displacement-based methods, numerical methods of seismic analysis of coupled system “soil – under-ground structure”) are presented, problems of soil-structure interaction are under consideration as well. So-called static finite element method with substructure technique for seismic analysis of underground structures is de-scribed.
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Jia, Hongxing, Shizhu Tian, Shuangjiang Li, Weiyi Wu, and Xinjiang Cai. "Seismic application of multi-scale finite element model for hybrid simulation." International Journal of Structural Integrity 9, no. 4 (August 13, 2018): 548–59. http://dx.doi.org/10.1108/ijsi-04-2017-0027.

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Purpose Hybrid simulation, which is a general technique for obtaining the seismic response of an entire structure, is an improvement of the traditional seismic test technique. In order to improve the analysis accuracy of the numerical substructure in hybrid simulation, the purpose of this paper is to propose an innovative hybrid simulation technique. The technique combines the multi-scale finite element (MFE) analysis method and hybrid simulation method with the objective of achieving the balance between the accuracy and efficiency for the numerical substructure simulation. Design/methodology/approach To achieve this goal, a hybrid simulation system is established based on the MTS servo control system to develop a hybrid analysis model using an MFE model. Moreover, in order to verify the efficiency of the technique, the hybrid simulation of a three-storey benchmark structure is conducted. In this simulation, a ductile column—represented by a half-scale scale specimen—is selected as the experimental element, meanwhile the rest of the frame is modelled as microscopic and macroscopic elements in the Abaqus software simultaneously. Finally, to demonstrate the stability and accuracy of the proposed technique, the seismic response of the target structure obtained via hybrid simulation using the MFE model is compared with that of the numerical simulation. Findings First, the use of the hybrid simulation with the MFE model yields results similar to those obtained by the fine finite element (FE) model using solid elements without adding excessive computing burden, thus advancing the application of the hybrid simulation in large complex structures. Moreover, the proposed hybrid simulation is found to be more versatile in structural seismic analysis than other techniques. Second, the hybrid simulation system developed in this paper can perform hybrid simulation with the MFE model as well as handle the integration and coupling of the experimental elements with the numerical substructure, which consists of the macro- and micro-level elements. Third, conducting the hybrid simulation by applying earthquake motion to simulate seismic structural behaviour is feasible by using Abaqus to model the numerical substructure and harmonise the boundary connections between three different scale elements. Research limitations/implications In terms of the implementation of the hybrid simulation with the MFE model, this work is helpful to advance the hybrid simulation method in the structural experiment field. Nevertheless, there is still a need to refine and enhance the current technique, especially when the hybrid simulation is used in real complex engineering structures, having numerous micro-level elements. A large number of these elements may render the relevant hybrid simulations unattainable because the time consumed in the numeral calculations can become excessive, making the testing of the loading system almost difficult to run smoothly. Practical implications The MFE model is implemented in hybrid simulation, enabling to overcome the problems related to the testing accuracy caused by the numerical substructure simplifications using only macro-level elements. Originality/value This paper is the first to recognise the advantage of the MFE analysis method in hybrid simulation and propose an innovative hybrid simulation technique, combining the MFE analysis method with hybrid simulation method to strike a delicate balance between the accuracy and efficiency of the numerical substructure simulation in hybrid simulation. With the help of the coordinated analysis of FEs at different scales, not only the accuracy and reliability of the overall seismic analysis of the structure is improved, but the computational cost can be restrained to ensure the efficiency of hybrid simulation.
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Chang, Guang Ming, Guo Hua Xing, and Bo Quan Liu. "Equivalent Ductility Damage Model for Seismic Response of RC Structures: Test and Verification." Advanced Materials Research 163-167 (December 2010): 1714–18. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.1714.

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. It is possible to quantify the damage to reinforced concrete members under cyclic loading through a nondimensional parameter known as a “damage index”. The damage index can be either a global damage index for the total structure, or a local damage index for the element level. In this paper, a new damage model termed “equivalent ductility damage model” has been suggested for evaluation of the damage index, which is consistent with accepted definitions of ductility. Substructure method was applied to verify the suggested new damage model. A total of 3 identical half-scale reinforced concrete columns were tested under variable amplitude cyclic loading up to the ultimate failure of the specimens. The imposed displacement histories were obtained from analytical simulations of the model column subjected to a series of earthquakes. Test observations indicate that the proposed model predicts 100 percent damage at the ultimate failure state of the element. The proposed damage index model can be extended to other structural elements, such as shear walls, beams, beam-column junctions, etc.
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Skokandić, Dominik, Anđelko Vlašić, Marija Kušter Marić, Mladen Srbić, and Ana Mandić Ivanković. "Seismic Assessment and Retrofitting of Existing Road Bridges: State of the Art Review." Materials 15, no. 7 (March 30, 2022): 2523. http://dx.doi.org/10.3390/ma15072523.

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Анотація:
The load-carrying capacity assessment of existing road bridges, is a growing challenge for civil engineers worldwide due to the age and condition of these critical parts of the infrastructure network. The critical loading event for road bridges is the live load; however, in earthquake-prone areas bridges generally require an additional seismic evaluation and often retrofitting in order to meet more stringent design codes. This paper provides a review of state-of-the-art methods for the seismic assessment and retrofitting of existing road bridges which are not covered by current design codes (Eurocode). The implementation of these methods is presented through two case studies in Croatia. The first case study is an example of how seismic assessment and retrofitting proposals should be conducted during a regular inspection. On the other hand, the second case study bridge is an example of an urgent assessment and temporary retrofit after a catastrophic earthquake. Both bridges were built in the 1960s and are located on state highways; the first one is a reinforced concrete bridge constructed monolithically on V-shaped piers, while the second is an older composite girder bridge located in Sisak-Moslavina County. The bridge was severely damaged during recent earthquakes in the county, requiring urgent assessment and subsequent strengthening of the substructure to prevent its collapse.
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Madhuri, Seeram, SiteshSubhra Bera, and Brajkishor Prasad. "Dynamic Analysis of Offshore Wind Turbine Supported by Jacket Substructure under Wind and Wave Loading." Proceedings of the 12th Structural Engineering Convention, SEC 2022: Themes 1-2 1, no. 1 (December 19, 2022): 1749–55. http://dx.doi.org/10.38208/acp.v1.714.

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Burning of fossil fuel for the production of energy causes severe global warming effects. Renewable energy sources like solar, wind and tidal etc. are the alternative renewable energy sources which contribute in the reduction of adverse global warming effects. Wind turbines are being used for extracting wind energy from several years. Wind blow is continuous with limited disturbance in the offshore region when compared with main land. Offshore wind energy extraction is in research stage at many locations and implemented in European countries. Prediction of response of wind turbine supporting systems is essential in the design to withstand the environmental loads such as wind, wave, current and seismic etc. In the present study, a horizontal axis offshore wind turbine (HAWT) supported on an offshore jacket structure is considered and the response studies are performed. The jacket is considered at a water depth of 51m, thus total height of the jacket is 61m with a free board of 10m. A wind turbine of 5MW capacity is considered to be on top of jacket structure. The height of the wind tower is assumed as 70m, and a transition structure of 4m height is positioned in between jacket and tower. A free vibration analysis is performed to estimate the natural frequencies and mode shapes of the jacket supported wind turbine. The modal analysis is carried out using ANSYS static structural module. The response analysis under wind, wave, current and aerodynamic drag loads is performed using SACS 13.2 software. Wind force is estimated based on API 2005 provisions. The aerodynamic forces on the wind turbine blades are evaluated using Betz Theory. Wave loading is calculated using Morison equation and linear Airy’s wave theory. A parametric study is carried out by varying wave period from 6s to 20s. As the structure is symmetric about longitudinal and lateral directions, a wave directional analysis is also carried by considering 0o and 45o wave directions. The structural responses are studied for the combined wind, wave and current loads. Cut-in, rated, cut-out and storm conditions are simulated by modelling wind and aerodynamic loads on the tower, wind interacting area of the jacket and blades. Wave period and direction are varied to simulate different wave conditions. It is observed that the structural response is increasing as the wind velocity is increasing and wave period is decreasing.
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YUAN, Yong, Hirokazu IEMURA, Akira IGARASHI, Tetsuhiko AOKI, and Yoshihisa YAMAMOTO. "INVESTIGATION OF SEISMIC PERFORMANCE OF HIGH DAMPING RUBBER BEARINGS FOR ISOLATED BRIDGES USING REAL-TIME SUBSTRUCTURE HYBRID LOADING TEST METHOD." Doboku Gakkai Ronbunshuu A 63, no. 1 (2007): 265–76. http://dx.doi.org/10.2208/jsceja.63.265.

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10

Hughes, Jake Edmond, Yeesock Kim, Jo Woon Chong, and Changwon Kim. "Particle Swarm Optimization for Active Structural Control of Highway Bridges Subjected to Impact Loading." Shock and Vibration 2018 (August 14, 2018): 1–12. http://dx.doi.org/10.1155/2018/4932870.

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Анотація:
The application of active structural control technology to highway bridge structures subjected to high-impact loadings is investigated. The effects of high-impact loads on infrastructure, like heavy vehicle collisions with bridge piers, have not been studied as much as seismic load effects on structures. Due to this lack of research regarding impact loads and structural control, a focused study on the application of active control devices to infrastructure after impact events can provide valuable results and conclusions. This research applies active structural control to an idealized two-span, continuous girder, concrete highway bridge structure. The idealization of a highway bridge structure as a two degree-of-freedom structural system is used to investigate the effectiveness of control devices installed between the bridge pier and deck, the two degrees of freedom. The control devices are fixed to bracing between the bridge pier and girders and controlled by the proportional-integral-derivative (PID) control. The PID control gains are optimized by both the Ziegler–Nichols ultimate sensitivity method (USM) and a new method for this impact load application called particle swarm optimization (PSO). The controlled time-domain responses are compared to the uncontrolled responses, and the effectiveness of PID control, USM optimization, and PSO is compared for this control device configuration. The results of this investigation show PID control to be effective for minimizing both superstructure and substructure responses of highway bridges after high-impact loads. Deck response reductions of greater than 19% and 37% were seen for displacement and acceleration responses, respectively, regardless of the performance index used to analyze them. PSO was much more effective than USM optimization for tuning PID control gains.
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Більше джерел

Дисертації з теми "Seismic loading of substructure"

1

Phansalkar, Nachiket S. "Seismic Substructure Design Workbook." University of Cincinnati / OhioLINK, 2008. http://rave.ohiolink.edu/etdc/view?acc_num=ucin1220554481.

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Velasco, Cesar A. Morales. "Substructure Synthesis Analysis and Hybrid Control Design for Buildings under Seismic Excitation." Diss., Virginia Tech, 1997. http://hdl.handle.net/10919/30367.

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Анотація:
We extend the application of the substructure synthesis method to more complex structures, and establish a design methodology for base isolation and active control in a distributed model of a building under seismic excitation. Our objective is to show that passive and active control complement each other in such an advantageous manner for the case at hand, that simple devices for both types of control are sufficient to achieve excellent response characteristics with very low control forces. The Rayleigh-Ritz based substructure synthesis method proved to be highly successful in analyzing a structure more complex than the ones previously analyzed with it. Comparing the responses of the hybridly controlled building and the conventional fixed building under El Centro excitation, we conclude that the stresses are reduced by 99.6 %, the base displacement is reduced by 91.7 % and the required control force to achieve this is 1.1 % of the building weight.
Ph. D.
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3

Patty, Jill Kathleen. "Longitudinal seismic response of concrete substructure-to-steel superstructure integral bridge connections /." Diss., Connect to a 24 p. preview or request complete full text in PDF format. Access restricted to UC IP addresses, 2002. http://wwwlib.umi.com/cr/ucsd/fullcit?p3061626.

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4

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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Kim, Jubum. "Behavior of hybrid frames under seismic loading /." Thesis, Connect to this title online; UW restricted, 2002. http://hdl.handle.net/1773/10121.

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Mohammed, Mohammed Gaber Elshamandy. "GFRP-reinforced concrete columns under simulated seismic loading." Thèse, Université de Sherbrooke, 2017. http://hdl.handle.net/11143/10242.

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Abstract : Steel and fiber-reinforced-polymer (FRP) materials have different mechanical and physical characteristics. High corrosion resistance, high strength to weight ratio, non-conductivity, favorable fatigue enable the FRP to be considered as alternative reinforcement for structures in harsh environment. Meanwhile, FRP bars have low modulus of elasticity and linear-elastic stress-strain curve. These features raise concerns about the applicability of using such materials as reinforcement for structures prone to earthquakes. The main demand for the structural members in structures subjected to seismic loads is dissipating energy without strength loss which is known as ductility. In the rigid frames, columns are expected to be the primary elements of energy dissipation in structures subjected to seismic loads. The present study addresses the feasibility of reinforced-concrete columns totally reinforced with glass-fiber-reinforced-polymer (GFRP) bars achieving reasonable strength and the drift requirements specified in various codes. Eleven full-scale reinforced concrete columns—two reinforced with steel bars (as reference specimens) and nine totally reinforced with GFRP bars—were constructed and tested to failure. The columns were tested under quasi-static reversed cyclic lateral loading and simultaneously subjected to compression axial load. The columns are 400 mm square cross-section with a shear span 1650 mm. The specimen simulates a column with 3.7 m in height in a typical building with the point of contra-flexure located at the column mid-height. The tested parameters were the longitudinal reinforcement ratio (0.63, 0.95 and 2.14), the spacing of the transverse stirrups (80, 100, 150), tie configuration (C1, C2, C3 and C4), and axial load level (20%, 30% and 40%). The test results clearly show that properly designed and detailed GFRP-reinforced concrete columns could reach high deformation levels with no strength degradation. An acceptable level of energy dissipation compared with steel-reinforced concrete columns is provided by GFRP reinforced concrete columns. The dissipated energy of GFRP reinforced concrete columns was 75% and 70% of the counter steel columns at 2.5% and 4% drift ratio respectively. High drift capacity achieved by the columns up to 10% with no significant loss in strength. The high drift capacity and acceptable dissipated energy enable the GFRP columns to be part of the moment resisting frames in regions prone to seismic activities. The experimental ultimate drift ratios were compared with the estimated drift ratios using the confinement Equation in CSA S806-12. It was found from the comparison that the confinement Equation underestimates values of the drift ratios thus the experimental drift ratios were used to modify transverse FRP reinforcement area in CSA S806-12. The hysteretic behavior encouraged to propose a design procedure for the columns to be part of the moderate ductile and ductile moment resisting frames. The development of design guidelines, however, depends on determining the elastic and inelastic deformations and on assessing the force modification factor and equivalent plastic-hinge length for GFRP-reinforced concrete columns. The experimental results of the GFRP-reinforced columns were used to justify the design guideline, proving the accuracy of the proposed design equations.
L’acier et les matériaux à base de polymères renforcés de fibres (PRF) ont des caractéristiques physiques et mécaniques différentes. La résistance à la haute corrosion, le rapport résistance vs poids, la non-conductivité et la bonne résistance à la fatigue font des barres d’armature en PRF, un renforcement alternatif aux barres d’armature en acier, pour des structures dans des environnements agressifs. Cependant, les barres d’armature en PRF ont un bas module d’élasticité et une courbe contrainte-déformation sous forme linéaire. Ces caractéristiques soulèvent des problèmes d'applicabilité quant à l’utilisation de tels matériaux comme renforcement pour des structures situées en forte zone sismique. La principale exigence pour les éléments structuraux des structures soumises à des charges sismiques est la dissipation d'énergie sans perte de résistance connue sous le nom de ductilité. Dans les structures rigides de type cadre, on s'attend à ce que les colonnes soient les premiers éléments à dissiper l'énergie dans les structures soumises à ces charges. La présente étude traite de la faisabilité des colonnes en béton armé entièrement renforcées de barres d’armature en polymères renforcés de fibres de verre (PRFV), obtenant une résistance et un déplacement latéral raisonnable par rapport aux exigences spécifiées dans divers codes. Onze colonnes à grande échelle ont été fabriquées: deux colonnes renforcées de barres d'acier (comme spécimens de référence) et neuf colonnes renforcées entièrement de barres en PRFV. Les colonnes ont été testées jusqu’à la rupture sous une charge quasi-statique latérale cyclique inversée et soumises simultanément à une charge axiale de compression. Les colonnes ont une section carrée de 400 mm avec une portée de cisaillement de 1650 mm pour simuler une colonne de 3,7 m de hauteur dans un bâtiment typique avec le point d’inflexion situé à la mi-hauteur. Les paramètres testés sont : le taux d’armature longitudinal (0,63%, 0,95% et 2,14 %), l'espacement des étriers (80mm, 100mm, 150 mm), les différentes configurations (C1, C2, C3 et C4) et le niveau de charge axiale (20%, 30 % et 40%). Les résultats des essais montrent clairement que les colonnes en béton renforcées de PRFV et bien conçues peuvent atteindre des niveaux de déformation élevés sans réduction de résistance. Un niveau acceptable de dissipation d'énergie, par rapport aux colonnes en béton armé avec de l’armature en acier, est atteint par les colonnes en béton armé de PRFV. L'énergie dissipée des colonnes en béton armé de PRFV était respectivement de 75% et 70% des colonnes en acier à un rapport déplacement latéral de 2,5% et 4%. Un déplacement supérieur a été atteint par les colonnes en PRFV jusqu'à 10% sans perte significative de résistance. La capacité d’un déplacement supérieur et l’énergie dissipée acceptable permettent aux colonnes en PRFV de participer au moment résistant dans des régions sujettes à des activités sismiques. Les rapports des déplacements expérimentaux ultimes ont été comparés avec les rapports estimés en utilisant l’Équation de confinement du code CSA S806-12. À partir de la comparaison, il a été trouvé que l’Équation de confinement sous-estime les valeurs des rapports de déplacement, donc les rapports de déplacement expérimentaux étaient utilisés pour modifier la zone de renforcement transversal du code CSA S806-12. Le comportement hystérétique encourage à proposer une procédure de conception pour que les colonnes fassent partie des cadres rigides à ductilité modérée et résistant au moment. Cependant, l'élaboration de guides de conception dépend de la détermination des déformations élastiques et inélastiques et de l'évaluation du facteur de modification de la force sismique et de la longueur de la rotule plastique pour les colonnes en béton armé renforcées de PRFV. Les résultats expérimentaux des colonnes renforcées de PRFV étudiées ont été utilisés pour justifier la ligne directrice de conception, ce qui prouve l’efficacité des équations de conception proposées.
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7

Gubbins, Julie. "Strut action in columns subjected to seismic loading." Thesis, McGill University, 2002. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=33971.

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Анотація:
A series of three reinforced concrete columns was tested under simulated seismic loading to study the effect of the shear span-to-depth ratio on the shear transfer mechanisms. The full size columns were identical in cross section and steel detailing, the only difference being the shear span-to-depth ratio, with ratios of 2.0, 2.5, and 3.0. The specimens were designed and detailed to avoid flexural failure, and were loaded in reversed cyclic shear and moment until failure.
This research project studies the two shear transfer mechanisms (compression field and direct strut action) observed in the reinforced concrete members. The capacity and behaviour of each specimen was predicted using a sectional response program (Response 2000), a two-dimensional non-linear finite element program (FIELDS), and the strut and tie method. These predictions, and comparisons with the actual experimental results, are presented and discussed. Guidance is provided for determining suitable strut and tie models to model both the compressive field and direct strut action of such columns.
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8

Wallace, J. L. "Behaviour of beam lap splices under seismic loading." Thesis, University of Canterbury. Civil Engineering, 1996. http://hdl.handle.net/10092/9638.

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Анотація:
The results of an investigation into the performance of reinforced concrete beam-column subassemblages containing lap spliced reinforcement in the potential plastic hinge region of a beam are presented. Two specimens were tested with simulated seismic loading. One specimen complied with the New Zealand Concrete Design Code, NZS 3101:1982, except for the placement of the lap splices. The second specimen contained beam reinforcement details from a building constructed in the early 1960s. Current concrete design codes specify lap splices should not be placed in beam potential plastic hinge regions where inelastic reversing stresses are possible during seismic events. During testing the transverse steel specified for the confinement of the lap splices was unable to prevent bond deterioration between the spliced bars once inelastic bar strains had developed at one end of the splice. The failure of the lap splices led to a loss of lateral load capacity and a low level of ductility from the specimen. Reinforced concrete buildings designed to pre-1970s codes may be considered inadequate when viewed in light of the provisions in current codes for seismic design. The testing of beam details taken from one such building indicates insufficient anchorage existed for the plain longitudinal beam bars in the joint. The loss of bond for the plain bars began in the initial load cycles of the test and led to a lack of specimen stiffness and lateral load capacity. The presence of the lap splices is considered to have accelerated the loss of bond from the bars. Testing investigating the performance available from plain bar reinforced subassemblages should use anchorage for the bars that represent the conditions in the existing structure. The rapid loss of bond from the bars during cyclic loading can lead to the member end connections influencing the test results.
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9

Kurc, Ozgur. "A Substructure Based Parallel Solution Framework for Solving Linear Structural Systems with Multiple Loading Conditions." Diss., Georgia Institute of Technology, 2005. http://hdl.handle.net/1853/6923.

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This study presented a substructure based parallel linear solution framework for the static analysis of linear structural engineering problems having multiple loading conditions. The framework was composed of two separate programs designed to work on PC Clusters having the Windows operating system. The first program was responsible for creating the optimum substructures for the parallel solution and first partitioned the structure in such a way that the number of substructures was equal to the number of processors. Then, the estimated condensation time imbalance of the initial substructures was adjusted by iteratively transferring nodes from the substructures with slower estimated condensation times to the substructures with faster estimated condensation times. Once the final substructures were created, the second program started the solution. Each processor assembled its substructures stiffness matrix and condensed it to the interface with other substructures. The interface problem was solved by a parallel variable band solver. After computing the interface unknowns, each processor calculated the internal displacements and element stresses or forces. Examples which illustrate the applicability and efficiency of this approach were also presented. In these examples, the number of processors was varied from one to twelve to demonstrate the performance of the overall solution framework.
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10

Li, Alex C. (Alex Chung-Hsing) 1974. "Effect of seismic loading on steel moment resisting frames." Thesis, Massachusetts Institute of Technology, 1998. http://hdl.handle.net/1721.1/50061.

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Thesis (M.Eng.)--Massachusetts Institute of Technology, Dept. of Civil and Environmental Engineering, 1998.
Includes bibliographical references (leaves 47-48).
In recent history, the use of Steel Moment Resisting Frames (SMRF) in many structural steel buildings has become popular among many engineers and designers. The use of these moment resisting frames allows for more open spaces between floors and columns than in buildings that use the more traditional braced frame construction. One of the critical aspects of the moment resisting frames is the connections between the beams and the columns. The Northridge earthquake near Los Angeles California in 1994 showed that the existing designs for SMRF connections were inadequate and unstable. As a result, new connection designs were needed for SMRF construction. This thesis will first discuss the causes for the failures of the SMRF connections that were discovered after the Northridge earthquake. Next, new performance and testing requirements for new connection designs will be examined. Lastly, one possible solution, the SidePlate connection system, will be analyzed.
by Alex C. Li.
M.Eng.
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Книги з теми "Seismic loading of substructure"

1

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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3

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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4

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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5

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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6

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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7

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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8

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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9

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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10

ACI, International Conference on Innovations in Design With Emphasis on Seismic Wind and Environmental Loading Quality Control and Innovations in Materials/Hot Weather Concreting (2002 Cancun Mexico). Innovations in design with emphasis on seismic, wind, and environmental loading, quality control and innovations in materials/hot weather concreting. Farmington Hills, Mich: American Concrete Institute, 2002.

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Частини книг з теми "Seismic loading of substructure"

1

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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2

Manohar, Sharad, and Suhasini Madhekar. "Substructure Design and Soil–Structure Coupling." In Seismic Design of RC Buildings, 301–47. New Delhi: Springer India, 2015. http://dx.doi.org/10.1007/978-81-322-2319-1_8.

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3

Haldar, Achintya. "Structural Reliability Estimation for Seismic Loading." In Encyclopedia of Earthquake Engineering, 1–19. Berlin, Heidelberg: Springer Berlin Heidelberg, 2015. http://dx.doi.org/10.1007/978-3-642-36197-5_277-1.

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4

Jia, Junbo. "Slope Stability Due to Seismic Loading." In Soil Dynamics and Foundation Modeling, 251–65. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-40358-8_8.

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Haldar, Achintya. "Structural Reliability Estimation for Seismic Loading." In Encyclopedia of Earthquake Engineering, 3626–42. Berlin, Heidelberg: Springer Berlin Heidelberg, 2015. http://dx.doi.org/10.1007/978-3-642-35344-4_277.

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6

Zhang, Chunwei, Zeshan Alam, Li Sun, and Bijan Samali. "Experimental strategy and seismic loading program." In Seismic Performance of Asymmetric Building Structures, 29–55. Boca Raton : CRC Press, 2020.: CRC Press, 2020. http://dx.doi.org/10.1201/9781003026556-3.

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Laora, Raffaele Di, and Emmanouil Rovithis. "Design of piles under seismic loading." In Analysis of Pile Foundations Subject to Static and Dynamic Loading, 269–300. London: CRC Press, 2021. http://dx.doi.org/10.1201/9780429354281-8.

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Karayannis, C. G., K. K. Sideris, and C. M. Economou. "Response of repaired RC exterior joints under cyclic loading." In European Seismic Design Practice, 285–92. London: Routledge, 2022. http://dx.doi.org/10.1201/9780203756492-44.

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9

Singh, Mulayam, Kasilingam Senthil, and Shailja Bawa. "Response of Underground Tunnel Against Seismic Loading." In Lecture Notes in Civil Engineering, 1027–39. Cham: Springer International Publishing, 2022. http://dx.doi.org/10.1007/978-3-031-12011-4_87.

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10

Mateescu, G., and V. Gioncu. "Member response to strong pulse seismic loading." In Behaviour of Steel Structures in Seismic Areas, 55–62. London: CRC Press, 2021. http://dx.doi.org/10.1201/9781003211198-9.

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Тези доповідей конференцій з теми "Seismic loading of substructure"

1

Reza, Md Shahin, Oreste S. Bursi, Giuseppe Abbiati, and Alessio Bonelli. "Pseudo-Dynamic Heterogeneous Testing With Dynamic Substructuring of a Piping System Under Earthquake Loading." In ASME 2013 Pressure Vessels and Piping Conference. American Society of Mechanical Engineers, 2013. http://dx.doi.org/10.1115/pvp2013-97441.

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In recent years, both pseudo-dynamic and real time heterogeneous testing with dynamic substructuring — hybrid testing — have gained significant popularity for their applicability to testing several types of nonlinear structures/systems. In a hybrid test, a heterogeneous model of the emulated system is created by combining a Physical Substructure (PS) with a Numerical Substructure (NS) that describes the remainder of the system. Nevertheless, an efficient implementation of this technique requires overcoming certain problems, e. g., proper dynamic substructuring, reduction of external forces and actuator delay compensation. This paper presents a pseudo-dynamic test campaign undertaken by the University of Trento, Italy, on a typical full-scale industrial piping system subjected to earthquake loading in order to investigate its seismic performance. Some challenges faced during the implementation are shown and strategies adopted to overcome these problems are illustrated. Experimental activities will be described and performances of different components of the piping system, i.e., elbows, tee-joints, bolted flange joints and straight pipes under earthquake loading with the presence of an internal pressure of 3.2 MPa will be presented and commented.
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2

Löhning, Thomas, Uffe Graaskov Ravn, Flemming Pedersen, and Louis Westh Moe Christoffersen. "The 1915 Çanakkale Bridge – Concept Development of Substructure." In IABSE Symposium, Istanbul 2023: Long Span Bridges. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2023. http://dx.doi.org/10.2749/istanbul.2023.0126.

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<p>The 1915 Çanakkale Bridge in Turkey carries the new Malkara-Çanakkale Motorway across the Dardanelles strait. The substructure of the suspension bridge with the world record main span of 2023m consists of the two tower foundations, the two anchor blocks and the two side span piers. This paper describes the concept development for the substructure. It is the first of two papers, with the second paper focusing on the design and construction of the substructure. For all the substructure elements construction time, risks, sustainability, and cost are important parameters when selecting the most favourable concept. The soil conditions at the individual substructural element have the most significant influence on the selection of the best concept. Hence, an alignment study including the positioning of the substructure elements is the first step to find the optimal substructure concept.</p><p>The two towers are founded at water depths up to 45m. Open dredged wells, a steel truss structure, a classic pile cap with steel piles, and a concrete caisson foundation are considered for the design. Critical load cases are ship impact and seismic loadings. For the anchor blocks deep foundation with excavation within one or two diaphragm rings are investigated. For the Asian anchor block an alternative concept with a flat massif and shear walls below is developed. For the European anchor block a relocation with a tunnel anchorage or with a massif partly buried in a rock outcrop is investigated.</p>
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3

Ayoub, E. F., M. Youakim, and P. Nady. "Simplified approach for the seismic analysis of precast girder bridges with gap." In IABSE Congress, Ghent 2021: Structural Engineering for Future Societal Needs. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2021. http://dx.doi.org/10.2749/ghent.2021.1375.

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<p>Precast girder bridges are very attractive structural systems to bridge engineers due to their construction rapidity. In their deck arrangement a gap is introduced between the precast girders and the inverted pier cross head. Under longitudinal seismic effect the gap can be closed and the superstructure movement will be locked by the web of the pier cross-head. Usually a rigorous and sensitive non-linear time history analysis will be required for this type of structures. In this paper, a simplified approach will be introduced to estimate the base shear force transmitted to the bridge substructure under seismic loading. In the present approach the modelling of the elastomeric bearing element stiffness is modified in such a way that under earthquake loading the relative displacement between top level and bottom level of bearing equals to the gap value. The seismic analysis with slight, moderate and sharp earthquake accelerations is performed based on the response spectrum analysis as presented by AASHTO LRFD.</p>
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4

Ayoub, E. F., M. Youakim, and P. Nady. "Simplified approach for the seismic analysis of precast girder bridges with gap." In IABSE Congress, Ghent 2021: Structural Engineering for Future Societal Needs. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2021. http://dx.doi.org/10.2749/ghent.2021.1375.

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<p>Precast girder bridges are very attractive structural systems to bridge engineers due to their construction rapidity. In their deck arrangement a gap is introduced between the precast girders and the inverted pier cross head. Under longitudinal seismic effect the gap can be closed and the superstructure movement will be locked by the web of the pier cross-head. Usually a rigorous and sensitive non-linear time history analysis will be required for this type of structures. In this paper, a simplified approach will be introduced to estimate the base shear force transmitted to the bridge substructure under seismic loading. In the present approach the modelling of the elastomeric bearing element stiffness is modified in such a way that under earthquake loading the relative displacement between top level and bottom level of bearing equals to the gap value. The seismic analysis with slight, moderate and sharp earthquake accelerations is performed based on the response spectrum analysis as presented by AASHTO LRFD.</p>
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5

Löhning, Thomas, Uffe Graaskov Ravn, Flemming Pedersen, Louis Westh, and Moe Christoffersen. "The 1915 Çanakkale Bridge – Design and Construction of Substructure." In IABSE Symposium, Istanbul 2023: Long Span Bridges. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2023. http://dx.doi.org/10.2749/istanbul.2023.0575.

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<p>The 1915 Çanakkale Bridge in Turkey carries the new Malkara-Çanakkale Motorway across the Dardanelles strait. This paper describes the design of the substructure of the suspension bridge, which has a world record main span of 2023 m. The substructure consists of the two tower foundations, the two anchor blocks and the two side span piers.</p><p>The paper describes design to achieve fast-track construction and resilient structures with optimized material quantities. For the tower foundations an innovative solution consisting of a lower cellular reinforced concrete base and an upper part consisting of two hollow composite steel shafts which extends above water level have been developed. Critical temporary construction stages, including the immersion process, ship impact, and seismic loadings, call for complex structural analysis and verification.</p><p>For the anchor blocks efficient concepts have been developed to optimize quantities of concrete and excavation. At the European side this is done by taking advantage of the local soil conditions and activating the backfill on top of the anchor block as counterweight and at the Asian side anchor block an innovative concept with diaphragm panels at the bottom of the anchor block has been developed to enhance the horizontal shear resistance with the ground.</p><p>For the side span piers supporting the ends of the main steel bridge deck and the concrete girders of the approach bridges soft soil and seismic forces requires deep bored concrete pile foundations with special measures for improved soil in the upper liquefiable layers.</p>
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6

Stark, Timothy D., Thomas J. Dehlin, Soheil Nazarian, Hoda Azari, Deren Yuan, and Carlton L. Ho. "Seismic Surface Wave Testing for Track Substructure Assessment." In 2014 Joint Rail Conference. American Society of Mechanical Engineers, 2014. http://dx.doi.org/10.1115/jrc2014-3776.

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This paper presents some results of a Federal Railroad Administration (FRA) sponsored research project on using seismic surface waves to evaluate track substructure (ballast and subgrade) condition and performance. The main objective of this project is to develop a system for rapidly, nondestructively, and quantitatively assessing the engineering properties of the track substructure (ballast and subgrade). These engineering properties — shear modulus, Young’s modulus, and shear strength — are derived from measurement of the shear wave velocity profile and can be used to evaluate track safety and to predict inspection and maintenance intervals. This paper describes the seismic testing, results of field measurements, and numerical modeling of the seismic wave propagation in the track substructure. Procedural issues addressed by the numerical models and presented herein include the size and location of the excitation source and orientation and spacing of the receiving accelerometers.
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7

Abramchuk, George, and Kristina Abramchuk. "Dynamic Measurements and Damage Detection in Substructure with Swimming Loading Functions." In AIAA 3rd "Unmanned Unlimited" Technical Conference, Workshop and Exhibit. Reston, Virigina: American Institute of Aeronautics and Astronautics, 2004. http://dx.doi.org/10.2514/6.2004-6337.

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8

Thomassen, Paul E., and Jo̸rgen Krokstad. "A Simplified Approach to Wave Loading for Fatigue Damage Analysis of Monopiles." In ASME 2010 29th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2010. http://dx.doi.org/10.1115/omae2010-20651.

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The monopile is the dominating substructure concept used for offshore wind turbines. Offshore wind farms have so far been built at a depth of up to 24m. As the importance of wave loads increase when deeper waters are considered for wind farms, it becomes increasingly important to correctly and efficiently include wave loading in structural analysis. Also, for deeper waters monopiles are expected to gradually become less economical compared to alternative substructure concepts, and wave loading is important to rate different alternatives. Although monopiles is the focus of this paper, the methodology presented is largely relevant to alternative substructure concepts. A rational and efficient methodology is suggested to construct a scatter diagram based on growth curves, wind speed, fetch, and the duration of winds. First, a scatter diagram for wind speed is generated based on the 1-year and 50-year wind speeds. The wave scatter diagram is then constructed using growth curves and considering the average duration of winds compared to the length of the wave growth phase. Wave loading is discussed in the context of the wave climate found most relevant for fatigue loading. Drag effects are ignored due to low Keuligan-Carpenter (KC) number. For short wave periods, diffraction effects should be considered, but they are nevertheless ignored as very little of the fatigue damage occur for these periods. An analytic expression for the mudline moment amplitude is used to find the stress range for a regular wave. Fatigue damage and fatigue life is calculated using the SN-approach. The results indicate that wave loading can be very important for fatigue damage in an analysis also including wind loading and dynamic effects.
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9

Chen, Chao, Chun-Sheng Zhao, and Qing-Jun Ding. "Dynamic Analysis of Composite Stator of Ultrasonic Motor Based on Substructure Interface Loading Theory." In 2006 IEEE International Conference on Robotics and Biomimetics. IEEE, 2006. http://dx.doi.org/10.1109/robio.2006.340198.

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Kurc, O., and K. M. Will. "A Substructure Based Parallel Linear Solution Framework for Structural Systems Having Multiple Loading Cases." In International Conference on Computing in Civil Engineering 2005. Reston, VA: American Society of Civil Engineers, 2005. http://dx.doi.org/10.1061/40794(179)73.

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Звіти організацій з теми "Seismic loading of substructure"

1

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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2

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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3

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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4

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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Wu, Yingjie, Selim Gunay, and Khalid Mosalam. Hybrid Simulations for the Seismic Evaluation of Resilient Highway Bridge Systems. Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, November 2020. http://dx.doi.org/10.55461/ytgv8834.

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Анотація:
Bridges often serve as key links in local and national transportation networks. Bridge closures can result in severe costs, not only in the form of repair or replacement, but also in the form of economic losses related to medium- and long-term interruption of businesses and disruption to surrounding communities. In addition, continuous functionality of bridges is very important after any seismic event for emergency response and recovery purposes. Considering the importance of these structures, the associated structural design philosophy is shifting from collapse prevention to maintaining functionality in the aftermath of moderate to strong earthquakes, referred to as “resiliency” in earthquake engineering research. Moreover, the associated construction philosophy is being modernized with the utilization of accelerated bridge construction (ABC) techniques, which strive to reduce the impact of construction on traffic, society, economy and on-site safety. This report presents two bridge systems that target the aforementioned issues. A study that combined numerical and experimental research was undertaken to characterize the seismic performance of these bridge systems. The first part of the study focuses on the structural system-level response of highway bridges that incorporate a class of innovative connecting devices called the “V-connector,”, which can be used to connect two components in a structural system, e.g., the column and the bridge deck, or the column and its foundation. This device, designed by ACII, Inc., results in an isolation surface at the connection plane via a connector rod placed in a V-shaped tube that is embedded into the concrete. Energy dissipation is provided by friction between a special washer located around the V-shaped tube and a top plate. Because of the period elongation due to the isolation layer and the limited amount of force transferred by the relatively flexible connector rod, bridge columns are protected from experiencing damage, thus leading to improved seismic behavior. The V-connector system also facilitates the ABC by allowing on-site assembly of prefabricated structural parts including those of the V-connector. A single-column, two-span highway bridge located in Northern California was used for the proof-of-concept of the proposed V-connector protective system. The V-connector was designed to result in an elastic bridge response based on nonlinear dynamic analyses of the bridge model with the V-connector. Accordingly, a one-third scale V-connector was fabricated based on a set of selected design parameters. A quasi-static cyclic test was first conducted to characterize the force-displacement relationship of the V-connector, followed by a hybrid simulation (HS) test in the longitudinal direction of the bridge to verify the intended linear elastic response of the bridge system. In the HS test, all bridge components were analytically modeled except for the V-connector, which was simulated as the experimental substructure in a specially designed and constructed test setup. Linear elastic bridge response was confirmed according to the HS results. The response of the bridge with the V-connector was compared against that of the as-built bridge without the V-connector, which experienced significant column damage. These results justified the effectiveness of this innovative device. The second part of the study presents the HS test conducted on a one-third scale two-column bridge bent with self-centering columns (broadly defined as “resilient columns” in this study) to reduce (or ultimately eliminate) any residual drifts. The comparison of the HS test with a previously conducted shaking table test on an identical bridge bent is one of the highlights of this study. The concept of resiliency was incorporated in the design of the bridge bent columns characterized by a well-balanced combination of self-centering, rocking, and energy-dissipating mechanisms. This combination is expected to lead to minimum damage and low levels of residual drifts. The ABC is achieved by utilizing precast columns and end members (cap beam and foundation) through an innovative socket connection. In order to conduct the HS test, a new hybrid simulation system (HSS) was developed, utilizing commonly available software and hardware components in most structural laboratories including: a computational platform using Matlab/Simulink [MathWorks 2015], an interface hardware/software platform dSPACE [2017], and MTS controllers and data acquisition (DAQ) system for the utilized actuators and sensors. Proper operation of the HSS was verified using a trial run without the test specimen before the actual HS test. In the conducted HS test, the two-column bridge bent was simulated as the experimental substructure while modeling the horizontal and vertical inertia masses and corresponding mass proportional damping in the computer. The same ground motions from the shaking table test, consisting of one horizontal component and the vertical component, were applied as input excitations to the equations of motion in the HS. Good matching was obtained between the shaking table and the HS test results, demonstrating the appropriateness of the defined governing equations of motion and the employed damping model, in addition to the reliability of the developed HSS with minimum simulation errors. The small residual drifts and the minimum level of structural damage at large peak drift levels demonstrated the superior seismic response of the innovative design of the bridge bent with self-centering columns. The reliability of the developed HS approach motivated performing a follow-up HS study focusing on the transverse direction of the bridge, where the entire two-span bridge deck and its abutments represented the computational substructure, while the two-column bridge bent was the physical substructure. This investigation was effective in shedding light on the system-level performance of the entire bridge system that incorporated innovative bridge bent design beyond what can be achieved via shaking table tests, which are usually limited by large-scale bridge system testing capacities.
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Zaslawsky, M., and W. N. Kennedy. The comparison of DYNA3D to approximate solutions for a partially- full waste storage tank subjected to seismic loading. Office of Scientific and Technical Information (OSTI), September 1992. http://dx.doi.org/10.2172/6689637.

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Zaslawsky, M., and W. N. Kennedy. The comparison of DYNA3D to approximate solutions for a partially- full waste storage tank subjected to seismic loading. Office of Scientific and Technical Information (OSTI), September 1992. http://dx.doi.org/10.2172/10115206.

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8

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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Анотація:
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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Chauhan, Vinod. L52307 Remaining Strength of Corroded Pipe Under Secondary Biaxial Loading. Chantilly, Virginia: Pipeline Research Council International, Inc. (PRCI), August 2009. http://dx.doi.org/10.55274/r0010175.

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Corrosion metal-loss is one of the major damage mechanisms to transmission pipelines worldwide. Several methods have been developed for assessment of corrosion defects, such as ASME B31G, RSTRENG and LPC. These methods were derived based on experimental tests and theoretical/numerical studies of the failure behavior of corroded pipelines subjected only to internal pressure loading. In the vast majority of cases, internal pressure loading will be the main loading mechanism on the pipeline. However, there may be instances when pipelines could also be subjected to significant loading from the environment. For onshore pipelines, these additional loads could be as a result of ground movement due to landslides, mining subsidence, or even seismic activity. In the case of offshore pipelines the formation of free spans may impose significant bending loads. For instance, seabed scour can lead to the development and growth of free spans of pipelines resting on the seabed, particularly if they are not trenched. Whilst, the guidance detailed in standard assessment methods will be sufficient in the majority of cases, it may be inappropriate or non-conservative to use it in cases when the pipeline may also be subjected to significant external loading. As a result, this work focus on : The remaining strength of corroded pipelines subject to internal pressure and external loading cannot be explicitly assessed using the ASME B31G, RSTRENG and LPC assessment methods. However, these assessment methods have been validated using pipe with real corrosion and simulated (machined) defects welded to dome ends to form a pressure vessel and subsequently failed under internal pressure loading. Consequently, existing methods include some inherent biaxial loading and the remaining strength of corroded pipelines can be assessed with a limited amount of external loading. Ground movement due to landslides can impose significant external loading to transmission pipelines. Stresses in pipelines due to landslides can be greater than the stresses due to internal pressure loading. Methods developed by the nuclear industry for assessing corroded pipework are given in ASME Code Case N-597-2 and based on ASME B31G when the axial extent of wall thinning is limited. For more extensive corrosion, the assessment methods are based on branch reinforcement and local membrane stress limits. Strictly the methods given in ASME Code Case N-597-2 are only applicable to the assessment of piping systems designed to the ASME Boiler and Pressure Vessel Code, Section III. Failure loci of pipelines with isolated corrosion defects and subjected to combined loads have been derived for common pipeline geometries and materials. The failure loci have been validated using tests performed on 457.2mm (18-inch) and 1219.2mm (48-inch) diameter pipe under combined bending/pressure loading. These failure loci can be used to assess the limit of acceptability of existing assessment methods such as ASME B31G and RSTRENG under combined loading conditions.
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10

Cobeen, Kelly, Vahid Mahdavifar, Tara Hutchinson, Brandon Schiller, David Welch, Grace Kang, and Yousef Bozorgnia. Large-Component Seismic Testing for Existing and Retrofitted Single-Family Wood-Frame Dwellings (PEER-CEA Project). Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, November 2020. http://dx.doi.org/10.55461/hxyx5257.

Повний текст джерела
Анотація:
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. Quantifying the difference of seismic performance of un-retrofitted and retrofitted single-family wood-frame houses has become increasingly important in California due to the high seismicity of the state. Inadequate lateral bracing of cripple walls and inadequate sill bolting are the primary reasons for damage to residential homes, even in the event of moderate earthquakes. Physical testing tasks were conducted by Working Group 4 (WG4), with testing carried out at the University of California San Diego (UCSD) and University of California Berkeley (UCB). The primary objectives of the testing were as follows: (1) development of descriptions of load-deflection behavior of components and connections for use by Working Group 5 in development of numerical modeling; and (2) collection of descriptions of damage at varying levels of peak transient drift for use by Working Group 6 in development of fragility functions. Both UCSD and UCB testing included companion specimens tested with and without retrofit. This report documents the portions of the WG4 testing conducted at UCB: two large-component cripple wall tests (Tests AL-1 and AL-2), one test of cripple wall load-path connections (Test B-1), and two tests of dwelling superstructure construction (Tests C-1 and C-2). Included in this report are details of specimen design and construction, instrumentation, loading protocols, test data, testing observations, discussion, and conclusions.
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