Academic literature on the topic 'Numerical evaluation of structural response'
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Journal articles on the topic "Numerical evaluation of structural response"
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J. Hamood, Mohammed, Layla A. Ghalib, and Ameer G. Abdalwahab. "Numerical Evaluation of Seismic Response of Asymmetrical Reinforced Concrete Frame Buildings." International Journal of Engineering & Technology 7, no. 4.20 (November 28, 2018): 491. http://dx.doi.org/10.14419/ijet.v7i4.20.26249.
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Asymmetrical multi-storey buildings are almost unavoidable in modern structures due to various types of useful and architectural requirements. Latest earthquakes showed that irregular distribution of mass, stiffness and strength cause serious damage in building structural systems. This paper investigates the numerical simulation of buildings with plan irregularity and presents a case study to demonstrate the numerical evaluation of the seismic response of a three real plan-asymmetric reinforced concrete building tested at full scale at the European Laboratory for Structural Assessment of the Joint Research Center, Ispra / Italy within the SPEAR project. The structural evaluation performed through a validated Finite Elements Package, modeled by the general purpose ABAQUS, which is able to run accurate analysis, in particular nonlinear static and dynamic analysis considering both geometric nonlinearity and material inelasticity.Adequacy of the numerical modeling is verified by comparing numerical and experimental results through evaluation of the seismic capacity and dynamic characteristics of the building. The provisions of the adopted seismic code for designing such buildings are also checked over and done with the nonlinear static and dynamic analysis by verifying the proficiency of an analytical model for simulating the nonlinear response of structures considered to conduct an investigation into experiments.
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Fu, Qiang, Jianjun Liu, Jiarui Shi, Xiao Li, Xueji Cai, and Zilong Meng. "Uncertainty Evaluation of Stochastic Structural Response with Correlated Random Variables." Shock and Vibration 2022 (June 6, 2022): 1–16. http://dx.doi.org/10.1155/2022/1496358.
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It has been realized that the influence of system parameter uncertainties may be very significant, even dominant, in stochastic response evaluation. Nevertheless, in reality, this evaluation process may be difficult to conduct due to these parameter variables (viz. structural property parameters, such as stiffness, damping, and strength, and excitation characteristics parameters, such as frequency content and duration) that are usually correlated with each other. Therefore, this study devotes to develop a method for evaluating stochastic response uncertainty involving correlated system parameter variables. In this method, the evaluation expression for the mean and standard deviation of the maximum response including uncertainty parameter variables are provided first; subsequently, a third-moment pseudo-correlation normal transformation is able to be performed for converting the correlated and non-normal system parameter variables with unknown joint probability density function (PDF) or marginal PDF into the mutually independent standard normal ones; ultimately, a point estimate procedure (PEP) based on univariate dimension reduction integration can be carried out for evaluating the structural stochastic response including uncertainty system parameters. Several numerical examples with an engineering background involving correlated system parameter variables are analyzed and discussed under stochastic excitation, and their results are compared with those yielded by Monte Carlo simulation (MCS) so as to demonstrate the effectiveness of the approach proposed. It indicated that the method proposed, in this study, provides an effective path to deal with uncertainty evaluation of stochastic structural response involving correlated random variables.
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Song, Xuemin, Weiqin Liu, and Guowei Zhang. "Research on Structural Response Characteristics of Trapezoidal Floating Body in Waves." Journal of Marine Science and Engineering 10, no. 11 (November 15, 2022): 1756. http://dx.doi.org/10.3390/jmse10111756.
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Floating structures plays an important role in extending and developing ocean resources, and their response evaluation is a hot topic of global important research due to the large dimensions. With characteristics including small depth and large horizontal plane, it is easy to induce the hydro-elastic resonant responses due to total stiffness. In this paper, first, the model design is performed to satisfy hydro-elastic similarity. Then, the model test is carried out in a wave tank to measure the structural response of a trapezoidal floating body in a series of waves. Secondly, the 3D hydro-elastic computational platform HOMER is applied to calculate the stress response of a trapezoidal floating body in numerical waves. The model test results and numerical simulation results are analyzed and compared and the conclusions are drawn, which indicate that a numerical method is effective to predict the structural response characteristics of a trapezoidal floating body. Above all, it is found that the significant response of a floating model is generated in some cases. The methods and conclusions of this study are used to provide reference and guidance for structural design of a trapezoidal floating body.
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Greco, Rita, and Francesco Trentadue. "Structural Reliability Sensitivities under Nonstationary Random Vibrations." Mathematical Problems in Engineering 2013 (2013): 1–21. http://dx.doi.org/10.1155/2013/426361.
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Response sensitivity evaluation is an important element in reliability evaluation and design optimization of structural systems. It has been widely studied under static and dynamic forcing conditions with deterministic input data. In this paper, structural response and reliability sensitivities are determined by means of the time domain covariance analysis in both classically and nonclassically damped linear structural systems. A time integration scheme is proposed for covariance sensitivity. A modulated, filtered, white noise input process is adopted to model the stochastic nonstationary loads. The method allows for the evaluation of sensitivity statistics of different quantities of dynamic response with respect to structural parameters. Finally, numerical examples are presented regarding a multistorey shear frame building.
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Ye, Zhoujing, Yang Lu, and Linbing Wang. "Investigating the Pavement Vibration Response for Roadway Service Condition Evaluation." Advances in Civil Engineering 2018 (July 8, 2018): 1–14. http://dx.doi.org/10.1155/2018/2714657.
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Dynamic response of pavement provides service condition information and helps with damage prediction, while limited research is available with the simulation of pavement vibration response for evaluating roadway service condition. This paper presents a numerical model for the analysis of the pavement vibration due to the dynamic load created by a passing vehicle. A quarter vehicle model was used for the determination of the vehicle moving load. Both random and spatial characteristics of the load were considered. The random nonuniform moving load was then introduced in a 3D finite element model for the determination of the traffic-induced pavement vibration. The validated numerical model was used to assess the effects of dynamic load, material properties, and pavement structures on pavement vibration response. Numerical analyses showed that the vibration modes changed considerably for the different roadway service conditions. The vibration signals reflect the level of road roughness, the stiffness of the pavement materials, and the integrity of pavement structure. The acceleration extrema, the time-domain signal waveform, the frequency distribution, and the sum of squares of Fourier amplitude can be potential indexes for evaluating roadway service condition. This provides recommendations for the application of pavement vibration response in early-warning and timely maintenance of road.
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Wirsching, P. H., and Y. T. Wu. "Advanced Reliability Methods for Structural Evaluation." Journal of Engineering for Industry 109, no. 1 (February 1, 1987): 19–23. http://dx.doi.org/10.1115/1.3187086.
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Approximate solutions to the general structural reliability problem, i.e., computing probabilities of complicated functions of random variables, can be obtained efficiently by the fast probability integration (FPI) methods of Rackwitz-Fiessler and Wu. Relative to Monte Carlo, FPI methods have been found by the authors to require only about 1/10 of the computer time for probability levels of about 10−3. For lower probabilities, the differences are more dramatic. FPI can also be employed in situations, e.g., finite element analyses when the relationship between variables is defined only by a numerical algorithm. Unfortunately, FPI requires an explicit function. A strategy is presented herein in which a computer routine is run repeatedly k times with selected perturbed values of the variables to obtain k solutions for a response variable Y. An approximating polynomial is fit to the k “data” sets. FPI methods are then employed for this explicit form. Examples are presented of the FPI method applied to an explicit form and applied to a problem in which a polynomial approximation is made for the response variable of interest.
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Akbari, Jalal, Leila Nazari, and Samaneh Mirzaei. "Vibration Response Evaluation under Shock-Type Loading with Emphasis on Finite Element Model Updating." Shock and Vibration 2020 (September 15, 2020): 1–13. http://dx.doi.org/10.1155/2020/8861827.
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In some cases, impulse- or shock-type excitations as the dynamic loading are inevitable, and obtaining proper response with the well-known numerical methods is not easy. This paper focuses on dynamic response estimation against short-time loading with an updated finite element model using frequency response functions (FRF) and particle swarm optimization (PSO) technique. Because there is not an analytical method for assessing the numerical responses under shock-type excitations, in this paper, experimental tests are designed on a laboratory scale to evaluate the numerical responses. The vibration responses of the system against shock loading are compared with the Newmark average acceleration scheme and also with experimental data. The results reveal that the unconditionally stable Newmark method against regular loads has an appropriate performance. Still, under short-time loading, it faces numerical damping error, and this method should not be blindly applied under shock-type loads.
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Tahmasebinia, Faham, Linda Zhang, Sangwoo Park, and Samad Sepasgozar. "Numerically Evaluation of FRP-Strengthened Members under Dynamic Impact Loading." Buildings 11, no. 1 (December 31, 2020): 14. http://dx.doi.org/10.3390/buildings11010014.
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Reinforced concrete (RC) members in critical structures, such as bridge piers, high-rise buildings, and offshore facilities, are vulnerable to impact loads throughout their service life. For example, vehicle collisions, accidental loading, or unpredicted attacks could occur. The numerical models presented in this paper are shown to adequately replicate the impact behaviour and damage process of fibre-reinforced polymer (FRP)-strengthened concrete-filled steel tube (CFST) columns and Reinforced Concrete slabs. Validated models are developed using Abaqus/Explicit by reproducing the results obtained from experimental testing on bare CFST and RC slab members. Parameters relating to the FRP and material components are investigated to determine the influence on structural behaviour. The innovative method of using the dissipated energy approach for structural evaluation provides an assessment of the effective use of FRP and material properties to enhance the dynamic response. The outcome of the evaluation, including the geometrical, material, and contact properties modelling, shows that there is an agreement between the numerical and experimental behaviour of the selected concrete members. The experimentation shows that the calibration of the models is a crucial task, which was considered and resulted in matching the force–displacement behaviour and achieving the same maximum impact force and displacement values. Different novel and complicated Finite Element Models were comprehensively developed. The developed numerical models could precisely predict both local and global structural responses in the different reinforced concrete members. The application of the current numerical techniques can be extended to design structural members where there are no reliable practical guidelines on both national and international levels.
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Kubic, Charles. "Evaluation of Dynamic Analysis Methods for Seismic Analysis of Drydocks." Marine Technology Society Journal 43, no. 1 (March 1, 2009): 73–92. http://dx.doi.org/10.4031/mtsj.43.1.12.
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AbstractThree numerical methods are used to model the structural response of Bremerton drydock no. 6 to the 2001 Nisqually earthquake. The models considered include: (1) a numerical linear-elastic soil response model, (2) a numerical non-linear time-history response model, and (3) a non-linear finite element model. The results of the models are compared to the observed drydock response and each other in order to determine their effectiveness in modeling drydock structures. The research demonstrated that the non-linear finite element program PLAXIS is suitable for the seismic analysis of drydocks. In addition, the research showed that the existing United States Army Corps of Engineers program CorpsWallROTATE is not suited for the dynamic analysis of drydocks; while a method developed by Wood in 1973 could be further developed to be used as a linear approximation of the drydock’s time-history seismic response. The research is presented to assist in the development of comprehensive seismic drydock design standards.
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Huang, Qianwen, Xinping Yan, and Cong Zhang. "Numerical calculation and experimental research on the ship dynamics of the fluid–structure interaction." Advances in Mechanical Engineering 10, no. 7 (July 2018): 168781401878234. http://dx.doi.org/10.1177/1687814018782347.
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Accurate predictive method for ship dynamic is a keynote precondition for structural design and an important consideration for strength evaluation. A wave-ship coupling model focusing on the estimating of ship dynamics is numerically established to solve the fluid–structure interaction. Numerical calculation based on the presented algorithm is carried out, and the dynamical response for both ship and fluid is thus investigated with MATLAB. The dynamical responses including the structural force, deformation, velocity, and energy with different ship mass and stiffness are obtained. Experiment is conducted in the towing tank to investigate the peak frequency and transient amplitude with different wave speeds. It is found that the ship dynamics is closely related to the quality and stiffness of the structure, as well as the wave velocity of the fluid. An appropriate estimating method for ship dynamics is thus proposed through series of discussion on numerical results and experimental data.
Dissertations / Theses on the topic "Numerical evaluation of structural response"
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Hahn, Steven R. "An evaluation of acoustic response to structural modification." Diss., Georgia Institute of Technology, 2000. http://hdl.handle.net/1853/17023.
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Terro, Mohamad Jamil. "Numerical modelling thermal and structural response of reinforced concrete structures in fire." Thesis, Imperial College London, 1991. http://hdl.handle.net/10044/1/7558.
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Kromanis, Rolands. "Structural performance evaluation of bridges : characterizing and integrating thermal response." Thesis, University of Exeter, 2015. http://hdl.handle.net/10871/17440.
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Bridge monitoring studies indicate that the quasi-static response of a bridge, while dependent on various input forces, is affected predominantly by variations in temperature. In many structures, the quasi-static response can even be approximated as equal to its thermal response. Consequently, interpretation of measurements from quasi-static monitoring requires accounting for the thermal response in measurements. Developing solutions to this challenge, which is critical to relate measurements to decision-making and thereby realize the full potential of SHM for bridge management, is the main focus of this research. This research proposes a data-driven approach referred to as temperature-based measurement interpretation (TB-MI) approach for structural performance evaluation of bridges based on continuous bridge monitoring. The approach characterizes and predicts thermal response of structures by exploiting the relationship between temperature distributions across a bridge and measured bridge response. The TB-MI approach has two components - (i) a regression-based thermal response prediction (RBTRP) methodology and (ii) an anomaly detection methodology. The RBTRP methodology generates models to predict real-time structural response from distributed temperature measurements. The anomaly detection methodology analyses prediction error signals, which are the differences between predicted and real-time response to detect the onset of anomaly events. In order to generate realistic data-sets for evaluating the proposed TB-MI approach, this research has built a small-scale truss structure in the laboratory as a test-bed. The truss is subject to accelerated diurnal temperature cycles using a system of heating lamps. Various damage scenarios are also simulated on this structure. This research further investigates if the underlying concept of using distributed temperature measurements to predict thermal response can be implemented using physics-based models. The case study of Cleddau Bridge is considered. This research also extends the general concept of predicting bridge response from knowledge of input loads to predict structural response due to traffic loads. Starting from the TB-MI approach, it creates an integrated approach for analyzing measured response due to both thermal and vehicular loads. The proposed approaches are evaluated on measurement time-histories from a number of case studies including numerical models, laboratory-scale truss and full-scale bridges. Results illustrate that the approaches accurately predicts thermal response, and that anomaly events are detectable using signal processing techniques such as signal subtraction method and cointegration. The study demonstrates that the proposed TB-MI approach is applicable for interpreting measurements from full-scale bridges, and can be integrated within a measurement interpretation platform for continuous bridge monitoring.
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Koyyapu, Naresh Kumar. "Numerical Computation of Transient Response of 2D Wedge Impact." ScholarWorks@UNO, 2016. http://scholarworks.uno.edu/td/2260.
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The diverse applications of advanced marine craft ascribed to their high speed and technological advancements has led to the use of stronger and lighter metals in such crafts. High speed, in effect also increases slamming loads as higher speed increases frequency of wave encounter while operating in waves. The present study is limited to wedge impact models. Fundamentally, the study is thus about two-dimensional (2D) wedge impact in water. In an attempt to predict the structural response to impact hydrodynamic force, a beam element based finite element (FE) computer program is written and the results of the code are presented in the thesis. A computational tool is developed to predict the transient elastic response of a 2D wedge under impact force using two different numerical methods. Both explicit and implicit numerical schemes have also been studied in order to apply to the present work. Explicit forth order Runge-Kutta (RK4) method and implicit Newmark-b (NB) method have been used in the present work. Coupling effects between excitation and response are ignored in the present numerical computations. Both the numerical schemes are validated using simple static solution and also modal expansion technique.
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Shahrokh, Esfahani Marjan, and Hamedani Rasoul Nilforoush. "Numerical Evaluation of Structural Behavior of the Simply Supported FRP-RC Beams." Thesis, KTH, Betongbyggnad, 2012. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-100876.
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The main problem of steel-reinforced concrete structures is corrosion of steel reinforcements which leads to premature failure of the concrete structures. This problem costs a lot annually to rehabilitate and repair these structures. In order to improve the long-term performance of reinforced concrete structures and for preventing this corrosion problem, Fiber Reinforced Polymer (FRP) bars can be substituted of conventional steel bars for reinforcing concrete structures. This study is a numerical study to evaluate structural behavior of the simply supported concrete beams reinforced with FRP bars in comparison with steel-reinforced concrete beams. The commercial Finite Element Modeling program, ABAQUS, has been used for this purpose and the ability of aforementioned program has been investigated to model non-linear behavior of the concrete material. In order to evaluate the structural behavior of FRP-reinforced concrete beams in this study, two different aspects have been considered; effect of different types and ratios of reinforcements and effect of different concrete qualities. For the first case, different types and ratios of reinforcements, four types of reinforcing bars; CFRP, GFRP, AFRP and steel, have been considered. In addition, the concrete material assumed to be of normal strength quality. For verifying the modeling results, all models for this case have been modeled based on an experimental study carried out by Kassem et al. (2011). For the second case, it is assumed that all the models contain high strength concrete (HSC) and the mechanical properties of concrete material in this case are based on an experimental study performed by Hallgren (1996). Hence, for comparing the results of the HSC and NSC models, mechanical properties of reinforcements used for the second case are the same as the first case. Furthermore, a detailed study of the non-linear behavior of concrete material and FE modeling of reinforced concrete structures has been presented. The results of modeling have been presented in terms of; moment vs. mid-span deflection curves, compressive strain in the outer fiber of concrete, tensile strain in the lower tensile reinforcement, cracking and ultimate moments, service and ultimate deflections, deformability factor and mode of failure. Finally, the results of modeling have been compared with predictions of several codes and standards such as; ACI 440-H, CSA S806-02 and ISIS Canada Model.Det största problemet med stålarmerade betongkonstruktioner är korrosion av stålarmeringen vilket leder till tidiga skador i betongkonstruktionen. Årligen åtgår stora summor till reparation och ombyggnad av konstruktioner som drabbas av detta problem. För att förbättra den långsiktiga prestandan hos armerade betongkonstruktioner, och för att förhindra korrosionsproblemet, kan konventionella stålstänger ersättas av FRP-stänger (fiberarmerade polymerkompositer) för armering av betongkonstruktioner. Detta arbete är en numerisk undersökning för att uppskatta det strukturella beteendet av fritt upplagda betongbalkar, förstärkta med FRP-stänger i jämförelse med stålarmerade betongbalkar. Det kommersiella finita element modelleringsprogrammet ABAQUS, har använts för detta ändamål. Även programmets förmåga när det gäller att modellera icke-linjära beteenden av betongmaterial har undersökts. För att uppskatta det strukturella beteendet av FRP-armerade betongbalkar har hänsyn tagits till två olika aspekter, effekten av olika armeringstyper och deras proportioner samt effekten av olika betongkvaliteter. I det första fallet har olika armeringstyper och deras proportioner, fyra typer av armeringsstänger; CFRP, GFRP, AFRP och stål betraktats. Dessutom antas att betongen har normal hållfasthet. För att kontrollera resultatet av modelleringen, har i detta fall räkneexemplen baserats på experimentella studier utförda av Kassem et al. (2011). I det andra fallet har antagits att alla modeller innehåller höghållfast betong (HSC) och även de mekaniska egenskaperna hos betongmaterialet bygger i detta fall på en experimentell studie utförd av Hallgren (1996). För att jämföra resultatet av HSC- och NSC-modeller, är armeringens mekaniska egenskaper de samma som används för det andra fallet. Vidare har en detaljerad undersökning av betongmaterialets icke-linjära beteende och FE-modellering av armerade betongkonstruktioner presenterats. Resultaten av modelleringen har presenterats i form av; kurvor för sambandet mellan moment och mittspannets nedböjning, krympning i betongens översida, förlängningen av den lägre dragarmeringen, sprickmoment och maximalt moment, service- och maximal nedböjning, formfaktor samt typ av brott. Slutligen har resultaten från modellberäkningar jämförts med förutsägelser baserade på flera regler och standarder såsom; ACI 440-H, CSA S806-02 och ISIS Canada Model.
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Arslan, Hakan. "A Numerical Study On Response Factors For Steel Wall-frame Systems." Master's thesis, METU, 2009. http://etd.lib.metu.edu.tr/upload/2/12610811/index.pdf.
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A numerical study has been undertaken to evaluate the response of dual systems which consist of steel plate shear walls and moment resisting frames. The primary objective of the study was to investigate the influence of elastic base shear distribution between the wall and the frame on the global system response. A total of 10 walls and 30 wall-frame systems, ranging from 3 to 15 stories, were selected for numerical assessment. These systems represent cases in which the elastic base shear resisted by the frame has a share of 10%, 25%, or 50% of the total base shear resisted by the dual system. The numerical study consisted of 1600 time history analyses employing three-dimensional finite elements. All 40 structures were separately analyzed for elastic and inelastic response by subjecting to the selected suite of earthquake records. Interstory drifts, top story drift, base shears resisted by the wall and the frame were collected during each analysis. Based on the analysis results, important response quantities such as the response modification, the overstrength, the displacement amplification and ductility reduction factors are evaluated herein. Results are presented in terms of several measures such as the interstory drift ratio
and the top story drift ratio. A discussion related to the influence of load share on the response factors is given.
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Kurban, Can Ozan. "A Numerical Study On Response Factors For Steel Plate Shear Wall Systems." Master's thesis, METU, 2009. http://etd.lib.metu.edu.tr/upload/12610741/index.pdf.
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Design recommendations for steel plate shear wall (SPSW) systems have recently been introduced into seismic provisions for steel buildings. Response modification, overstrength, and displacement amplification factors for SPSW systems presented in the design codes were based on professional experience and judgment. A numerical study has been undertaken to evaluate these factors for SPSW systems. Forty four unstiffened SPSWs possessing different geometrical characteristics were designed based on the recommendations given in the AISC Seismic Provisions. Bay width, number of stories, story mass, and steel plate thickness were considered as the prime variables that influence the response. Twenty records were selected to include the variability in ground motion characteristics. In order to provide a detailed analysis of the post-buckling response, three-dimensional finite element analyses were conducted for the 44 structures subjected to the selected suite of earthquake records. For each structure and earthquake record two analyses were conducted in which the first one includes geometrical nonlinearities and the other one includes both geometrical and material nonlinearities, resulting in a total of 1760 time history analysis. In this thesis, the details of the design and analysis methodology are given. Based on the analysis results response modification, overstrength and displacement amplification factors for SPSW systems are evaluated.
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Jamil, A. "Structural response of novel PU structures under quasi-static, impact and blast loading : experimental and numerical analyses." Thesis, University of Liverpool, 2017. http://livrepository.liverpool.ac.uk/3018626/.
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Hur, Jieun. "Seismic performance evaluation of switchboard cabinets using nonlinear numerical models." Diss., Georgia Institute of Technology, 2012. http://hdl.handle.net/1853/45813.
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Past earthquake events have shown that seismic damage to electrical power systems in commercial buildings, hospitals, and other systems such as public service facilities can cause serious economic losses as well as operational problems. A methodology for evaluation of the seismic vulnerability of electrical power systems is needed and all essential components of the system must be included. A key system component is the switchboard cabinet which houses many different elements which control and monitor electrical power usage and distribution within a building. Switchboard cabinets vary in size and complexity and are manufactured by a number of different suppliers; a typical cabinet design was chosen for detailed evaluation in this investigation.
This study presents a comprehensive framework for the evaluation of the seismic performance of electrical switchboard cabinets. This framework begins with the introduction and description of the essential equipment in building electrical power systems and explains possible seismic damage to this equipment. The shortcomings of previous studies are highlighted and advanced finite element models are developed to aid in their vulnerability estimation. Unlike previous research in this area, this study proposes practical, computationally efficient, and versatile numerical models, which can capture the critical nonlinear behavior of switchboard cabinets subjected to seismic excitations. A major goal of the current study was the development of nonlinear numerical models that can accommodate various support boundary conditions ranging from fixed, elasto-plastic to free.
Using both linear and nonlinear dynamic analyses, this study presents an enhanced evaluation of the seismic behavior of switchboard cabinets. First the dynamic characteristics of switchboard cabinets are determined and then their seismic performance is assessed through nonlinear time history analysis using an expanded suite of ground motions. The seismic responses and associated ground motions are described and analyzed using probabilistic seismic demand models (PSDMs). Based on the PSDMs, the effectiveness and practicality of common intensity measures are discussed for different components. Correlation of intensity measures and seismic responses are then estimated for each component, and their seismic performance and uncertainties are quantified in terms of engineering demand parameters. The results of this study are intended for use in the seismic vulnerability assessment of essential electrical equipment in order to achieve more reliable electrical power systems resulting in reduced overall risk of both physical and operational failures of this important class of nonstructural components.
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Luboya, Silhady Tshitende. "Response of Footbridges equipped with TLD : A numerical and experimental assessment." Thesis, KTH, Bro- och stålbyggnad, 2020. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-278563.
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In recent years, an increase to design slender and aesthetically-pleasing structures have resulted in some structures having a low natural frequency. This is because the design calculation did not meet the requirement of serviceability performance. Structures can experience excessive vibrations when they are subjected to different types of dynamic loading. A device can be installed to prevent these vibrations.In this thesis, we study the response of buildings and lateral vibrations of footbridges equipped with Tuned Liquid Damper. The aim is to mitigate the first mode of vibration. Tuned Liquid Damper consists of a container in rectangular, cylindrical or arbitrary shape partially filled with shallow liquid, most often water is used as a regulating device system. The design properties of Tuned Liquid Damper is introduced and it is based on the analogyof the most popular damper, Tuned Mass Damper.An experimental study of a building frame model with four floors is conducted to validate the numerical results obtained from the simulation of the model in ANSYS. The linear and non-linear analysis are performed through a system coupling between Ansys mechanical and Fluent solver. The simulation results obtained are in good agreement with the experimental results.A parametric study is conducted with a simply supported steel footbridge. It is a 45 m long span with 3 m width and the flexural rigidity is modified to get the lateral vibration mode. The first lateral natural frequency obtained is 0.713 Hz. The load case for the study considered is according to Sétra guide. The variable parameters studied is the Tuned Liquid Damper water mass ratios: 0.7%, 1.0%, 2.0%, 3.0% and 4.0%. The results show a satisfactory performance of the footbridge model equipped with Tuned Liquid Damper. The accelerations are below 0.1 m/s2 which satisfied the requirement of 0.15 m/s2.
Books on the topic "Numerical evaluation of structural response"
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Barbat, A. H. Structural response computations in earthquake engineering. Swansea, U.K: Pineridge Press, 1989.
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Miquel, Canet Juan, ed. Structural response computations in earthquake engineering. Swansea, U.K: Pineridge Press, 1989.
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Sutherland, L. C. Evaluation of human response to structural vibrations induced by sonic booms. Hampton, Va: Langley Research Center, 1992.
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C, Chamis C., Murthy P. L. N, and United States. National Aeronautics and Space Administration., eds. Structural behavior of composites with progressive fracture. [Washington, D.C.]: NASA, 1990.
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Jayashree, Moorthy, and Langley Research Center, eds. Numerical simulation of the nonlinear response of composite plates under combined thermal and acoustic loading: Final report, for the period ended March 15, 1995. Norfolk, Va: Old Dominion University, 1995.
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Jayashree, Moorthy, and Langley Research Center, eds. Numerical simulation of the nonlinear response of composite plates under combined thermal and acoustic loading: Final report, for the period ended March 15, 1995. Norfolk, Va: Old Dominion University, 1995.
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Q, Yang H., and United States. National Aeronautics and Space Administration., eds. Coupled fluid-structure model for improved evaluation of vestibular function during in-flight conditions: A final report. Huntsville, Ala: CFD Research Corp., 1995.
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Q, Yang H., and United States. National Aeronautics and Space Administration., eds. Coupled fluid-structure model for improved evaluation of vestibular function during in-flight conditions: A final report. Huntsville, Ala: CFD Research Corp., 1995.
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Q, Yang H., and United States. National Aeronautics and Space Administration., eds. Coupled fluid-structure model for improved evaluation of vestibular function during in-flight conditions: A final report. Huntsville, Ala: CFD Research Corp., 1995.
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National Ambulatory Medical Care Survey (U.S.), National Hospital Ambulatory Medical Care Survey (U.S.), National Health Care Survey (U.S.), and National Center for Health Statistics (U.S.), eds. Effects of form length and item format on response patterns and estimates of physician office and hospital outpatient department visits: National Ambulatory Medical Care Survey and National Hospital Ambulatory Medical Care Survey, 2001 : data from the National Health Care Survey. Hyattsville, Md: U.S. Dept. Of Health and Human Services, Centers for Disease Control and Prevention, National Center for Health Statistics, 2005.
Find full textBook chapters on the topic "Numerical evaluation of structural response"
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Liu, MingYu. "Analytical and Numerical Analysis for the Vibrational Response of Timber-Concrete Composite Floor." In Advances in Frontier Research on Engineering Structures, 1–8. Singapore: Springer Nature Singapore, 2023. http://dx.doi.org/10.1007/978-981-19-8657-4_1.
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AbstractThis study investigates the vibration characteristics of composite timber-concrete floor systems to provide a reliable benchmark for optimizing composite floor system designs. This paper uses the numerical and analytical methods for evaluation to support more detailed study results and to build a comprehensive model for future research. Through Strand7 and ABAQUS numerical finite element analysis, geometrical layout and beam material effects on the timber-concrete composite floor are thoroughly explored. Meanwhile, the analytical results are further compared with the analytical solution based on the Dunkerley method and AISC. Then 15 kinds of timber-concrete composite floor designs are simulated and numerically tested. It was found that the dimensions of the timber beams and their composition might affect the natural frequencies of the floors. On this basis, this paper proposes future design schemes to provide reliable suggestions for further research.
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Falborski, T., T. Jaroszewski, and R. Jankowski. "Numerical evaluation of dynamic response of an experimentally tested base-isolated and fixed-base steel structure model." In Modern Trends in Research on Steel, Aluminium and Composite Structures, 99–105. London: Routledge, 2021. http://dx.doi.org/10.1201/9781003132134-9.
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Chauhan, Bharat Singh, Ashok Kumar Ahuja, and Neelam Rani. "Numerical Response Study of Rectangular Cross-Section Building Under Wind Interference Condition." In Structural Integrity, 518–29. Cham: Springer International Publishing, 2022. http://dx.doi.org/10.1007/978-3-031-05509-6_42.
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Gebbeken, N., and T. Wanzek. "Numerical Modelling of the Structural Behaviour of Joints." In The Paramount Role of Joints into the Reliable Response of Structures, 279–92. Dordrecht: Springer Netherlands, 2000. http://dx.doi.org/10.1007/978-94-010-0950-8_24.
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Yu, Haitao, Yong Yuan, Zhiyi Chen, Guangxi Yu, and Yun Gu. "Full 3D Numerical Simulation Method and Its Application to Seismic Response Analysis of Water-Conveyance Tunnel." In Computational Structural Engineering, 349–58. Dordrecht: Springer Netherlands, 2009. http://dx.doi.org/10.1007/978-90-481-2822-8_39.
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Sikdar, Shirsendu, Wim Van Paepegem, Wiesław Ostachowiczc, and Mathias Kersemans. "Numerical Simulation Techniques for Damage Response Analysis of Composite Structures." In Structural Health Monitoring System for Synthetic, Hybrid and Natural Fiber Composites, 85–100. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-8840-2_7.
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Leung, Randolph C. K., Harris K. H. Fan, and Garret C. Y. Lam. "A Numerical Methodology for Resolving Aeroacoustic-Structural Response of Flexible Panel." In Flinovia - Flow Induced Noise and Vibration Issues and Aspects, 321–42. Cham: Springer International Publishing, 2014. http://dx.doi.org/10.1007/978-3-319-09713-8_15.
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Adewuyi, A., S. Franklin, and Z. Wu. "Evaluation of flexibility-based damage indices using different modal response data." In Insights and Innovations in Structural Engineering, Mechanics and Computation, 1884–89. Taylor & Francis Group, 6000 Broken Sound Parkway NW, Suite 300, Boca Raton, FL 33487-2742: CRC Press, 2016. http://dx.doi.org/10.1201/9781315641645-311.
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Kumari, Sunita, Amrendra Kumar, and Sanjeev Kumar Suman. "Numerical Evaluation of Cyclic Response of Shallow Foundation Resting on Liquefiable Soil." In Proceedings of GeoShanghai 2018 International Conference: Advances in Soil Dynamics and Foundation Engineering, 185–95. Singapore: Springer Singapore, 2018. http://dx.doi.org/10.1007/978-981-13-0131-5_21.
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Singh, Nand Kishore, Shashi Kant Kumar, Satish K. S. N. Idury, K. K. Singh, and Ratneshwar Jha. "Dynamic Compression Response of Porous Zirconium-Based Bulk Metallic Glass (Zr41Ti14Cu12.5Ni10Be22.5) Honeycomb: A Numerical Study." In Structural Integrity of Additive Manufactured Materials & Parts, 308–21. 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959: ASTM International, 2020. http://dx.doi.org/10.1520/stp163120190136.
Full textConference papers on the topic "Numerical evaluation of structural response"
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Hansen, Eric, Darren Tennant, and Howard Levine. "Numerical Investigation Into End Condition Effects on the Response of Reinforced Concrete Columns to Airblast." In ASME 2009 Pressure Vessels and Piping Conference. ASMEDC, 2009. http://dx.doi.org/10.1115/pvp2009-77952.
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Dynamic finite element analysis using explicit time integration is a useful tool for evaluating the response of reinforced concrete columns to both near-contact and offset charges. Typical analyses model a single column in the structure in order to decrease analysis times and isolate the target column response from the general structural response. The effects, if any, of the assumed boundary conditions at the isolated column ends on the column response to the airblast loads are not fully understood at this time. This paper attempts to provide a more complete understanding of such end condition effects by investigating the response of a single column model with a variety of end conditions and comparing these responses to those of a column in a much larger structural model.
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Wang, M. L., and S. R. Subia. "Displacement Time Histories by Direct Numerical Integration of Acceleration Data." In ASME 1991 Design Technical Conferences. American Society of Mechanical Engineers, 1991. http://dx.doi.org/10.1115/detc1991-0315.
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Abstract Acceleration measurements often provide the engineer with a means by which to determine the forces within dynamic structural systems. However for certain problems, information about the structural motion, the displacement-time history, may also be of interest. One such application deals with the evaluation of stiffness in reinforced concrete structures during seismic events. Scaled model tests of these events suggest that the stiffness of these structures often degrades drastically. The displacement response of these seismic events are required both for the development and evaluation of postulated structural stiffness models. This paper discusses the processing of acceleration data from scaled model tests to obtain displacement-time histories for low aspect shear walls subject to simulated seismic loadings. Displacement histories obtained in the time domain are compared with those produced using a frequency domain system identification analysis.
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Malenica, Sˇime, Estelle Stumpf, Franc¸ois-Xavier Sireta, and Xiao-Bo Chen. "Consistent Hydro-Structure Interface for Evaluation of Global Structural Responses in Linear Seakeeping." In ASME 2008 27th International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2008. http://dx.doi.org/10.1115/omae2008-57077.
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The difficulties related to the equilibration of the 3D FEM structural model, in the context of hydro-structure interactions in linear seakeeping are discussed. Different philosophies in modeling the structural and hydrodynamic parts of the problem, usually lead to very different meshes (hydro and structure) which results in unbalanced structural model and consequently in doubtful results for structural responses. The procedure usually employed consists in using different kinds of interpolation schemes to transfer the total hydrodynamic pressure from hydrodynamic panels to the centroids of the structural finite elements. This approach is both, very complex for complicated geometries, but also rather inaccurate. The method that we propose here is based on two main ideas: 1. Pressure recalculation instead of interpolation; 2. Separate transfer of different pressure components (incident, diffraction, radiation & hydrostatic variation). The first point removes the difficulties related to the interpolation techniques, and allows for a very robust method of pressure transfer. The second point ensures the perfect equilibrium because the body motions are calculated after integration over the structural mesh, which means that the equilibrium is implicitly imposed. It should be noted that this procedure is not completely straightforward and several numerical “tricks” need to be introduced. However, once these difficulties are solved, the final numerical code is extremely robust and can be easily coupled with any of the general 3D FEM packages.
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Wang, Gang, Tobias Martin, Liuyi Huang, and Hans Bihs. "A Numerical Study of the Hydrodynamics of an Offshore Fish Farm Using REEF3D." In ASME 2021 40th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2021. http://dx.doi.org/10.1115/omae2021-62012.
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Abstract In this paper, the CFD framework REEF3D is utilized to investigate the hydrodynamics of a large offshore fish farm in waves. The solver consists of a rigid body dynamics solver for the frame structure coupled to a fluid solver including the shielding effects of the nets. The solver and the grid independence are validated using a 2D numerical wave tank, a free decay test, and a study of the wave loads on a rigid net panel. Then, the effects of regular wave parameters, the thickness of the vertical outer columns of the structure, and varies aspect ratios on the loads, response and maximum mooring tensions are investigated. It is concluded that the response is sensitive to the wave period rather than the wave height and that the net system accounts for about 30% of the total drag but does not influence the structural response to a larger extend. The effect of the aspect ratio on the hydrodynamics is more distinct than that of the frame thickness especially. Thus, the first step towards a systemic evaluation of the importance of different structural parts of an offshore fish cage for the expected responses is presented in this paper.
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SIEBER, PAUL, KONSTANTINOS AGATHOS, ROHAN SOMAN, WIESLAW OSTACHOWICZWIESLAW OSTACHOWICZ, and ELENI CHATZI. "A PARAMETRIZED REDUCED ORDER MODEL FOR RAPID EVALUATION OF FLAWS IN GUIDED WAVE TESTING." In Structural Health Monitoring 2021. Destech Publications, Inc., 2022. http://dx.doi.org/10.12783/shm2021/36315.
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Data from guided wave propagation in structures, produced by piezoelectric elements, can offer valuable information regarding the possible existence of flaws. Numerical models can be used to complement the attained data for refining the potential for flaw characterization. Unfortunately, evaluation of these models remains computationally expensive, especially for small defects, due to the short wavelength required for detection and, the in turn fine discretization in time and space. This renders real–time simulation infeasible, rendering GW–approaches less attractive for inverse problem formulations, where the forward problem needs to be solved several times. We propose an accelerated computation method, which exploits the properties of guided waves interacting with defects, where an extra band of waves is created, whose phase is differentiated, depending on the location of the flaw (e.g. notch) within the medium. To expedite the actual simulation for the inverse problem, the system is parametrized in terms of the location of the flaw and, in an offline phase, is repeatedly solved to produce snapshots of the system’s response. The snapshots are used to create a physics–informed interpolation of the solution of the wave propagation problem for different flaw locations. The gained information is then used in an inverse setting for localising the defect using an evolution strategy as a means to stochastic, derivative-free numerical optimization. The method is demonstrated in simulations of a 2D slice of a thin plate.
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Varpasuo, Pentti, and Jukka Ka¨hko¨nen. "Blind Prediction of SMART 2008 Seismic Structural Response Test Results." In 16th International Conference on Nuclear Engineering. ASMEDC, 2008. http://dx.doi.org/10.1115/icone16-48397.
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This paper describes the numerical simulation contribution of Fortum Nuclear Services Ltd. to the round-robin blind prediction of SMART 2008 seismic structural response tests to be conducted by Commissariat Energie Atomique in France in spring 2008. In order to assess the seismic tri-dimensional effects (such as torsion) and non-linear response of reinforced concrete buildings, a reduced scaled model (scale of 1/4th) of a nuclear reinforced concrete building is going to be tested in 2008 on AZALEE shaking table at Commissariat a` l’Energie Atomique (CEA Saclay, France). This test, supported by Commissariat a` l’Energie Atomique (CEA) and Electricite´ de France (EDF), will be part of the “SMART-2008” project (Seismic design and best-estimate Methods Assessment for Reinforced concrete buildings subjected to Torsion and non-linear effects). The first part of the project is a blind prediction of the structure behavior under different seismic loadings. It is presented as a contest, opened to teams from the practicing structural engineering as well as the academic and research community, worldwide. This phase will result in the creation of a predictive benchmark, which should allow us to compare and validate approaches used for the dynamic responses evaluation of reinforced concrete structures subjected to earthquake and exhibiting both 3-D and nonlinear behaviors. The objectives of the predictive benchmark are to: 1) Assess different conventional design methods of structural dynamic analyses, including floor response spectra evaluation; 2) Compare best-estimate methods for structural dynamic response and floor response spectra evaluation. In the next analytical phase to be carried out during the year 2009, the prediction contest will be compared to test results at various levels of seismic excitation (including ‘under-design’ and high ‘over-design’ levels), in order to: 1) Quantify variability in the seismic response of the structure and identify contribution coming from uncertainties in input parameters and random variables; 2) Investigate and compare different methods for fragility curves elaboration. The numerical simulation gives the best estimate values for acceleration response spectra values in five specified response points of the model in two perpendicular horizontal directions for base excitation values from 0.05g up to 0.8 g. Also the maximum and minimum values of the stresses and strains in the concrete and in the reinforcement of four vertical walls of the model are to be simulated as well as the acceleration and displacement response time histories at the top of the model for base excitation values from 0.05g up to 0.8 g.
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Malenica, Šime, Byung Hyuk Lee, Nikola Vladimir, Inno Gatin, Charles Monroy, and Jerome De Lauzon. "Green Water Assessment for Marine and Offshore Applications: Structural Response of the ULCS Breakwater." In ASME 2018 37th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2018. http://dx.doi.org/10.1115/omae2018-78432.
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Green water loading which occurs during the floating body operations in heavy weathers can be very dangerous for the structural integrity of the superstructures and the equipment’s located at the upper decks. The correct modeling of the green water loading and the corresponding structural response is far from trivial and many different physical aspects need to be taken into account at the same time. Depending on the type of the floating body, the overall procedure involves the use of the different numerical tools at different steps. For off-shore type structures the procedure is slightly more complicated than for ships because, in addition to the classical seakeeping simulations, the mooring software also needs to be used. In all cases the final design conditions should be modeled using the complex hydro-structure interaction tools. In the present work the overall methodology is demonstrated and applied to the case of the evaluation of the structural response of the breakwater on the Ultra Large Container Ship (ULCS).
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Jagite, George, Hervé le Sourne, Patrice Cartraud, Šime Malenica, Fabien Bigot, Jérôme de Lauzon, and Quentin Derbanne. "A New Approach to Compute the Non-Linear Whipping Response Using Hydro-Elastoplastic Coupling." In ASME 2020 39th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2020. http://dx.doi.org/10.1115/omae2020-18200.
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Abstract In the last ten years, the importance of whipping on the extreme hull girder loads has received much attention, but its consequence on the hull girder’s collapse is still unclear. The most common practice is to consider the structural behavior as linear-elastic in the hydro-elastic coupling, and as non-linear elasto-plastic in the ultimate strength evaluation. In order to investigate the influence of the non-linear structural behavior on the hydro-structure interaction responses, a new hydro-elastoplastic model is proposed to compute the non-linear whipping response. The structural part is modeled as two beams connected by a non-linear hinge, which follows the collapse behavior of a ship’s hull girder. The hydrodynamic problem is solved using the three-dimensional boundary element method, and the exact coupling between the structural model and the hydrodynamic one is made by making use of the shape function approach. Finally, the fully-coupled hydro-elastoplastic problem is solved directly in time-domain by numerical integration.
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Vuruşkan, İlker, Cüneyt Sert, and Mehmet Bülent Özer. "Simulation of Fluid Sloshing for Decreasing the Response of Structural Systems." In ASME 2014 12th Biennial Conference on Engineering Systems Design and Analysis. American Society of Mechanical Engineers, 2014. http://dx.doi.org/10.1115/esda2014-20158.
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In the last decade, there is a renewed interest in the integration of a sloshing tank into structural systems to decrease the vibrations of the structure. The purpose of this study is to try different numerical simulation programs for further use in studies in evaluation of the effectiveness of the sloshing tank absorbers for structural systems. The programs chosen for sloshing simulations are COMSOL Multiphysics®, ANSYS CFX and ANSYS-FLUENT. In the numerical simulations, the free surface shape during sloshing will be simulated under small and large amplitude sinusoidal displacements. The results obtained using different software will be compared with the results of the experiments reported in literature. Since the purpose is to use the sloshing forces on the container to decrease the structural response, the total force on the container walls is calculated and compared with the reported experimental results. The dynamics of a container coupled with the a structural model is simulated and forces applied on the container walls are analyzed in the frequency domain which is important in understanding the tuning of the vibration absorber. To the best of authors’ knowledge, in a fluid-structure coupled system the frequency domain analysis of the container wall forces at varying amplitudes of sinusoidal excitation is not presented in literature. The results showed even though higher harmonic forcing magnitudes increase with increasing base motion, the fundamental harmonic component does not change significantly.
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Jobert, Nicolas, Kenth Nilsson, Jean-Luc Chambrin, Benoiˆt Migot, and Thierry Muller. "Flow-Induced Vibrations: Shortcuts and Pitfalls in Estimating Structural Response to Turbulence." In ASME 2010 Pressure Vessels and Piping Division/K-PVP Conference. ASMEDC, 2010. http://dx.doi.org/10.1115/pvp2010-26094.
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Very often, verification of components experiencing flow-induced vibrations is conducted using “design by rule” approach, where sound engineering practice judiciously replaces sophisticated analyses. This generally results in design precluding any detrimental phenomena, such as amplification by resonance and/or lock-in. However, even for well-designed structures, it is sometimes necessary to estimate structural response due to turbulent buffeting which — though generally being a secondary contributor — can not be avoided. The aim of this paper is to review typical engineering configurations where a best-estimate structural response is sought, and discuss the merits and shortcomings of standard approaches. Both conventional engineering rules and commercially available numerical packages are reviewed. Some practical examples are provided, illustrating the needs and benefit of developing specific solutions for FIV evaluation.
Reports on the topic "Numerical evaluation of structural response"
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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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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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Hulbert, G. M., and T. J. Hughes. Numerical Evaluation and Comparison of Subcycling Algorithms for Structural Dynamics. Fort Belvoir, VA: Defense Technical Information Center, September 1988. http://dx.doi.org/10.21236/ada206756.
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Gunay, Selim, Fan Hu, Khalid Mosalam, Arpit Nema, Jose Restrepo, Adam Zsarnoczay, and Jack Baker. Blind Prediction of Shaking Table Tests of a New Bridge Bent Design. Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, November 2020. http://dx.doi.org/10.55461/svks9397.
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Considering the importance of the transportation network and bridge structures, the associated seismic design philosophy is shifting from the basic collapse prevention objective to maintaining functionality on the community scale in the aftermath of moderate to strong earthquakes (i.e., resiliency). In addition to performance, the associated construction philosophy is also being modernized, with the utilization of accelerated bridge construction (ABC) techniques to reduce impacts of construction work on traffic, society, economy, and on-site safety during construction. Recent years have seen several developments towards the design of low-damage bridges and ABC. According to the results of conducted tests, these systems have significant potential to achieve the intended community resiliency objectives. Taking advantage of such potential in the standard design and analysis processes requires proper modeling that adequately characterizes the behavior and response of these bridge systems. To evaluate the current practices and abilities of the structural engineering community to model this type of resiliency-oriented bridges, the Pacific Earthquake Engineering Research Center (PEER) organized a blind prediction contest of a two-column bridge bent consisting of columns with enhanced response characteristics achieved by a well-balanced contribution of self-centering, rocking, and energy dissipation. The parameters of this blind prediction competition are described in this report, and the predictions submitted by different teams are analyzed. In general, forces are predicted better than displacements. The post-tension bar forces and residual displacements are predicted with the best and least accuracy, respectively. Some of the predicted quantities are observed to have coefficient of variation (COV) values larger than 50%; however, in general, the scatter in the predictions amongst different teams is not significantly large. Applied ground motions (GM) in shaking table tests consisted of a series of naturally recorded earthquake acceleration signals, where GM1 is found to be the largest contributor to the displacement error for most of the teams, and GM7 is the largest contributor to the force (hence, the acceleration) error. The large contribution of GM1 to the displacement error is due to the elastic response in GM1 and the errors stemming from the incorrect estimation of the period and damping ratio. The contribution of GM7 to the force error is due to the errors in the estimation of the base-shear capacity. Several teams were able to predict forces and accelerations with only moderate bias. Displacements, however, were systematically underestimated by almost every team. This suggests that there is a general problem either in the assumptions made or the models used to simulate the response of this type of bridge bent with enhanced response characteristics. Predictions of the best-performing teams were consistently and substantially better than average in all response quantities. The engineering community would benefit from learning details of the approach of the best teams and the factors that caused the models of other teams to fail to produce similarly good results. Blind prediction contests provide: (1) very useful information regarding areas where current numerical models might be improved; and (2) quantitative data regarding the uncertainty of analytical models for use in performance-based earthquake engineering evaluations. Such blind prediction contests should be encouraged for other experimental research activities and are planned to be conducted annually by PEER.
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Patel, Reena, David Thompson, Guillermo Riveros, Wayne Hodo, John Peters, and Felipe Acosta. Dimensional analysis of structural response in complex biological structures. Engineer Research and Development Center (U.S.), July 2021. http://dx.doi.org/10.21079/11681/41082.
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The solution to many engineering problems is obtained through the combination of analytical, computational and experimental methods. In many cases, cost or size constraints limit testing of full-scale articles. Similitude allows observations made in the laboratory to be used to extrapolate the behavior to full-scale system by establishing relationships between the results obtained in a scaled experiment and those anticipated for the full-scale prototype. This paper describes the application of the Buckingham Pi theorem to develop a set of non-dimensional parameters that are appropriate for describing the problem of a distributed load applied to the rostrum of the paddlefish. This problem is of interest because previous research has demonstrated that the rostrum is a very efficient structural system. The ultimate goal is to estimate the response of a complex, bio-inspired structure based on the rostrum to blast load. The derived similitude laws are verified through a series of numerical experiments having a maximum error of 3.39%.
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Rath, Jonathan Scott, and Jose Guadalupe, Jr Arguello. Revisiting historic numerical analyses of the Waste Isolation Pilot Plant (WIPP) rooms B and D in-situ experiments regarding thermal/structural response. Office of Scientific and Technical Information (OSTI), September 2012. http://dx.doi.org/10.2172/1055610.
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Kamai, Tamir, Gerard Kluitenberg, and Alon Ben-Gal. Development of heat-pulse sensors for measuring fluxes of water and solutes under the root zone. United States Department of Agriculture, January 2016. http://dx.doi.org/10.32747/2016.7604288.bard.
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The objectives defined for this study were to: (1) develop a heat-pulse sensor and a heat-transfer model for leaching measurement, and (2) conduct laboratory study of the sensor and the methodology to estimate leaching flux. In this study we investigated the feasibility for estimating leachate fluxes with a newly designed heat-pulse (HP) sensor, combining water flux density (WFD) with electrical conductivity (EC) measurements in the same sensor. Whereas previous studies used the conventional heat pulse sensor for these measurements, the focus here was to estimate WFD with a robust sensor, appropriate for field settings, having thick-walled large-diameter probes that would minimize their flexing during and after installation and reduce associated errors. The HP method for measuring WFD in one dimension is based on a three-rod arrangement, aligned in the direction of the flow (vertical for leaching). A heat pulse is released from a center rod and the temperature response is monitored with upstream (US) and downstream (DS) rods. Water moving through the soil caries heat with it, causing differences in temperature response at the US and DS locations. Appropriate theory (e.g., Ren et al., 2000) is then used to determine WFD from the differences in temperature response. In this study, we have constructed sensors with large probes and developed numerical and analytical solutions for approximating the measurement. One-dimensional flow experiments were conducted with WFD ranging between 50 and 700 cm per day. A numerical model was developed to mimic the measurements, and also served for the evaluation of the analytical solution. For estimation WFD, and analytical model was developed to approximate heat transfer in this setting. The analytical solution was based on the work of Knight et al. (2012) and Knight et al. (2016), which suggests that the finite properties of the rods can be captured to a large extent by assuming them to be cylindrical perfect conductors. We found that: (1) the sensor is sensitive for measuring WFD in the investigated range, (2) the numerical model well-represents the sensor measurement, and (2) the analytical approximation could be improved by accounting for water and heat flow divergence by the large rods.
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Ravazdezh, Faezeh, Julio A. Ramirez, and Ghadir Haikal. Improved Live Load Distribution Factors for Use in Load Rating of Older Slab and T-Beam Reinforced Concrete Bridges. Purdue University, 2021. http://dx.doi.org/10.5703/1288284317303.
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This report describes a methodology for demand estimate through the improvement of load distribution factors in reinforced concrete flat-slab and T-beam bridges. The proposed distribution factors are supported on three-dimensional (3D) Finite Element (FE) analysis tools. The Conventional Load Rating (CLR) method currently in use by INDOT relies on a two-dimensional (2D) analysis based on beam theory. This approach may overestimate bridge demand as the result of neglecting the presence of parapets and sidewalks present in these bridges. The 3D behavior of a bridge and its response could be better modeled through a 3D computational model by including the participation of all elements. This research aims to investigate the potential effect of railings, parapets, sidewalks, and end-diaphragms on demand evaluation for purposes of rating reinforced concrete flat-slab and T-beam bridges using 3D finite element analysis. The project goal is to improve the current lateral load distribution factor by addressing the limitations resulting from the 2D analysis and ignoring the contribution of non-structural components. Through a parametric study of the slab and T-beam bridges in Indiana, the impact of selected parameters on demand estimates was estimated, and modifications to the current load distribution factors in AASHTO were proposed.
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Schiller, Brandon, Tara Hutchinson, and Kelly Cobeen. Cripple Wall Small-Component Test Program: Dry Specimens (PEER-CEA Project). Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, November 2020. http://dx.doi.org/10.55461/vsjs5869.
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This report is one of a series of reports documenting the methods and findings of a multi-year, multi-disciplinary project coordinated by the Pacific Earthquake Engineering Research Center (PEER) and funded by the California Earthquake Authority (CEA). The overall project is titled “Quantifying the Performance of Retrofit of Cripple Walls and Sill Anchorage in Single-Family Wood-Frame Buildings,” henceforth referred to as the “PEER–CEA Project.” The overall objective of the PEER–CEA Project is to provide scientifically based information (e.g., testing, analysis, and resulting loss models) that measures and documents seismic performance of wood-frame houses with cripple wall and sill anchorage deficiencies as well as retrofitted conditions that address those deficiencies. Three primary tasks support the earthquake loss-modeling effort. They are: (1) the development of ground motions and loading protocols that accurately represent the diversity of seismic hazard in California; (2) the execution of a suite of quasi-static cyclic experiments to measure and document the performance of cripple wall and sill anchorage deficiencies to develop and populate loss models; and (3) nonlinear response history analysis on cripple wall-supported buildings and their components. This report is a product of Working Group 4: Testing, whose central focus was to experimentally investigate the seismic performance of retrofitted and existing cripple walls. This present report focuses on non-stucco or “dry” exterior finishes. Paralleled by a large-component test program conducted at the University of California, Berkeley (UC Berkeley) [Cobeen et al. 2020], the present report involves two of multiple phases of small-component tests conducted at University of California San Diego (UC San Diego). Details representative of era-specific construction–specifically the most vulnerable pre-1960s construction–are of predominant focus in the present effort. Parameters examined are cripple wall height, finish style, gravity load, boundary conditions, anchorage, and deterioration. This report addresses all eight specimens in the second phase of testing and three of the six specimens in the fourth phase of testing. Although conducted in different testing phases, their results are combined here to co-locate observations regarding the behavior of all dry finished specimens. Experiments involved imposition of combined vertical loading and quasi-static reversed cyclic lateral load onto eleven cripple walls. Each specimen was 12 ft in length and 2-ft or 6-ft in height. All specimens in this report were constructed with the same boundary conditions on the top, bottom, and corners of the walls. Parameters addressed in this report include: dry exterior finish type (shiplap horizontal lumber siding, shiplap horizontal lumber siding over diagonal lumber sheathing, and T1-11 wood structural panels), cripple wall height, vertical load, and the retrofitted condition. Details of the test specimens, testing protocol (including instrumentation), and measured as well as physical observations are summarized. Results from these experiments are intended to support advancement of numerical modeling tools, which ultimately will inform seismic loss models capable of quantifying the reduction of loss achieved by applying state-of-practice retrofit methods as identified in FEMA P-1100 Vulnerability-Base Seismic Assessment and Retrofit of One- and Two-Family Dwellings.
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Mazzoni, Silvia, Nicholas Gregor, Linda Al Atik, Yousef Bozorgnia, David Welch, and Gregory Deierlein. Probabilistic Seismic Hazard Analysis and Selecting and Scaling of Ground-Motion Records (PEER-CEA Project). Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, November 2020. http://dx.doi.org/10.55461/zjdn7385.
Full textAbstract:
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 3 (WG3), Task 3.1: Selecting and Scaling Ground-motion records. The objective of Task 3.1 is to provide suites of ground motions to be used by other working groups (WGs), especially Working Group 5: Analytical Modeling (WG5) for Simulation Studies. The ground motions used in the numerical simulations are intended to represent seismic hazard at the building site. The seismic hazard is dependent on the location of the site relative to seismic sources, the characteristics of the seismic sources in the region and the local soil conditions at the site. To achieve a proper representation of hazard across the State of California, ten sites were selected, and a site-specific probabilistic seismic hazard analysis (PSHA) was performed at each of these sites for both a soft soil (Vs30 = 270 m/sec) and a stiff soil (Vs30=760 m/sec). The PSHA used the UCERF3 seismic source model, which represents the latest seismic source model adopted by the USGS [2013] and NGA-West2 ground-motion models. The PSHA was carried out for structural periods ranging from 0.01 to 10 sec. At each site and soil class, the results from the PSHA—hazard curves, hazard deaggregation, and uniform-hazard spectra (UHS)—were extracted for a series of ten return periods, prescribed by WG5 and WG6, ranging from 15.5–2500 years. For each case (site, soil class, and return period), the UHS was used as the target spectrum for selection and modification of a suite of ground motions. Additionally, another set of target spectra based on “Conditional Spectra” (CS), which are more realistic than UHS, was developed [Baker and Lee 2018]. The Conditional Spectra are defined by the median (Conditional Mean Spectrum) and a period-dependent variance. A suite of at least 40 record pairs (horizontal) were selected and modified for each return period and target-spectrum type. Thus, for each ground-motion suite, 40 or more record pairs were selected using the deaggregation of the hazard, resulting in more than 200 record pairs per target-spectrum type at each site. The suites contained more than 40 records in case some were rejected by the modelers due to secondary characteristics; however, none were rejected, and the complete set was used. For the case of UHS as the target spectrum, the selected motions were modified (scaled) such that the average of the median spectrum (RotD50) [Boore 2010] of the ground-motion pairs follow the target spectrum closely within the period range of interest to the analysts. In communications with WG5 researchers, for ground-motion (time histories, or time series) selection and modification, a period range between 0.01–2.0 sec was selected for this specific application for the project. The duration metrics and pulse characteristics of the records were also used in the final selection of ground motions. The damping ratio for the PSHA and ground-motion target spectra was set to 5%, which is standard practice in engineering applications. For the cases where the CS was used as the target spectrum, the ground-motion suites were selected and scaled using a modified version of the conditional spectrum ground-motion selection tool (CS-GMS tool) developed by Baker and Lee [2018]. This tool selects and scales a suite of ground motions to meet both the median and the user-defined variability. This variability is defined by the relationship developed by Baker and Jayaram [2008]. The computation of CS requires a structural period for the conditional model. In collaboration with WG5 researchers, a conditioning period of 0.25 sec was selected as a representative of the fundamental mode of vibration of the buildings of interest in this study. Working Group 5 carried out a sensitivity analysis of using other conditioning periods, and the results and discussion of selection of conditioning period are reported in Section 4 of the WG5 PEER report entitled Technical Background Report for Structural Analysis and Performance Assessment. The WG3.1 report presents a summary of the selected sites, the seismic-source characterization model, and the ground-motion characterization model used in the PSHA, followed by selection and modification of suites of ground motions. The Record Sequence Number (RSN) and the associated scale factors are tabulated in the Appendices of this report, and the actual time-series files can be downloaded from the PEER Ground-motion database Portal (https://ngawest2.berkeley.edu/)(link is external).
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A STUDY OF COLLAPSE SUSCEPTIBILITY AND RESISTANCE OF LOADED CABLE-SUPPORTED PIPE STRUCTURE SUBJECT TO A SUDDEN BREAK OF CABLE MEMBER. The Hong Kong Institute of Steel Construction, September 2021. http://dx.doi.org/10.18057/ijasc.2021.17.3.7.
Full textAbstract:
Cable-supported pipe system (CSPS) provides a suitable system of structure for meeting the stringent structural requirements of pipeline bridges. However, due to a composite action of cable with truss and pipe members, the sudden failure of its structural member may lead to undesired vibratory response and collapse. The occurrence of a sudden break of the CSPS structural member is characterized by spontaneous dynamics and internal force rearrangement. The present study aims to investigate parametrically the collapse susceptibility and resistance of scaled down CSPS model in the event of a sudden break of the cable member by combined experimental and numerical procedures. The displacement of the structure, the pattern of internal force rearrangement, and dynamic responses were comparatively evaluated. Experimental results depict imminent cable failure under load and attendant dynamic response, but without a total collapse of the CSPS structure. Critical members causing large dynamic response amplitudes were identified and the mitigation of collapse was evaluated. Dynamic increasing factor (DIF) methods was utilized for the evaluation of the dynamic response of the sudden cable break resulting from the pattern of responses between the cable members and the rest of the CSPS structure. Comparison with provisions in other studies shows higher values DIF of the CSPS cable members which led to proposed evaluation using dynamic factor (DF). Thus, the dynamic factors for the sudden break of various cable members along the span and the errors were also estimated considering the parametric of design variables which will enable easy utilization during the structural process of CSPS.