Gotowe bibliografie tematyczne / Structural analysis (engineering)

Gotowa bibliografia na temat „Structural analysis (engineering)”

Autor: Grafiati
Data publikacji: 4 czerwca 2021
Data aktualizacji: 29 lipca 2024

Utwórz poprawne odniesienie w stylach APA, MLA, Chicago, Harvard i wielu innych

Wybierz rodzaj źródła:

Spis treści

Zobacz listy aktualnych artykułów, książek, rozpraw, streszczeń i innych źródeł naukowych na temat „Structural analysis (engineering)”.

Przycisk „Dodaj do bibliografii” jest dostępny obok każdej pracy w bibliografii. Użyj go – a my automatycznie utworzymy odniesienie bibliograficzne do wybranej pracy w stylu cytowania, którego potrzebujesz: APA, MLA, Harvard, Chicago, Vancouver itp.

Możesz również pobrać pełny tekst publikacji naukowej w formacie „.pdf” i przeczytać adnotację do pracy online, jeśli odpowiednie parametry są dostępne w metadanych.

Artykuły w czasopismach na temat "Structural analysis (engineering)"

1

Wagenknecht, Thomas, i Jitendra Agarwal. "Structured pseudospectra in structural engineering". International Journal for Numerical Methods in Engineering 64, nr 13 (7.12.2005): 1735–51. http://dx.doi.org/10.1002/nme.1414.

Pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
2

Tosone, Carlo. "A contact problem of the structural engineering". Journal of Interdisciplinary Mathematics 5, nr 2 (styczeń 2002): 97–110. http://dx.doi.org/10.1080/09720502.2002.10700309.

Pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
3

Panagiotou, Konstantinos D., i Konstantinos V. Spiliopoulos. "Shakedown analysis of civil engineering structural elements". Proceedings of the Institution of Civil Engineers - Engineering and Computational Mechanics 168, nr 3 (wrzesień 2015): 90–98. http://dx.doi.org/10.1680/jencm.14.00029.

Pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
4

Panagiotou, Konstantinos D., i Konstantinos V. Spiliopoulos. "Shakedown analysis of civil engineering structural elements". Proceedings of the ICE - Engineering and Computational Mechanics 168, nr 3 (1.09.2015): 90–98. http://dx.doi.org/10.1680/eacm.14.00029.

Pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
5

Adeli, H. "Artificial intelligence in structural engineering". Engineering Analysis with Boundary Elements 3, nr 3 (wrzesień 1986): 154–60. http://dx.doi.org/10.1016/0955-7997(86)90003-2.

Pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
6

Tesar, Alexander, i Jozef Melcer. "Structural monitoring in advanced bridge engineering". International Journal for Numerical Methods in Engineering 74, nr 11 (2008): 1670–78. http://dx.doi.org/10.1002/nme.2224.

Pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
7

Talja, H., H. Raiko, T. P. J. Mikkola i Z. L. Zhang. "Structural safety analysis with engineering integrity assessment tools". Computers & Structures 64, nr 1-4 (lipiec 1997): 759–70. http://dx.doi.org/10.1016/s0045-7949(96)00171-x.

Pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
8

Igusa, T., S. G. Buonopane i B. R. Ellingwood. "Bayesian analysis of uncertainty for structural engineering applications". Structural Safety 24, nr 2-4 (kwiecień 2002): 165–86. http://dx.doi.org/10.1016/s0167-4730(02)00023-1.

Pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
9

Harris, D. O., C. H. Wells, S. A. Rau i D. D. Dedhia. "Engineering codes for the analysis of structural integrity". International Journal of Pressure Vessels and Piping 59, nr 1-3 (styczeń 1994): 175–83. http://dx.doi.org/10.1016/0308-0161(94)90152-x.

Pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
10

Mahesh Kumar, Rahul Kumar Gupta, Vipin Kumar, Praveen Bhatt. "Fracture Mechanics and Fatigue Analysis in Structural Engineering". Tuijin Jishu/Journal of Propulsion Technology 44, nr 3 (28.10.2023): 3056–62. http://dx.doi.org/10.52783/tjjpt.v44.i3.1279.

Pełny tekst źródła
Streszczenie:
Fatigue analysis is a critical component of structural engineering, focusing on the response of materials and structures to cyclic loading. This abstract provides a concise overview of its significance. Fatigue analysis is applied in the design and selection of materials to prevent unexpected failures, extend the life of structures, and reduce maintenance costs. It predicts fatigue life, ensuring the safe operation of structures enduring thousands of load cycles. Real-time structural health monitoring enhances safety by detecting fatigue-related damage, while insights from fatigue analysis inform the development of stronger materials. From bridge maintenance to automotive engineering, fatigue analysis underpins the reliability and safety of structures in diverse industries.
Style APA, Harvard, Vancouver, ISO itp.
Więcej źródeł

Rozprawy doktorskie na temat "Structural analysis (engineering)"

1

Segreti, John Michael. "Fatigue analysis methods in offshore structural engineering". Thesis, Georgia Institute of Technology, 1991. http://hdl.handle.net/1853/19287.

Pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
2

Liu, Wenjie. "Structural dynamic analysis and testing of coupled structures". Thesis, Imperial College London, 2001. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.246801.

Pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
3

Keyhani, Ali. "A Study On The Predictive Optimal Active Control Of Civil Engineering Structures". Thesis, Indian Institute of Science, 2000. https://etd.iisc.ac.in/handle/2005/223.

Pełny tekst źródła
Streszczenie:
Uncertainty involved in the safe and comfort design of the structures is a major concern of civil engineers. Traditionally, the uncertainty has been overcome by utilizing various and relatively large safety factors for loads and structural properties. As a result in conventional design of for example tall buildings, the designed structural elements have unnecessary dimensions that sometimes are more than double of the ones needed to resist normal loads. On the other hand the requirements for strength and safety and comfort can be conflicting. Consequently, an alternative approach for design of the structures may be of great interest in design of safe and comfort structures that also offers economical advantages. Recently, there has been growing interest among the researchers in the concept of structural control as an alternative or complementary approach to the existing approaches of structural design. A few buildings have been designed and built based on this concept. The concept is to utilize a device for applying a force (known as control force) to encounter the effects of disturbing forces like earthquake force. However, the concept still has not found its rightful place among the practical engineers and more research is needed on the subject. One of the main problems in structural control is to find a proper algorithm for determining the optimum control force that should be applied to the structure. The investigation reported in this thesis is concerned with the application of active control to civil engineering structures. From the literature on control theory. (Particularly literature on the control of civil engineering structures) problems faced in application of control theory were identified and classified into two categories: 1) problems common to control of all dynamical systems, and 2) problems which are specially important in control of civil engineering structures. It was concluded that while many control algorithms are suitable for control of dynamical systems, considering the special problems in controlling civil structures and considering the unique future of structural control, many otherwise useful control algorithms face practical problems in application to civil structures. Consequently a set of criteria were set for judging the suitability of the control algorithms for use in control of civil engineering structures. Various types of existing control algorithms were investigated and finally it was concluded that predictive optimal control algorithms possess good characteristics for purpose of control of civil engineering structures. Among predictive control algorithms, those that use ARMA stochastic models for predicting the ground acceleration are better fitted to the structural control environment because all the past measured excitation is used to estimate the trends of the excitation for making qualified guesses about its coming values. However, existing ARMA based predictive algorithms are devised specially for earthquake and require on-line measurement of the external disturbing load which is not possible for dynamic loads like wind or blast. So, the algorithms are not suitable for tall buildings that experience both earthquake and wind loads during their life. Consequently, it was decided to establish a new closed loop predictive optimal control based on ARMA models as the first phase of the study. In this phase it was initially established that ARMA models are capable of predicting response of a linear SDOF system to the earthquake excitation a few steps ahead. The results of the predictions encouraged a search for finding a new closed loop optimal predictive control algorithm for linear SDOF structures based on prediction of the response by ARMA models. The second part of phase I, was devoted to developing and testing the proposed algorithm The new developed algorithm is different from other ARMA based optimal controls since it uses ARMA models for prediction of the structure response while existing algorithms predict the input excitation. Modeling the structure response as an AR or ARMA stochastic process is an effective mean for prediction of the structure response while avoiding measurement of the input excitation. ARMA models used in the algorithm enables it to avoid or reduce the time delay effect by predicting the structure response a few steps ahead. Being a closed loop control, the algorithm is suitable for all structural control conditions and can be used in a single control mechanism for vibration control of tall buildings against wind, earthquake or other random dynamic loads. Consequently the standby time is less than that for existing ARMA based algorithms devised only for earthquakes. This makes the control mechanism more reliable. The proposed algorithm utilizes and combines two different mathematical models. First model is an ARMA model representing the environment and the structure as a single system subjected to the unknown random excitation and the second model is a linear SDOF system which represents the structure subjected to a known past history of the applied control force only. The principle of superposition is then used to combine the results of these two models to predict the total response of the structure as a function of the control force. By using the predicted responses, the minimization of the performance index with respect to the control force is carried out for finding the optimal control force. As phase II, the proposed predictive control algorithm was extended to structures that are more complicated than linear SDOF structures. Initially, the algorithm was extended to linear MDOF structures. Although, the development of the algorithm for MDOF structures was relatively straightforward, during testing of the algorithm, it was found that prediction of the response by ARMA models can not be done as was done for SDOF case. In the SDOF case each of the two components of the state vector (i.e. displacement and velocity) was treated separately as an ARMA stochastic process. However, applying the same approach to each component of the state vector of a MDOF structure did not yield satisfactory results in prediction of the response. Considering the whole state vector as a multi-variable ARMA stochastic vector process yielded the desired results in predicting the response a few steps ahead. In the second part of this phase, the algorithm was extended to non-linear MDOF structures. Since the algorithm had been developed based on the principle of superposition, it was not possible to directly extend the algorithm to non-linear systems. Instead, some generalized response was defined. Then credibility of the ARMA models in predicting the generalized response was verified. Based on this credibility, the algorithm was extended for non-linear MDOF structures. Also in phase II, the stability of a controlled MDOF structure was proved. Both internal and external stability of the system were described and verified. In phase III, some problems of special interest, i.e. soil-structure interaction and control time delay, were investigated and compensated for in the framework of the developed predictive optimal control. In first part of phase III soil-structure interaction was studied. The half-space solution of the SSI effect leads to a frequency dependent representation of the structure-footing system, which is not fit for control purpose. Consequently an equivalent frequency independent system was proposed and defined as a system whose frequency response is equal to the original structure -footing system in the mean squares sense. This equivalent frequency independent system then was used in the control algorithm. In the second part of this phase, an analytical approach was used to tackle the time delay phenomenon in the context of the predictive algorithm described in previous chapters. A generalized performance index was defined considering time delay. Minimization of the generalized performance index resulted into a modified version of the algorithm in which time delay is compensated explicitly. Unlike the time delay compensation technique used in the previous phases of this investigation, which restricts time delay to be an integer multiplier of the sampling period, the modified algorithm allows time delay to be any non-negative number. However, the two approaches produce the same results if time delay is an integer multiplier of the sampling period. For evaluating the proposed algorithm and comparing it with other algorithms, several numerical simulations were carried during the research by using MATLAB and its toolboxes. A few interesting results of these simulations are enumerated below: ARM A models are able to predict the response of both linear and non-linear structures to random inputs such as earthquakes. The proposed predictive optimal control based on ARMA models has produced better results in the context of reducing velocity, displacement, total energy and operational cost compared to classic optimal control. Proposed active control algorithm is very effective in increasing safety and comfort. Its performance is not affected much by errors in the estimation of system parameters (e.g. damping). The effect of soil-structure interaction on the response to control force is considerable. Ignoring SSI will cause a significant change in the magnitude of the frequency response and a shift in the frequencies of the maximum response (resonant frequencies). Compensating the time delay effect by the modified version of the proposed algorithm will improve the performance of the control system in achieving the control goal and reduction of the structural response.
Style APA, Harvard, Vancouver, ISO itp.
4

Keyhani, Ali. "A Study On The Predictive Optimal Active Control Of Civil Engineering Structures". Thesis, Indian Institute of Science, 2000. http://hdl.handle.net/2005/223.

Pełny tekst źródła
Streszczenie:
Uncertainty involved in the safe and comfort design of the structures is a major concern of civil engineers. Traditionally, the uncertainty has been overcome by utilizing various and relatively large safety factors for loads and structural properties. As a result in conventional design of for example tall buildings, the designed structural elements have unnecessary dimensions that sometimes are more than double of the ones needed to resist normal loads. On the other hand the requirements for strength and safety and comfort can be conflicting. Consequently, an alternative approach for design of the structures may be of great interest in design of safe and comfort structures that also offers economical advantages. Recently, there has been growing interest among the researchers in the concept of structural control as an alternative or complementary approach to the existing approaches of structural design. A few buildings have been designed and built based on this concept. The concept is to utilize a device for applying a force (known as control force) to encounter the effects of disturbing forces like earthquake force. However, the concept still has not found its rightful place among the practical engineers and more research is needed on the subject. One of the main problems in structural control is to find a proper algorithm for determining the optimum control force that should be applied to the structure. The investigation reported in this thesis is concerned with the application of active control to civil engineering structures. From the literature on control theory. (Particularly literature on the control of civil engineering structures) problems faced in application of control theory were identified and classified into two categories: 1) problems common to control of all dynamical systems, and 2) problems which are specially important in control of civil engineering structures. It was concluded that while many control algorithms are suitable for control of dynamical systems, considering the special problems in controlling civil structures and considering the unique future of structural control, many otherwise useful control algorithms face practical problems in application to civil structures. Consequently a set of criteria were set for judging the suitability of the control algorithms for use in control of civil engineering structures. Various types of existing control algorithms were investigated and finally it was concluded that predictive optimal control algorithms possess good characteristics for purpose of control of civil engineering structures. Among predictive control algorithms, those that use ARMA stochastic models for predicting the ground acceleration are better fitted to the structural control environment because all the past measured excitation is used to estimate the trends of the excitation for making qualified guesses about its coming values. However, existing ARMA based predictive algorithms are devised specially for earthquake and require on-line measurement of the external disturbing load which is not possible for dynamic loads like wind or blast. So, the algorithms are not suitable for tall buildings that experience both earthquake and wind loads during their life. Consequently, it was decided to establish a new closed loop predictive optimal control based on ARMA models as the first phase of the study. In this phase it was initially established that ARMA models are capable of predicting response of a linear SDOF system to the earthquake excitation a few steps ahead. The results of the predictions encouraged a search for finding a new closed loop optimal predictive control algorithm for linear SDOF structures based on prediction of the response by ARMA models. The second part of phase I, was devoted to developing and testing the proposed algorithm The new developed algorithm is different from other ARMA based optimal controls since it uses ARMA models for prediction of the structure response while existing algorithms predict the input excitation. Modeling the structure response as an AR or ARMA stochastic process is an effective mean for prediction of the structure response while avoiding measurement of the input excitation. ARMA models used in the algorithm enables it to avoid or reduce the time delay effect by predicting the structure response a few steps ahead. Being a closed loop control, the algorithm is suitable for all structural control conditions and can be used in a single control mechanism for vibration control of tall buildings against wind, earthquake or other random dynamic loads. Consequently the standby time is less than that for existing ARMA based algorithms devised only for earthquakes. This makes the control mechanism more reliable. The proposed algorithm utilizes and combines two different mathematical models. First model is an ARMA model representing the environment and the structure as a single system subjected to the unknown random excitation and the second model is a linear SDOF system which represents the structure subjected to a known past history of the applied control force only. The principle of superposition is then used to combine the results of these two models to predict the total response of the structure as a function of the control force. By using the predicted responses, the minimization of the performance index with respect to the control force is carried out for finding the optimal control force. As phase II, the proposed predictive control algorithm was extended to structures that are more complicated than linear SDOF structures. Initially, the algorithm was extended to linear MDOF structures. Although, the development of the algorithm for MDOF structures was relatively straightforward, during testing of the algorithm, it was found that prediction of the response by ARMA models can not be done as was done for SDOF case. In the SDOF case each of the two components of the state vector (i.e. displacement and velocity) was treated separately as an ARMA stochastic process. However, applying the same approach to each component of the state vector of a MDOF structure did not yield satisfactory results in prediction of the response. Considering the whole state vector as a multi-variable ARMA stochastic vector process yielded the desired results in predicting the response a few steps ahead. In the second part of this phase, the algorithm was extended to non-linear MDOF structures. Since the algorithm had been developed based on the principle of superposition, it was not possible to directly extend the algorithm to non-linear systems. Instead, some generalized response was defined. Then credibility of the ARMA models in predicting the generalized response was verified. Based on this credibility, the algorithm was extended for non-linear MDOF structures. Also in phase II, the stability of a controlled MDOF structure was proved. Both internal and external stability of the system were described and verified. In phase III, some problems of special interest, i.e. soil-structure interaction and control time delay, were investigated and compensated for in the framework of the developed predictive optimal control. In first part of phase III soil-structure interaction was studied. The half-space solution of the SSI effect leads to a frequency dependent representation of the structure-footing system, which is not fit for control purpose. Consequently an equivalent frequency independent system was proposed and defined as a system whose frequency response is equal to the original structure -footing system in the mean squares sense. This equivalent frequency independent system then was used in the control algorithm. In the second part of this phase, an analytical approach was used to tackle the time delay phenomenon in the context of the predictive algorithm described in previous chapters. A generalized performance index was defined considering time delay. Minimization of the generalized performance index resulted into a modified version of the algorithm in which time delay is compensated explicitly. Unlike the time delay compensation technique used in the previous phases of this investigation, which restricts time delay to be an integer multiplier of the sampling period, the modified algorithm allows time delay to be any non-negative number. However, the two approaches produce the same results if time delay is an integer multiplier of the sampling period. For evaluating the proposed algorithm and comparing it with other algorithms, several numerical simulations were carried during the research by using MATLAB and its toolboxes. A few interesting results of these simulations are enumerated below: ARM A models are able to predict the response of both linear and non-linear structures to random inputs such as earthquakes. The proposed predictive optimal control based on ARMA models has produced better results in the context of reducing velocity, displacement, total energy and operational cost compared to classic optimal control. Proposed active control algorithm is very effective in increasing safety and comfort. Its performance is not affected much by errors in the estimation of system parameters (e.g. damping). The effect of soil-structure interaction on the response to control force is considerable. Ignoring SSI will cause a significant change in the magnitude of the frequency response and a shift in the frequencies of the maximum response (resonant frequencies). Compensating the time delay effect by the modified version of the proposed algorithm will improve the performance of the control system in achieving the control goal and reduction of the structural response.
Style APA, Harvard, Vancouver, ISO itp.
5

Uwizerimana, Salome. "Structural Modeling and Dynamic Analysis of Nuclear Power Plant Structures". The Ohio State University, 2015. http://rave.ohiolink.edu/etdc/view?acc_num=osu1449489161.

Pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
6

Van, Rooyen G. C. (Gert Cornelis). "Structural analysis in a distributed collaboratory". Thesis, Stellenbosch : Stellenbosch University, 2002. http://hdl.handle.net/10019.1/53069.

Pełny tekst źródła
Streszczenie:
Thesis (PhD)--University of Stellenbosch, 2002.
ENGLISH ABSTRACT: Structural analysis is examined in order to identify its essential information requirements, its fundamental tasks, and the essential functionalities that applications which support it should provide. The special characteristics of the information content of structural analysis and the algorithms that operate on it are looked into and exploited to devise data structures and utilities that provide proper support of the analysis task within a local environment, while presenting the opportunity to be extended to the context of a distributed network-based collaboratory as well. Aspects regarding the distribution of analysis parameters and methods are analysed and alternatives are evaluated. The extentions required to adapt the local data structures and utilities for use in a distributed communication network are developed and implemented in pilot form. Examples of collaborative analysis are shown, and an evaluation of the overhead involved in distributed work is performed.
AFRIKAANSE OPSOMMING: 'n Ondersoek van die struktuuranalise-taak word uitgevoer waarin die kerninligtingsbehoeftes en fundamentele take daarvan, asook die vereisde funksionaliteit van toepassings wat dit ondersteun bepaal word. Die besondere eienskappe van struktuuranalise-inligting en die algoritmes wat daarop inwerk word ondersoek en benut om data strukture en metodes te ontwikkel wat die analise-taak goed ondersteun in In lokale omgewing, en wat terselfdertyd die moontlikheid bied om sodanig uitgebrei te word dat dit ook die taak in 'n verspreide samewerkingsgroepering kan ondersteun. Aspekte van die verspreiding van analiseparameters en metodes word ondersoek en alternatiewe oplossings word evalueer. Die uitbreidings wat nodig is om die datastrukture en metodes van die lokale omgewing aan te pas vir gebruik in verspreide kommunikasienetwerke word ontwikkel en in loodsvorm toegepas. Voorbeelde van samewerking-gebasseerde analise word getoon, en die oorhoofse koste verbonde aan analise in 'n verdeelde omgewing word evalueer.
Style APA, Harvard, Vancouver, ISO itp.
7

Jang, Jae Won. "Characterization of live modeling performance boundaries for computational structural mechanics /". Thesis, Connect to this title online; UW restricted, 2007. http://hdl.handle.net/1773/10178.

Pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
8

FASAN, MARCO. "ADVANCED SEISMOLOGICAL AND ENGINEERING ANALYSIS FOR STRUCTURAL SEISMIC DESIGN". Doctoral thesis, Università degli Studi di Trieste, 2017. http://hdl.handle.net/11368/2908191.

Pełny tekst źródła
Streszczenie:
Nowadays, standard “Performance Based Seismic Design” (PBSD) procedures rely on a “Probabilistic Seismic Hazard Analysis” (PSHA) to define the seismic input. Many assumptions underlying the probabilistic method have been proven wrong. Many earthquakes, not least the Italian earthquake sequence of 2016 (still in progress), have shown the limits of a PBSD procedure based on PSHA. Therefore, a different method to define the seismic hazard should be defined and used in a PBSD framework. This thesis tackles this aspect. In the first chapter a review of the standard PBSD procedures is done, focusing on the link between the seismic input and the acceptable structural performance level for a building. It is highlighted how, at least when evaluating the Collapse Prevention Level (CP), the use of a probabilistic seismic input should be avoided. Instead, the concept of “Maximum Credible Seismic Input” (MCSI) is introduced. This input should supply Maximum Credible Earthquake (MCE) level scenario ground motions, in other words an “upper bound” to possible future earthquake scenarios. In the second chapter an upgrade of the “Neo Deterministic Seismic Hazard Assessment” (NDSHA) is proposed to compute NDSHA-MCSI, henceforth shortly called MCSI. In other words, MCSI is fully bolted to NDSHA and aims to define a reliable and effective design seismic input. NDSHA is a physics-based approach where the ground motion parameters of interest (e.g. PGA, SA, SD etc.) are derived from the computation of thousands of physics-based synthetic seismograms calculated as the tensor product between the tensor representing in a formal way the earthquake source and the Green’s function of the medium. NDSHA accommodates the complexity of the source process, as well as site and topographical effects. The comparison between the MCSI response spectra, the Italian Building Code response spectra and the response spectra of the three strongest events of the 2016 central Italy seismic sequence is discussed. Exploiting the detailed site-specific mechanical conditions around the recording station available in literature, the methodology to define MCSI is applied to the town of Norcia (about five km from the strongest event). The results of the experiment confirm the inadequacy of the probabilistic approach that strongly underestimated the spectral accelerations for all three events. On the contrary, MCSI supplies spectral accelerations well comparable with those generated by the strongest event and confirms the reliability of the NDSHA methodology, as happened in previous earthquakes (e.g. Aquila 2009 and Emilia 2012). In the third chapter a review of the PBSD is done. It emphasizes the arbitrariness with which different choices, at present taken for granted all around the world, were taken. A new PBSD framework based on the use of MCSI is then proposed. This procedure is independent from the arbitrary choice of the reference life and the probability of exceedance. From an engineering point of view, seismograms provided by NDSHA simulations also allow to run time history analysis using site specific inputs even where no records are available. This aspect is evidenced in chapter four where a comparison between some Engineering Demand Parameters (EDP) on a steel moment resisting frame due to natural and synthetic accelerograms are compared. This thesis shows that, at least when assessing the CP level, the use of PSHA in a PBSD approach should be avoided. The new PBSD framework proposed in thesis and based on MCSI computation, if used, could help to prevent collapse of buildings and human losses, hence to build seismic resilient systems and to overcome the limits of probabilistic approaches. Not least, the availability of site specific accelerograms could lead to wider use of Non-Linear Time History Analysis (NLTHA), therefore to a better understanding of the seismic behaviour of structures.
Nowadays, standard “Performance Based Seismic Design” (PBSD) procedures rely on a “Probabilistic Seismic Hazard Analysis” (PSHA) to define the seismic input. Many assumptions underlying the probabilistic method have been proven wrong. Many earthquakes, not least the Italian earthquake sequence of 2016 (still in progress), have shown the limits of a PBSD procedure based on PSHA. Therefore, a different method to define the seismic hazard should be defined and used in a PBSD framework. This thesis tackles this aspect. In the first chapter a review of the standard PBSD procedures is done, focusing on the link between the seismic input and the acceptable structural performance level for a building. It is highlighted how, at least when evaluating the Collapse Prevention Level (CP), the use of a probabilistic seismic input should be avoided. Instead, the concept of “Maximum Design Seismic Input” (MDSI) is introduced. This input should supply Maximum Credible Earthquake (MCE) level scenario ground motions, in other words an “upper bound” to possible future earthquake scenarios. In the second chapter an upgrade of the “Neo Deterministic Seismic Hazard Assessment” (NDSHA) is proposed to find MDSI, henceforth called NDSHA-MDSI. NDSHA is a physics-based approach where the ground motion parameters of interest (e.g. PGA, SA, SD etc.) are derived from the computation of thousands of physics-based synthetic seismograms calculated as the tensor product between the tensor representing in a formal way the earthquake source and the Green’s function of the medium. NDSHA accommodates the complexity of the source process, as well as site and topographical effects. The comparison between the NDSHA-MDSI response spectra, the Italian Building Code response spectra and the response spectra of the three strongest events of the 2016 central Italy seismic sequence is discussed. Exploiting the detailed site-specific mechanical conditions around the recording station available in literature, the methodology to define NDSHA-MDSI is applied to the town of Norcia (about five km from the strongest event). The results of the experiment confirm the inadequacy of the probabilistic approach that strongly underestimated the spectral accelerations for all three events. On the contrary, NDSHA-MDSI supplies spectral accelerations well comparable with those generated by the strongest event and confirms the reliability of the NDSHA methodology, as happened in previous earthquakes (e.g. Aquila 2009 and Emilia 2012). In the third chapter a review of the PBSD is done. It emphasizes the arbitrariness with which different choices, at present taken for granted all around the world, were taken. A new PBSD framework based on the use of MDSI is then proposed. This procedure is independent from the arbitrary choice of the reference life and the probability of exceedance. From an engineering point of view, seismograms provided by NDSHA simulations also allow to run time history analysis using site specific inputs even where no records are available. This aspect is evidenced in chapter four where a comparison between some Engineering Demand Parameters (EDP) on a steel moment resisting frame due to natural and synthetic accelerograms are compared. This thesis shows that, at least when assessing the CP level, the use of PSHA in a PBSD approach should be avoided. The new PBSD framework proposed in thesis and based on NDSHA-MDSI computation, if used, could help to prevent collapse of buildings and human losses hence to build seismic resilient systems and to overcome the limits of probabilistic approaches. Not least, the availability of site specific accelerograms could lead to wider use of Non-Linear Time History Analysis (NLTHA) hence to a better understanding of the seismic behaviour of structures.
Style APA, Harvard, Vancouver, ISO itp.
9

El-Labbar, O. F. A. "Formex graphics in structural analysis". Thesis, University of Surrey, 1986. http://epubs.surrey.ac.uk/847403/.

Pełny tekst źródła
Streszczenie:
Computer-aided structural analysis processes are highly dependent on the use of computer graphics. The objective of this work is to evolve techniques that allow structural analysts, designers and architects to work with computer graphics in a convenient manner. The formex approach of data generation is explained through a number of examples. This approach enables data to be generated very conveniently for the purposes of structural analysis. Also, introduced are the main features of an interactive programming language which acts as a vehicle to implement the concepts of formex algebra. An attempt to investigate the possibility of using the concepts of formex graphics in postprocessing stages of structural analysis is presented. This enables output of structural analysis programs to be graphically displayed so that plots of structural configurations can be shown in both their deformed and undeformed shapes. It is also shown that it is possible to employ the concepts of formex graphics in order to produce axial force, shear force, bending moment and torque diagrams in a manner that they can be visualized conveniently.
Style APA, Harvard, Vancouver, ISO itp.
10

Vogel, Ryan N. "Structural-Acoustic Analysis and Optimization of Embedded Exhaust-Washed Structures". Wright State University / OhioLINK, 2013. http://rave.ohiolink.edu/etdc/view?acc_num=wright1374833633.

Pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
Więcej źródeł

Książki na temat "Structural analysis (engineering)"

1

Hibbeler, R. C. Structural analysis. Wyd. 5. Upper Saddler River, N.J: Prentice Hall, 2002.

Znajdź pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
2

Camilleri, Matthew L. Structural analysis. Redaktor ebrary Inc. New York: Nova Science Publishers, Inc., 2010.

Znajdź pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
3

Hibbeler, R. C. Structural analysis. Wyd. 4. Upper Saddler River, NJ: Prentice Hall, 1999.

Znajdź pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
4

Hibbeler, R. C. Structural analysis. Wyd. 3. London: Prentice Hall International, 1994.

Znajdź pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
5

Hibbeler, R. C. Structural analysis. Wyd. 7. Upper Saddle River, N.J: Pearson/Prentice Hall, 2009.

Znajdź pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
6

Hibbeler, R. C. Structural analysis. Wyd. 2. New York: Macmillan, 1990.

Znajdź pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
7

Hibbeler, R. C. Structural analysis. Wyd. 3. Upper Saddle River, NJ: Prentice Hall, 1997.

Znajdź pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
8

Kassimali, Aslam. Structural analysis. Wyd. 4. Independence, Ky: Nelson Engineering, 2009.

Znajdź pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
9

Tartaglione, Louis C. Structural analysis. New York: McGraw-Hill, 1991.

Znajdź pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
10

Hibbeler, R. C. Structural analysis. Wyd. 3. Englewood Cliffs, N.J: Prentice-Hall, 1997.

Znajdź pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
Więcej źródeł

Części książek na temat "Structural analysis (engineering)"

1

Bauchau, O. A., i J. I. Craig. "Engineering structural analysis". W Structural Analysis, 137–70. Dordrecht: Springer Netherlands, 2009. http://dx.doi.org/10.1007/978-90-481-2516-6_4.

Pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
2

Spencer, W. J. "Introduction to Structural Engineering". W Fundamental Structural Analysis, 1–12. New York, NY: Springer New York, 1988. http://dx.doi.org/10.1007/978-1-4757-2006-8_1.

Pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
3

Spencer, W. J. "Introduction to Structural Engineering". W Fundamental Structural Analysis, 1–12. London: Macmillan Education UK, 1988. http://dx.doi.org/10.1007/978-1-349-19582-4_1.

Pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
4

Gerstle, Kurt H. "Structural Analysis". W Handbook of Concrete Engineering, 820–54. Boston, MA: Springer US, 1985. http://dx.doi.org/10.1007/978-1-4757-0857-8_25.

Pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
5

Chandrasekaran, Srinivasan. "Reliability Analysis". W Offshore Structural Engineering, 119–76. Boca Raton : Taylor & Francis, 2016. | “A CRC title.”: CRC Press, 2017. http://dx.doi.org/10.1201/b21572-3.

Pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
6

Zatarain, Mikel. "Structural Analysis". W CIRP Encyclopedia of Production Engineering, 1–10. Berlin, Heidelberg: Springer Berlin Heidelberg, 2018. http://dx.doi.org/10.1007/978-3-642-35950-7_6543-4.

Pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
7

Zatarain, Mikel. "Structural Analysis". W CIRP Encyclopedia of Production Engineering, 1629–37. Berlin, Heidelberg: Springer Berlin Heidelberg, 2019. http://dx.doi.org/10.1007/978-3-662-53120-4_6543.

Pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
8

Zatarain, Mikel. "Structural Analysis". W CIRP Encyclopedia of Production Engineering, 1165–74. Berlin, Heidelberg: Springer Berlin Heidelberg, 2014. http://dx.doi.org/10.1007/978-3-642-20617-7_6543.

Pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
9

Wong, Tuck Seng, i Kang Lan Tee. "Structural Analysis". W A Practical Guide to Protein Engineering, 29–38. Cham: Springer International Publishing, 2020. http://dx.doi.org/10.1007/978-3-030-56898-6_3.

Pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
10

Yang, Z. "Structural Analysis". W Multiphysics Modeling with Application to Biomedical Engineering, 7–18. Boca Raton : CRC Press, 2021.: CRC Press, 2020. http://dx.doi.org/10.1201/9780367510800-3.

Pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.

Streszczenia konferencji na temat "Structural analysis (engineering)"

1

Moon, Kyoung Sun. "Design-Oriented Structural Engineering Education". W 19th Analysis and Computation Specialty Conference. Reston, VA: American Society of Civil Engineers, 2010. http://dx.doi.org/10.1061/41131(370)34.

Pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
2

Freidenberg, Aaron, Jakob C. Bruhl, Christopher H. Conley i Charles L. Randow. "High Fidelity Structural Analysis for Undergrad Structural Engineering Students". W Structures Conference 2018. Reston, VA: American Society of Civil Engineers, 2018. http://dx.doi.org/10.1061/9780784481349.051.

Pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
3

Krajewski, J. E. "Management Information Systems in Structural Engineering". W 19th Analysis and Computation Specialty Conference. Reston, VA: American Society of Civil Engineers, 2010. http://dx.doi.org/10.1061/41131(370)36.

Pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
4

Guo, Qianru, Ann E. Jeffers i David J. Jacoby. "Reliability Analysis in Structural Fire Engineering". W AEI 2017. Reston, VA: American Society of Civil Engineers, 2017. http://dx.doi.org/10.1061/9780784480502.055.

Pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
5

ARBOCZ, J., i J. HOL. "SHELL STABILITY ANALYSIS IN A COMPUTER AIDED ENGINEERING (CAE) ENVIRONMENT". W 34th Structures, Structural Dynamics and Materials Conference. Reston, Virigina: American Institute of Aeronautics and Astronautics, 1993. http://dx.doi.org/10.2514/6.1993-1333.

Pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
6

Raihan, Gazi Abu, i Uttam K. Chakravarty. "Structural Analysis of Additively Manufactured Polymeric Auxetic Metamaterials". W ASME 2023 International Mechanical Engineering Congress and Exposition. American Society of Mechanical Engineers, 2023. http://dx.doi.org/10.1115/imece2023-113839.

Pełny tekst źródła
Streszczenie:
Abstract The auxetic metamaterial is designed based on the geometric configuration rather than intrinsic material properties to tailor their superior behaviors which are not readily available on the naturally available material. Due to their counterintuitive response under static and dynamic loads, the potential applications of the polymeric auxetic structures are expanding in many engineering areas such as biomedical engineering, micro-electromechanical systems (MEMS), marine engineering, and aerospace engineering. In this paper, the structural properties of different auxetic structures are measured using finite element analysis (FEA). Static structural models have been used to calculate the Poisson’s ratio, and maximum stress and strain under different static load conditions. Modal analysis is conducted to measure the response of the auxetic structures under dynamic loading where mode shapes and the fundamental natural frequencies of the structure are measured. The Poisson’s ratio is found to have highest in the triangular auxetic structure compared to the other auxetic structures. The mode shapes correspond to the response of the auxetic structures under different fundamental frequencies and respond to the structures under free vibration in different directions.
Style APA, Harvard, Vancouver, ISO itp.
7

Riha, D., M. Enright, H. Millwater, Y. T. Wu i B. Thacker. "Probabilistic engineering analysis using the NESSUS software". W 41st Structures, Structural Dynamics, and Materials Conference and Exhibit. Reston, Virigina: American Institute of Aeronautics and Astronautics, 2000. http://dx.doi.org/10.2514/6.2000-1512.

Pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
8

Jimenez-Sanchez, Adriana, Gerardo Silva-Navarro i Francisco Beltran-Carbajal. "Structural analysis of superficial cracks on structural elements". W 2019 16th International Conference on Electrical Engineering, Computing Science and Automatic Control (CCE). IEEE, 2019. http://dx.doi.org/10.1109/iceee.2019.8884554.

Pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
9

Vitupier, G., M. Meekins, C. Sborchia, I. Sekachev, O. Tailhardat, H. Xie i C. Zhou. "ITER Cryostat structural analysis". W 2015 IEEE 26th Symposium on Fusion Engineering (SOFE). IEEE, 2015. http://dx.doi.org/10.1109/sofe.2015.7482339.

Pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
10

Lee, Ki-Myung, Won-Hyuk Choi, Hyun Soo Kim, Seung Han Moon i Jin Tae Kim. "Hull Structural Analysis of Turret-Moored FPSOs Considering Hull–Turret Interaction". W ASME 2014 33rd International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2014. http://dx.doi.org/10.1115/omae2014-23902.

Pełny tekst źródła
Streszczenie:
For turret-moored ship-type offshore structures such as floating production storage and offloading (FPSO) units, the hull structure is affected by mooring and riser loads that are transferred through turret systems, in addition to environmental loads on the hull itself. Moreover, the existence of turret structures has an influence on the structural behavior of the hull around the turret system. In the structural design of FPSOs, the turret structure and its loads are considered in a direct analysis of hull structure for a realistic strength assessment of FPSOs. This paper investigates several specific techniques for hull structural analysis considering the interaction with the turret system. The linear gap function is utilized to represent the nonlinear contact behavior between the hull and turret structures. The linear superposition of structural responses is also adapted, and its validity is demonstrated in the case of hull–turret contact problems. These studies conclude that the hull structures with turret systems that involve contact nonlinearity in their interface can be assessed using the conventional hull strength assessment based on linear analysis. Moreover, by including the turret model directly in hull structural analysis, the uncertainty arising from hull–turret interface loads can be reduced, and a robust and adaptive design procedure can be set up in the detailed engineering stages.
Style APA, Harvard, Vancouver, ISO itp.

Raporty organizacyjne na temat "Structural analysis (engineering)"

1

Patel, Reena, David Thompson, Guillermo Riveros, Wayne Hodo, John Peters i Felipe Acosta. Dimensional analysis of structural response in complex biological structures. Engineer Research and Development Center (U.S.), lipiec 2021. http://dx.doi.org/10.21079/11681/41082.

Pełny tekst źródła
Streszczenie:
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%.
Style APA, Harvard, Vancouver, ISO itp.
2

Hartman, Joseph P., John J. Jaeger, John J. Jobst, Deborah K. Martin i James Bigham. Computer-Aided Structural Engineering (CASE) Project. User's Guide: Pile Group Analysis (CPGA) Computer Program. Fort Belvoir, VA: Defense Technical Information Center, lipiec 1989. http://dx.doi.org/10.21236/ada212544.

Pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
3

Reynolds, Jonathan. A System Engineering Approach in the Analysis of Electrochemical and Structural Properties of Ionic Liquids. Office of Scientific and Technical Information (OSTI), marzec 2022. http://dx.doi.org/10.2172/1853911.

Pełny tekst źródła
Style APA, Harvard, Vancouver, ISO itp.
4

Huang, Haohang, Jiayi Luo, Kelin Ding, Erol Tutumluer, John Hart i Issam Qamhia. I-RIPRAP 3D Image Analysis Software: User Manual. Illinois Center for Transportation, czerwiec 2023. http://dx.doi.org/10.36501/0197-9191/23-008.

Pełny tekst źródła
Streszczenie:
Riprap rock and aggregates are commonly used in various engineering applications such as structural, transportation, geotechnical, and hydraulic engineering. To ensure the quality of the aggregate materials selected for these applications, it is important to determine their morphological properties such as size and shape. There have been many imaging approaches developed to characterize the size and shape of individual aggregates, but obtaining 3D characterization of aggregates in stockpiles at production or construction sites can be a challenging task. This research study introduces a new approach based on deep learning techniques that combines three developed research components: field 3D reconstruction procedures, 3D stockpiles instance segmentation, and 3D shape completion. The approach is designed to reconstruct aggregate stockpiles from multiple images, segment the stockpile into individual instances, and predict the unseen sides of each instance (particle) based on the partially visible shapes. The approach was validated using ground-truth measurements and demonstrated satisfactory algorithm performance in capturing and predicting the unseen sides of aggregates. For better user experience, the integrated approach has been implemented into a software application named “I-RIPRAP 3D,” with a user-friendly graphical user interface (GUI). This stockpile aggregate analysis approach is envisioned to provide efficient field evaluation of aggregate stockpiles by offering convenient and reliable solutions for on-site quality assurance and quality control tasks of riprap rock and aggregate stockpiles. This document provides information for users of the I-RIPRAP 3D software to make the best use of the software’s capabilities.
Style APA, Harvard, Vancouver, ISO itp.
5

Carruth, William D. Evaluation of In-Place Asphalt Recycling for Airfield Applications. Engineer Research and Development Center (U.S.), lipiec 2021. http://dx.doi.org/10.21079/11681/41142.

Pełny tekst źródła
Streszczenie:
Over the last few decades, in-place recycling of asphalt pavements has seen increased use by the highway industry, primarily to take a dvantage of potential cost and logistical savings compared to conventional reconstruction. More recently, the U.S. Navy and Federal Aviation Administration have allowed recycling to be used on airfields with lighter traffic. This report contains a discussion of in-place recycling design considerations obtained from a literature review of its use in the highway industry. Observations developed from a review of airfield pavement projects that have utilized recycling is also included. A structural analysis was performed using the Pavement-Transportation Computer Assisted Structural Engineering (PCASE) tool to determine typical stiffness values that recycled layers must achieve to support various types of military aircraft traffic for different pavement structures. Overall, in-place recycling is recommended for consideration as a rehabilitati on technique for military airfield pavements, and further investigation is recommended before it is implemented it into design guidance.
Style APA, Harvard, Vancouver, ISO itp.
6

Huang, Haohang, Erol Tutumluer, Jiayi Luo, Kelin Ding, Issam Qamhia i John Hart. 3D Image Analysis Using Deep Learning for Size and Shape Characterization of Stockpile Riprap Aggregates—Phase 2. Illinois Center for Transportation, wrzesień 2022. http://dx.doi.org/10.36501/0197-9191/22-017.

Pełny tekst źródła
Streszczenie:
Riprap rock and aggregates are extensively used in structural, transportation, geotechnical, and hydraulic engineering applications. Field determination of morphological properties of aggregates such as size and shape can greatly facilitate the quality assurance/quality control (QA/QC) process for proper aggregate material selection and engineering use. Many aggregate imaging approaches have been developed to characterize the size and morphology of individual aggregates by computer vision. However, 3D field characterization of aggregate particle morphology is challenging both during the quarry production process and at construction sites, particularly for aggregates in stockpile form. This research study presents a 3D reconstruction-segmentation-completion approach based on deep learning techniques by combining three developed research components: field 3D reconstruction procedures, 3D stockpile instance segmentation, and 3D shape completion. The approach was designed to reconstruct aggregate stockpiles from multi-view images, segment the stockpile into individual instances, and predict the unseen side of each instance (particle) based on the partial visible shapes. Based on the dataset constructed from individual aggregate models, a state-of-the-art 3D instance segmentation network and a 3D shape completion network were implemented and trained, respectively. The application of the integrated approach was demonstrated on re-engineered stockpiles and field stockpiles. The validation of results using ground-truth measurements showed satisfactory algorithm performance in capturing and predicting the unseen sides of aggregates. The algorithms are integrated into a software application with a user-friendly graphical user interface. Based on the findings of this study, this stockpile aggregate analysis approach is envisioned to provide efficient field evaluation of aggregate stockpiles by offering convenient and reliable solutions for on-site QA/QC tasks of riprap rock and aggregate stockpiles.
Style APA, Harvard, Vancouver, ISO itp.
7

Nagahi, Morteza, Niamat Ullah Ibne Hossain, Safae El Amrani, Raed Jaradat, Laya Khademibami, Simon Goerger i Randy Buchanan. Investigating the influence of demographics and personality types on practitioners' level of systems thinking skills. Engineer Research and Development Center (U.S.), marzec 2022. http://dx.doi.org/10.21079/11681/43622.

Pełny tekst źródła
Streszczenie:
Although the application of systems thinking (ST) has become essential for practitioners when dealing with turbulent and complex environments, there are limited studies available in the current literature that investigate how the ST skills of practitioners vary with regard to demographic factors and personality types (PTs). To address this gap, this article uses a structural equation modeling approach to explore the relationship be-tween practitioners’ ST skills, PT, and a set of demographic factors. The demographic factors included in the study are education level, the field of the highest degree, organizational ownership structure, job experience, and current occupation type. A total of 99 engineering managers, 104 systems engineers (SEs), and 55 practitioners with other occupations participated in this article. Results showed that the education level, the field of the highest degree, PT, organizational ownership structure, and current job experience of practitioners influenced their level of ST skills. Additionally, the current occupation type of practitioners partially affects their level of ST skills. An in-depth analysis was also conducted using multiple group analysis to show how seven ST skills of the practitioners vary across their level of education. Taken together, the findings of the study suggest that PT and a set of demographic factors influence the overall ST skill of the practitioners.
Style APA, Harvard, Vancouver, ISO itp.
8

Moghimi, Gholamreza, i Nicos Makris. Response Modification of Structures with Supplemental Rotational Inertia. Pacific Earthquake Engineering Research Center, University of California, Berkeley, CA, styczeń 2024. http://dx.doi.org/10.55461/tihv1701.

Pełny tekst źródła
Streszczenie:
Tall, multistory, buildings are becoming increasingly popular in large cities as a result of growing urbanization trends (United Nations Department of Economic and Social Affairs 2018). As cities continue to grow, many of them along the coasts of continents which are prone to natural hazards, the performance of tall, flexible buildings when subjected to natural hazards is a pressing issue with engineering relevance. The performance of structures when subjected to dynamic loads can be enhanced with various response modification strategies which have been traditionally achieved with added stiffness, flexibility, damping and strength (Kelly et al. 1972; Skinner et al. 1973, 1974; Clough and Penzien 1975; Zhang et al. 1989; Aiken 1990; Whittaker et al. 1991; Makris et al. 1993a,b; Skinner et al. 1993; Inaudi and Makris 1996; Kelly 1997; Soong and Dargush 1997; Constantinou et al. 1998; Makris and Chang 2000a; Chang and Makris 2000; Black et al. 2002, 2003; Symans et al. 2008; Sarlis et al. 2013; Tena-Colunga 1997). Together with the elastic spring that produces a force proportional to the relative displacement of its end-nodes and the viscous dashpot that produces a force proportional to the relative velocity of its end-nodes; the inerter produces a force proportional to the relative acceleration of its end-nodes and emerges as the third elementary mechanical element (in addition to the spring and dashpot) capable for modifying structural response. Accordingly, in this report we examine the seismic performance of multistory and seismically isolated structures when equipped with inerters. In view that the inerter emerges as the third elementary mechanical element for the synthesis of mechanical networks, in Chapter 2 we derive the basic frequency- and time-response functions of the inerter together with these of the two-parameter inertoelastic and inertoviscous mechanical networks. Chapter 3 examines the response of a two-degree-of-freedom (2DOF) structure where the first story is equipped with inerters. Both cases of a stiff and a compliant support of the inerters are examined. The case of two parallel clutching inerters is investigated and the study concludes that as the compliance of the frame that supports the inerters increases, the use of a single inerter offers more favorable response other than increasing the force transferred to the support frame. Chapter 4 examines the seismic response analysis of the classical two-degree-of-freedom isolated structure with supplemental rotational inertia (inerter) in its isolation system. The analysis shows that for the “critical” amount of rotational inertia which eliminates the participation of the second mode, the effect of this elimination is marginal on the structural response since the participation of the second mode is invariably small even when isolation systems without inerters are used. Our study, upon showing that the reaction force at the support of the inerter is appreciable, proceeds with a non-linear response analysis that implements a state-space formulation which accounts for the bilinear behavior of practical isolation system (single concave sliding bearings or lead-rubber bearings) in association with the compliance of the support of the inerter. Our study concludes that supplemental rotational inertia aggravates the displacement and acceleration response of the elastic superstructure and as a result, for larger isolation periods (Tb > 2.5s) the use of inerters in isolation systems is not recommended. Chapter 5 first examines the response analysis of a SDOF elastoplastic and bilinear structure and reveals that when the yielding structure is equipped with supplemental rotational inertia, the equal- displacement rule is valid starting from lower values of the pre-yielding period given that the presence of inerters lengthens the apparent pre-yielding period. The analysis concludes that sup- plemental rotational inertia emerges as an attractive response modification strategy for elastoplastic and bilinear SDOF structures with pre-yielding periods up to T1 = 1.5sec. For larger pre-yielding periods (say T1 > 2.0sec), the effectiveness of inerters to suppress the inelastic response of 2DOF yielding structures reduces; and for very flexible first stories; as in the case of isolated structures examined in chapter 4, the use of inerter at the first level (isolation system) is not recommended. Finally, chapter 6 shows that, in spite of the reduced role of inerters when placed at floor levels other than the first level (they no-longer suppress the induced ground acceleration nor they can eliminate the participation of higher modes), they still manifest a unique role since it is not possible to replace a structure with solitary inerters at higher levels with an equivalent traditional structure without inerters.
Style APA, Harvard, Vancouver, ISO itp.
9

Lazor, Robert B. DTRS56-03-T-0011 Validation of Sleeve Weld Integrity and Workmanship Level Development. Chantilly, Virginia: Pipeline Research Council International, Inc. (PRCI), lipiec 2006. http://dx.doi.org/10.55274/r0012038.

Pełny tekst źródła
Streszczenie:
This project was initiated to support a methodology for conducting an engineering assessment to determine the tolerable dimensions of flaw indications at full encirclement repair sleeve welds. The work described herein has been undertaken to validate the stresses estimated in finite element analysis (FEA) models against actual in-service loading conditions experienced at reinforcing sleeves. This project was intended to prove the feasibility of the concept and to provide details that could be incorporated into a future guidance note on sleeve installation procedures. The following general tasks were undertaken: (1) Collection of full-scale structural behavior data during the sleeve installation process and during line operation;, (2) Calibration of a sleeve weld finite element model against field data; and (3) Demonstration of the model as a design tool.
Style APA, Harvard, Vancouver, ISO itp.
10

Hite, John, Robert Ebeling i Barry White. Hydraulic load definitions for use in Load and Resistance Factor Design (LRFD) analysis, including probabilistic load characterization, of 10 hydraulic steel structures : report number 1. Engineer Research and Development Center (U.S.), maj 2024. http://dx.doi.org/10.21079/11681/48610.

Pełny tekst źródła
Streszczenie:
In the past, allowable stress design (ASD) was used to design steel structures. The allowable stresses used were determined from previous practice, with limited understanding of the reliability and risk performance provided by the structure. Engineering methods based on Load and Resistance Factor Design (LRFD) provide more accurate lifetime models of structures by providing risk-based load factors. Besides improved safety, cost savings can be provided through improved performance and, in some cases, by delaying rehabilitation. This research project develops LRFD-based engineering procedures for the evaluation and design of hydraulic steel structures (HSS). Hydraulic loads are a key element to the LRFD analysis. This report identifies the primary hydraulic loads and describes procedures that can be used to determine these hydraulic loads. Existing design guidance for HSS is described and presented in the individual chapters. The appendixes to the report provide examples of the procedures used to compute the hydrostatic, wave, and hydrodynamic loads. A new approach for determining wind-induced wave loads was developed. Design guidance for computing the hydrodynamic load was limited for many of the HSS. Additional research is recommended to improve capabilities for computing hydraulic loads. Details on these recommendations can be found in this report.
Style APA, Harvard, Vancouver, ISO itp.
Możesz być także zainteresowany rozszerzonymi bibliografiami na temat „Structural analysis (engineering)” dla poszczególnych typów źródeł:
Artykuły w czasopismach Rozprawy doktorskie Książki
Oferujemy zniżki na wszystkie plany premium dla autorów, których prace zostały uwzględnione w tematycznych zestawieniach literatury. Skontaktuj się z nami, aby uzyskać unikalny kod promocyjny!

Do bibliografii