Relevant bibliographies by topics / Strut and tie model

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Academic literature on the topic 'Strut and tie model'

Author: Grafiati
Published: 4 June 2021
Last updated: 10 March 2023

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Journal articles on the topic "Strut and tie model"

1

Yun, Young Mook, and Julio A. Ramirez. "Strength of Struts and Nodes in Strut-Tie Model." Journal of Structural Engineering 122, no. 1 (January 1996): 20–29. http://dx.doi.org/10.1061/(asce)0733-9445(1996)122:1(20).

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Gong, Hao Jun, and Min Su. "The Preliminary Calculation Process of Strut-and-Tie Model." Applied Mechanics and Materials 351-352 (August 2013): 325–28. http://dx.doi.org/10.4028/www.scientific.net/amm.351-352.325.

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By briefly introducing the main steps of using strut-and-tie (STM) , this paper showing the preliminary calculation process. In this paper, defining D-region is the very first step in design.Then paper gives the method to calculate the reinforcement needed to meet required tie capacities. In addition, checking the room for struts is also an important step in the calculation. Since it can examine the correctness of the STM designed by engineer.
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Yang, Chun, Ming Ji He, Jian Cai, Yan Sheng Huang, and Yi Wu. "Study on Mechanical Behaviors and Calculation of Shear Strength of Steel Truss Reinforced Concrete Deep Beams." Advanced Materials Research 243-249 (May 2011): 514–20. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.514.

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Based on strut-and-tie model (STM) in deep beams, steel truss reinforced concrete (STRC) deep beam was developed. Experimental investigations of mechanical performances of STRC deep beams were carried out, and results show that STRC deep beam is of high ultimate bearing capacity, large rigidity and good ductility; Strut-and-tie force transference model is formed in STRC deep beams, and loads can be transferred in the shortest and direct way. Then Steel reinforced concrete (SRC) strut-and-tie model (SSTM) for determining the shear strength of STRC deep beams is proposed. The contribution of SRC diagonal strut, longitudinal reinforcements, stirrups and web reinforcements to the shear strength of STRC deep beams are determined with consideration of softened effects of concrete, and for safe consideration, superposition theory is employed for SRC struts. Computer programs are developed to calculate the shear strength of STRC deep beams and verified by experimental results.
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Yun, Young Mook, and Youjong Lee. "Strengths of Struts and Nodal Zones for Strut-and-Tie Model Design of Reinforced Concrete Corbels." Civil Engineering Journal 7, no. 8 (August 1, 2021): 1275–89. http://dx.doi.org/10.28991/cej-2021-03091725.

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The strut-and-tie model (STM) method is useful for the limit state design of reinforced concrete (RC) corbels. However, for the rational design of RC corbels, designers must accurately determine the strengths of concrete struts and nodal zones to check the strength conditions of a selected STM and the anchorage of reinforcing bars in nodal zones. In this study, the authors suggested a numerical process for determining the strengths of concrete struts and nodal zones in RC corbel STMs. The technique incorporates the state of two-dimensional (2-D) stresses at the strut and nodal zone locations, 2-D failure envelope of concrete, deviation angle between the strut orientation and compressive principal stress trajectory, and the effect of concrete confinement by reinforcing bars. The authors also proposed the strength equations of struts and nodal zones that apply to the typical determinate and indeterminate STMs of RC corbels. The authors considered the effects of the shear span-to-effective depth ratio, the horizontal-to-vertical load ratio, and the primary tensile and horizontal shear reinforcement ratios in developing the strength equations. The authors predicted the failure strengths of 391 RC corbels tested to examine the appropriateness of the proposed numerical process and strength equations. The predicted failure strength compares very well with experimental results, proving that the rational analysis and design of RC corbels are possible by using the present study's strut and nodal zone strengths. Doi: 10.28991/cej-2021-03091725 Full Text: PDF
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Yun, Young Mook, and Hyun Soo Chae. "An optimum indeterminate strut-and-tie model for reinforced concrete corbels." Advances in Structural Engineering 22, no. 12 (May 8, 2019): 2557–71. http://dx.doi.org/10.1177/1369433219845689.

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The failure behavior of a reinforced concrete corbel is complicated due to the shear span-to-effective depth ratio, reinforcement patterns, load conditions, and material properties. In this study, an optimum first-order indeterminate strut-and-tie model that reflects all characteristics of the failure behavior is proposed for the rational design of reinforced concrete corbels with a shear span-to-effective depth ratio of less than 1.0. A load distribution ratio that transforms the indeterminate strut-and-tie model into a determinate model is also developed to help structural designers design reinforced concrete corbels using the strut-and-tie model methods of current design codes. For the development of the load distribution ratio, a material nonlinear finite element analysis of the proposed first-order indeterminate strut-and-tie model was conducted repeatedly by changing the combination of primary design variables of the corbels. To examine the validity of our results, the ultimate strengths of 294 reinforced concrete corbels tested to failure by other investigators were predicted using the proposed strut-and-tie model with the load distribution ratio, the existing determinate strut-and-tie models representing arch and truss load transfer mechanisms, and the American Concrete Institute 318 conventional design method based on a shear friction theory. The ultimate strengths predicted by the proposed strut-and-tie model agreed fairly well with the experimental results. The ratio of the experimental strength to the predicted strength (and coefficient of variation) was 1.09 (28.0%), implying that the proposed strut-and-tie model can represent the load transfer mechanisms of corbels most appropriately.
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Chae. "Effective Strengths of Concrete Struts in Strut-Tie Models of Reinforced Concrete Corbels." Journal of the Korean Society of Civil Engineers 34, no. 4 (2014): 1081. http://dx.doi.org/10.12652/ksce.2014.34.4.1081.

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SOUZA, R. A., and S. BREÑA. "Behavior predictions of deep beams with short straight bar anchorages using strut-and-tie models and nonlinear analysis." Revista IBRACON de Estruturas e Materiais 9, no. 5 (October 2016): 710–21. http://dx.doi.org/10.1590/s1983-41952016000500004.

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Abstract This paper investigates the laboratory test results of 12 deep beams available in the literature, where the longitudinal reinforcement was anchored into the support using short straight bar anchorages. Four different specimen groups with three different shear span-to-depth ratios (a/d) were selected and most of the deep beams failed by strut crushing after yielding of the main longitudinal reinforcement. In order to investigate the behavior of the selected deep beams, an enhanced strut-and-tie model assuming geometrical adaptability (possibility of update in the dimensions of the struts and ties as the main tie starts to yield) is proposed. The analytical results obtained using this approach may be considered as much as accurate than some conducted complex nonlinear analysis considering smeared fixed cracking model and bond-slip behavior. However, an improvement on the effective strength factor of bottle-shaped struts by means of an iterative strut-and-tie model is needed, once the effective strength factor prescribed by NBR6118 (2014) has shown to be over conservative for all ranges of span-to-depth ratio (a/d) investigated. Finally, the obtained results indicated that short bar anchorages did not seem to influence significantly the shear strength of the deep beams investigated, especially the strength of bottled-shaped struts when appropriate crack control reinforcement is present.
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Hou, Liqun, Weiming Yan, Shicai Chen, Ruiyun Zhang, and Yue Qi. "Shear Strength Prediction of RC Beam-column Sandwich Interior Joints Based on Simplified Softened Strut-and-Tie." Open Civil Engineering Journal 11, no. 1 (December 20, 2017): 933–39. http://dx.doi.org/10.2174/1874149501711010933.

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Introduction: The sandwich joints casted core area with weaker strength concrete of beam, has more advantages than the traditional joints casted core area with higher strength concrete of column, such as the simple construction and quality assurance, while China design codes are too simple about the sandwich joints and have no clear calculation methods. Methods: Due to the scarcity of rational models for predicting the strength of RC beam-column sandwich joints, a modified simplified softened strut-and-tie model suggests a more rational calculation method for the effective compressive strength and the height of the joint concrete based on the simplified softened strut-and-tie. The shear strength of existing tested 15 sandwich interior joints is calculated by using the modified simplified softened strut-and-tie model. Furthermore, the theory results are compared with those of the code method and those of the simplified softened strut-and-tie model. Results and Conclusion: The results indicate that the code method is more conservative, and the modified simplified softened strut-and-tie can more precisely predict the joint shear strength than that of the softened strut-and-tie model and more secure than that of the code method. Thus, the modified simplified softened strut-and-tie model can reasonable reveal the failure mechanism of RC beam-column sandwich interior joints.
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Yun, Young Mook. "Effective Strengths of Concrete Struts in Strut-Tie Models of Reinforced Concrete Deep Beams." Journal of the Korean Society of Civil Engineers 33, no. 6 (2013): 2195. http://dx.doi.org/10.12652/ksce.2013.33.6.2195.

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Tuchscherer, Robin G., David B. Birrcher, and Oguzhan Bayrak. "Strut-and-tie model design provisions." PCI Journal 56, no. 1 (January 1, 2011): 155–70. http://dx.doi.org/10.15554/pcij.01012011.155.170.

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Dissertations / Theses on the topic "Strut and tie model"

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Kulkarni, Allakh. "An Application of Strut-and-Tie Model to Deep Beams." University of Cincinnati / OhioLINK, 2011. http://rave.ohiolink.edu/etdc/view?acc_num=ucin1312554372.

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Rezaei, Nazanin. "Study on Strut and Node Behavior in Strut-and-Tie Modeling." FIU Digital Commons, 2018. https://digitalcommons.fiu.edu/etd/3749.

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The strut-and-tie method (STM) is a simple and conservative method for designing concrete structures, especially deep beams. This method expresses complicated stress patterns as a simple truss or kinematic model made up of compression elements (struts), tension elements (ties), and the joints between elements (nodes). STM is based on lowerbound plasticity theorem, so using it properly will lead to a conservative design. Although the concepts of STM have been around in concrete design since the late 19th century, STM was first introduced in AASHTO LRFD in 1994 and ACI 318-02 in 2002. ACI 318 defines two different types of struts (prismatic and bottle-shaped) based on whether compression stress can spread transversely along the length of the strut. Recent work has brought into question whether these two types of struts do exist and whether current design provisions conservatively estimate failure loads for all members. The performance of struts and nodes were investigated experimentally by testing six fullscale concrete deep beams. The specimens had two different shapes (rectangular and trusslike), two different shear span-to-depth ratio (1 and 1.6), and three different types of development (externally unbonded bars, internally bonded hooked bars, and internally bonded bars with welded external plates). All the specimens were supported vertically and vii tested under a three-point load setup. Based on the results, the truss-like specimen failed at higher loads than rectangular specimens with the same shear span-to-depth ratio. According to these results and recent debate in the literature, bottle-shaped struts are not weaker than prismatic struts because of their shape. They are weaker due to shear failure where struts cross a diagonal tension field. Therefore, the structures should be separately checked for shear strength when they are designed with STM. In this dissertation, the development of the design equation for shear strength of discontinuity regions was introduced, and the procedure is under consideration for adoption in ACI 318-19. This research was expanded numerically by studying the effect of development type and length, strut type, and strut angle on the behavior of concrete deep beams. The crack patterns and load-displacement curves, which were obtained from experimental tests, were used to validate numerical models. The strength of concrete deep beams was assessed by modeling thirty-five specimens in a nonlinear finite element software. According to the results, development length and development types influenced the presence of tensile stress in the support nodes. Additionally, the effect of the tensile stresses from reinforcement development and diagonal tension were not additive in rectangular specimens.
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LIMA, RICARDO OLIVEIRA DA CUNHA. "STRUT AND TIE MODELS THROUGH TOPOLOGICAL OPTIMIZATION TECHNIQUES." PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO, 1998. http://www.maxwell.vrac.puc-rio.br/Busca_etds.php?strSecao=resultado&nrSeq=1407@1.

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COORDENAÇÃO DE APERFEIÇOAMENTO DO PESSOAL DE ENSINO SUPERIOR
Modelos de bielas e tirantes são, em última análise, representações discretas dos campos de tensão nos elementos estruturais de concreto armado próximos da ruptura e visam possibilitar um projeto consistente de todos os elementos estruturais. Este trabalho tem como objetivo desenvolver um programa de otimização topológica que gere e permita a visualização de um modelo de bielas e tirantes para elementos estruturais de concreto armado. O modelo gerado auxilia o engenheiro de projetos na compreensão dos caminhos de forças. Inicialmente o usuário deve ter como dado de entrada uma malha refinada em elementos finitos. A partir daí o programa calcula as tensões através da análise elástica por elementos finitos. As técnicas de otimização topológica usadas neste trabalho foram a do método da flexibilização súbita ( hard- kill method ) e a do método da remoção. No primeiro processo, os elementos com tensões baixas, que estão sendo usados ineficientemente têm seus módulos de elasticidade bruscamente reduzidos, enquanto que no método da remoção, estes elementos são retirados da malha. Tanto para modificar o módulo de elasticidade do elemento, quanto para retirar o elemento da malha, as tensões principais nos elementos são comparadas com uma tensão de referência definida como uma fração da maior tensão principal na malha. Caso essa tensão principal no elemento seja menor que a referida tensão de referência o elemento tem seu módulo de elasticidade modificado ou é eliminado conforme o método. A distribuição de tensão nos elementos é acompanhada pelo usuário através do módulo de visualização do programa e o processo de otimização topológica é repetido até que o critério de convergência imposto seja alcançado.
Strut and tie models are ultimately discrete representations of the stress fields in the structural elements of reinforced concrete close to failure and they are meant to help the engineer to design a consistent project of all structural elements. This work aims to develop a program of topological optimisation that generates and allows the visualisation of a strut and tie model for structural elements of reinforced concrete. The generated model helps the project engineer to understand the load paths inside the element. Initially the user should have as data a refined finite element mesh. Starting from this point the program calculates the stress fields through a linear elastic finite element analysis. The techniques used for topological optimisation in this work are namely the hard-kill method and the method of removal. In the first process, the elements with low stress levels, that are not being used efficiently, have their elasticity modules abruptly reduced, while in the method of removal, these elements are removed from the mesh. Either to modify the elasticity module of the element or to remove the element from the mesh the principal stresses in each element are compared with a reference stress defined as a fraction of the largest principal stress in the mesh. If the principal stress in the element is smaller than this above mentioned reference stress the element has its elasticity module modified or is removed, depending on the method. The distribution of stresses in the elements can be followed by the user through the module of visualisation of the program and the process of topological optimisation is repeated until the specified convergence criterion is reached.
Modelos de bielas y tirantes son, en último análisis, representaciones discretas de los campos de tensión de los elementos extructurales de concreto armado próximos a la ruptura. Su objetivo principal es ejecutar un proyecto que incluya todos los elementos extructurales. Este trabajo tiene como objetivo desarrollar un programa de optimización topológica que genere y permita la visualización de un modelo de bielas y tirantes para elementos extructurales de concreto armado. El modelo generado auxilia al ingeniero de proyectos en la comprensión de los caminos de fuerzas. Inicialmente el usuario debe tener como dato de entrada una malla refinada de elementos finitos. Así, el programa calcula las tensiones a través del análisis elástica por elementos finitos. Las técnicas de optimización topológica usadas en este trabajo fueron el método de la flexibilización súbita ( hard- kill method ) y el método de la remoción. En el primer proceso, los elementos con tensiones bajas, que están siendo utilizados ineficientemente tienen sus módulos de elasticidad bruscamente reducidos, mientras que en el método de la remoción, estos elementos son retirados de la malla. Tanto para modificar el módulo de elasticidad, cuanto para retirar el elemento de la malla, las tensiones principales en los elementos se comparan con una tensión de referencia definida como una fracción de la mayor tensión principal en la malla. En el caso en que esa tensión principal en el elemento sea menor que la tensión de referencia, el elemento tiene su módulo de elasticidad modificado o es eliminado conforme el método. El usuario acompaña la distribuición de tensión en los elementos a través del módulo de visualización del programa y el proceso de optimización topológica se repite hasta alcanzar el criterio de convergencia impuesto.
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ALVES, ELCIO CASSIMIRO. "A COMPUTATIONAL TECHNIQUE FOR DEFINITION OF STRUT AND TIE MODELS." PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO, 1998. http://www.maxwell.vrac.puc-rio.br/Busca_etds.php?strSecao=resultado&nrSeq=1404@1.

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COORDENAÇÃO DE APERFEIÇOAMENTO DO PESSOAL DE ENSINO SUPERIOR
O presente trabalho tem por objetivo desenvolver uma formulação e um sistema que seja uma ferramenta auxiliar para o engenheiro de projeto na definição de modelos de bielas e tirantes de estruturas bi-dimensionais. No sistema desenvolvido o usuário pode partir de um modelo complexo, com um número grande de barras nas mais variadas direções. Essa solução inicial pode se basear nos resultados em tensão de uma análise linear elástica por elementos finitos e na experiência do projetista. Todavia, como o usuário terá muitas dúvidas quanto ao melhor modelo as ser usado, ele pode superpor no modelo inicial todas as soluções que achar possíveis. A função do sistema é escolher entre todas as soluções admissíveis (aquelas que respeitam equilíbrio e resistência) a que for mais econômica. Define-se como solução mais econômica aquela que corresponder ao menor consumo de armadura. A formulação do problema conduz a um problema de Programação Linear (PL) e o programa LINDO [2] é utilizado para resolvê-lo. A visualização do modelo é também parte do sistema desenvolvido e é feito a partir dos resultados gerados pelo programa LINDO. O trabalho se divide basicamente em três partes. Na primeira parte é feita uma revisão sobre modelos de bielas e tirantes e sobre fundamentos de programação linear. A segunda parte consta da formulação do problema e por ultimo os resultados do programa são comparados com aqueles fornecidos pela literatura. A ferramenta desenvolvida neste trabalho pode ser de grande utilidade para a definição de modelos de bielas e tirantes mas ela nem de longe tem a pretensão de substituir a experiência, a intuição e o bom senso do engenheiro de projeto que deve sempre prevalecer, inclusive na análise crítica dos resultados do programa.
The present work has the aim of developing a formulation and a computational system, which should be used by the structural engineers an auxiliary tool in the definition of strut and tie models of bidimensional structures. In the developed system the user can define initially a very complex system with a great number of bars and many different directions. This initial solution can be based on both the stress results of a linear elastic finite element analysis and the experience of the engineer. As the user may be in doubt about the best model to be used he may superimpose in the initial model all the allowable solutions he may find. The aim of the system is to choose among all the allowable solution (these ones wich satisfy equilibrium and strenght) the more economical one. As more economical solution is considered the one which correspond to the least consumption of reinforcement. The problem formulation leads to a linear programming problem (LP) and the LINDO program [2] is used for solving it. The visualization of the model and results is also part of the system. It is based on the data generated by the LINDO program. The work is basicaly divided in three parts. In the first one a revision about strut and tie models as well as the basic knowledge in linear programming is presented. In the second part the problem formulation is shown and the last the results of the program are compared with those old the technical literature. The computational tool presented here may be of great utility in the definition of strut and tie models, but it has not by far the intention and the feeling of the engineers which shall ever prevail, inclusive in the critic analysis of the program results.
El presente trabajo tiene como objetivo desarrollar un sistema que sirva como herramienta auxiliar para el ingeniero de proyecto en la definición de modelos de bielas y tirantes de extructuras bidimensionales. En el sistema desarrollado, el usuario puede partir de un modelo complejo, con un número grande de barras en varias direcciones. Esa solución inicial puede basearse en los resultados en tensión de un análisis lineal elástica por elementos finitos y en la experiencia del proyectista. Como el usuario tendrá muchas dudas respecto al mejor modelo as ser usado, él puede superponer en el modelo inicial todas las soluciones que juzgue posibles. La función del sistema es elegir entre todas las soluciones admisibles (aquellas que respetan equilibrio y resistencia) la que sea más económica. Se define como solución más económica aquella que correspdonda al menor consumo de armadura. La formulación del problema conduce a un problema de Programación Lineal (PL) que es resuelto con ayuda del programa LINDO [2]. La visualización del modelo también es parte del sistema desarrollado y parte de los resultados generados por el programa LINDO. El trabajo se divide básicamente en tres partes. En la primeira parte se realiza una revisión de los modelos de bielas y tirantes y de los fundamentos de programación lineal. La segunda parte contiene la formulación del problema y la presentación de los resultados del programa se comparan con los reportados en la literatura. La herramienta desarrollada en este trabajo puede ser de gran utilidad para la definición de modelos de bielas y tirantes pero no tiene la pretensión de substituir la experiencia, la intuición y el buen senso del ingeniero de proyecto que debe siempre prevalecer, incluso en el análisis crítico de los resultados del programa.
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Crispino, Eric Daniel. "Anchorage Zone Design for Pretensioned Bulb-Tee Bridge Girders in Virginia." Thesis, Virginia Tech, 2007. http://hdl.handle.net/10919/31454.

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Precast/Prestressed concrete girders are commonly used in bridge construction in the United States. The application and diffusion of the prestress force in a pretensioned girder causes a vertical tension force to develop near the end of the beam. Field surveys of the beam ends of pretensioned bridge girders indicate that many of the PCBT beams used in the Commonwealth of Virginia develop cracks within the anchorage zone region. The lengths and widths of these cracks range from acceptable to poor and in need of repair. Field observations also indicate deeper cross sections, very heavily prestressed sections, and girders with lightweight concrete tend to be most susceptible to crack formation. This research examined a new strut-and-tie based design approach to the anchorage zone design of the PCBT bridge girders used in Virginia. Case study girders surveyed during site visits are discussed and used to illustrate the nature of the problem and support the calibration of the strut-and-tie based model. A parametric study was conducted using this proposed design model and the results of this study were consolidated into anchorage zone design tables. The results of the parametric study were compared to the results obtained using existing anchorage zone design models, international bridge codes, and standard anchorage zone details used by other states. A set of new standard details was developed for the PCBT girders which incorporates elements of the new design approach and is compatible with the anchorage zone design aids. A 65 ft PCBT-53 girder was fabricated to verify the new strut-and-tie based design model. This girder contained anchorage zone details designed with the new model. The new anchorage zone details were successful at controlling the development of anchorage zone cracks. The new design approach is recommended for implementation by the Virginia Department of Transportation.
Master of Science
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Poore, Lois. "The Development of a Steel Embedded Connection for Double-Tee Beams." Thesis, Virginia Tech, 2009. http://hdl.handle.net/10919/33041.

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The research conducted was sponsored by JVI of Pittsfield, Massachusetts. JVI has developed a steel embedded connection, referred to as a shooter. The shooter is provided in capacities, a 40 kip capacity shooter and a 50 kip capacity shooter. This steel connection is embedded near the end of a double-tee prestressed girder. Double-tee prestressed girders are a primary component used in the construction of parking garages. Typical double-tee lengths are 60 to 75 feet; however, for this research 20 ft long segments were cast and tested with the shooter installed.

This project had three main goals. The first goal was to develop a preliminary design for the reinforcement around the shooter and test the shootersâ capacity in the laboratory to determine if the stated capacity was correct. Four different designs were created, two designs for the 40 kip capacity shooter and 2 designs for the 50 kip capacity shooter. Each design was placed in one stem of the double-tee and tested at the laboratory. Results from these tests indicate that that each specimen achieved the stated capacity. However, failure was not a connection failure but a shear bond failure.

The second goal was to take the information gathered from testing and develop a design model that could be used for other situations for this type of connection. The design model was created according to the guidelines in the ACI 318-08 code. Two different methods were used, a strut-and-tie model and a modified ACI code approach. From these designs it was determined that the strut-and-tie model should be used for the design of these connections; however, more research needs to be done before using the modified ACI code approach.

The final goal was to determine if finite element analysis could be used to determine if the load at which large cracks that immediately proceed failure occur could be predicted. From this analysis it was determined that a load range could be predicted in which a crack could form as well as a range of what the transfer length of the strands could be.
Master of Science

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PANTOJA, JOÃO DA COSTA. "AUTOMATIC GENERATION USING TOPOLOGIC OPTIMIZATION AND SAFETY ASSESSMENT IN STRUT AND TIE MODELS." PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO, 2012. http://www.maxwell.vrac.puc-rio.br/Busca_etds.php?strSecao=resultado&nrSeq=20548@1.

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PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO
CONSELHO NACIONAL DE DESENVOLVIMENTO CIENTÍFICO E TECNOLÓGICO
O projeto de estruturas de concreto armado com a presença de descontinuidades geométricas ou estáticas utilizando o conceito dos modelos de bielas e tirantes tem aumentado muito sua aplicabilidade nos últimos anos. As orientações normativas existentes para esse tipo de projeto parecem, entretanto, ser insuficientes e muitas vezes conservadoras. O presente trabalho tem como objetivo apresentar uma metodologia que englobe os aspectos de geração automática da topologia via otimização topológica e avaliação da segurança via análise de confiabilidade dos modelos de bielas e tirantes aplicados a estruturas planas de concreto armado. O primeiro aspecto visa auxiliar o projetista estrutural na concepção do modelo topológico com a utilização de técnicas de otimização topológica que facilitem a visualização do fluxo de forças no interior da estrutura auxiliando na concepção de uma topologia ótima para o modelo. O segundo aspecto consiste na proposição de um critério de desempenho para modelos com base na avaliação de sua segurança via análise de confiabilidade. Os resultados obtidos e apresentados através dos exemplos desse trabalho permitem concluir que a técnica proposta conduz a uma melhora substancial na concepção e automatização dos modelos topológicos para os modelos de bielas e tirantes, bem como, o critério de avaliação de segurança proposto permite ao projetista estrutural considerar aspectos relacionados à obtenção da probabilidade de falha e mensuração dos modos de falha da estrutura.
The design of reinforced concrete structures with the presence of geometric or statics discontinuities using the concept of strut and tie models has greatly increased its applicability in recent years. The existing Standards and Guidelines for this kind of project seem, however, be insufficient and often conservative. This thesis aims are to present a methodology that includes aspects of automatic generation of topology by topological optimization and assessment of safety by the reliability analysis of the strut and tie models applied to plane reinforced concrete structures. The first aspect is to assist the structural designer in the conception of the structural topological model with the use of topological optimization techniques that facilitate the visualization of the flow forces in the structure, assisting in the design of an optimal topology for the model. The second aspect is the proposal of a performance criterion for models based on the assessment of its security by reliability analysis. The results obtained and submitted through the examples of this work allow to conclude that the proposed technique leads to a substantial improvement in the design and conception and automatic generation of topological models for the strut and tie models, as well as the security evaluation criterion proposed allows the structural designer to consider issues related to obtaining the probability of failure and measurement of failure modes of the structure.
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8

Sette, Francesca. "Un modello Strut and Tie per lo studio del fenomeno del comportamento a taglio in travi reticolari miste acciaio calcestruzzo." Doctoral thesis, Università degli studi di Padova, 2015. http://hdl.handle.net/11577/3423952.

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When we speak about “travi reticolari miste“ we refer to a composite steel-concrete beam made up of a steel truss encased in cast in place concrete. The steel structure is typically composed of a plate or straight bars at the bottom, straight bars at the top and diagonal web bars: all these elements are connected with welded joints in a typical pyramidal shape. These beams have a particular feature: they can bear their own weight and the weight of the slabs without any provisional support during the “first phase” and then they can collaborate with the cast in place concrete during the “second phase”. The Italian Code - DM 14.01.2008 and Circolare 02.02.2009 n° 617/C.S.LL.PP – deals with this kind of structures in §4.6 “Other materials costructions” and then in “Linee guida per l’utilizzo di travi tralicciate in acciaio conglobate nel getto di calcestruzzo collaborante e procedure per il rilascio dell’autorizzazione all’impiego” (Sept 2011): composite beams are classified in three groups (A – B – C) depending on their features and for each group suitable norms are prescribed. In particular, for “A” beams we can refer to §4.3 of DM 2008 or to Ec4, for “B” beams we can refer to §4.1 of DM 2008 or to Ec2 while “C” beams require the authorization of Italian Superior Council of Public Works. Welded joints are very important in encased composite steel-concrete structures: the beam behavior depends on forces and stresses that pass through these joints and weldings must have specific geometrical characteristics and dimensions in order to provide an established strength and ductility. However welding process isn’t so easy because of elements geometry: in fact joints connect rounded surfaces, weldings can’t have the exact designed features and this problem represents the weak point of these beams. “TRR Ponte” was studied in order to realize a different type of encased composite beam in wich weldings could be achieved in a more precise way: in TRR Ponte top and web bars are not directly connected but they are jointed through a steel rectangular gusset plate that becomes a plane surface on which welding process is easier and faster. Furthermore bars are welded to the rectangular plates through corner joints that have precise geometrical characteristics and dimensions: in this way weldings can really provide the required strength and ductility. At the same time connection plates reduce the buckling lengths of compressed elements, that are diagonal and top bars: if slenderness is reduced, the design buckling resistance is higher and so the steel beam is more stable during the first phase, when concrete isn’t casted yet. Then there is another very important aspect: in TRR Ponte beams web bars can be put together and welded to the straight bars trough the connection plates working on a plane and then all the beam can be composed. In this way every step of the productive process is more efficient and functional. TRR Ponte is made up of S355 steel type elements, so it can be considered an “A” beam following Italian Code and “Linee Guida”: this means that it should be designed as a steel truss beam to calculate its shear resistance. However, even if during the first phase there are only steel elements, in the second phase a composite beam is made up also of concrete and the struts that develop could influence and improve the shear behavior of the element. At the same time, we can’t use reinforced concrete algorithms because they are based on adherence between concrete and steel elements: in “A” composite beams we don’t use roughened steel bar so the bond stress capacity is very low and we need specific models to correctly evaluate composite beams shear resistance. In this research a new shear design model is developed and it is based on the “Strut-and-Tie method” and on the equilibrium equations applied to composite truss nodes. Experimental tests have shown the development of concrete struts between the rigid joints of the steel truss and so the formation of a composite truss as presumed in the Strut-and-Tie model adopted was confirmed. Also the TRR Ponte failure mechanism was exactly predicted by the design analytical algorithm even if failure beams loads were higher than expected. TRR Ponte shear behavior has been studied also by FEM numerical analysis: the simplified FEM model proposed allow to know the failure mechanism in a fast way and give a collapse load very close to the experimental one. The fatigue behavior of TRR Ponte could be another important aspect to analyze: joint connections and beam fatigue experimental tests could show new possible applications of TRR Ponte, for example integral bridges. In this type of structures, bearings and expansion joints are eliminated so that the sub-structure (piers and abutments) and the super-structure (deck slub) are made monolithic: composite beams could be used to realize the deck slab because during the first phase they could be connected to the abutments and then in the second phase casting concrete would integrate the structure.
Con “travi reticolari miste” si indica una particolare tipologia di travi costituite da una reticolare in acciaio inglobata in un getto di calcestruzzo completato in opera. Il traliccio è costituito da un insieme di elementi saldati in stabilimento tra i quali si può individuare un corrente superiore formato generalmente da barre, un corrente inferiore formato da barre o da un piatto, elementi diagonali in barre disposte in modo da dare alla trave la classica forma piramidale e che possono essere organizzate, ove necessario, in più pareti. Il funzionamento di questo tipo di travi avviene per fasi: Il funzionamento di questo tipo di travi avviene quindi per fasi: durante la prima fase la trave è a tutti gli effetti una reticolare in acciaio che viene posta in opera e sulla quale vengono appoggiati i solai ed è pertanto progettata, oltre che per il peso proprio, per i carichi permanenti strutturali, mentre invece durante la seconda fase avviene il getto integrativo di calcestruzzo che, una volta maturato, permetterà alla trave di portare i carichi permanenti non strutturali e accidentali. Nel DM 14.01.2008 e Circolare 02.02.2009 n° 617/C.S.LL.PP si parla travi tralicciate in acciaio conglobate nel getto di calcestruzzo collaborante al paragrafo §4.6 “Costruzioni di altri materiali” e poi nelle “Linee guida per l’utilizzo di travi tralicciate in acciaio conglobate nel getto di calcestruzzo collaborante e procedure per il rilascio dell’autorizzazione all’impiego” (Settembre 2011): le travi reticolari miste vengono classificate in tre categorie (A – B – C) in base alle loro caratteristiche e si indica di far riferimento al §4.3 del DM 2008 o all’Ec4 (strutture composte) per le travi “A”, al §4.1 del DM 2008 o all’ Ec2 (strutture in calcestruzzo armato) per le travi “B” mentre per le travi “C” è richiesta una specifica autorizzazione da parte del Consiglio Superiore dei Lavori Pubblici. Le connessioni saldate della reticolare in acciaio giocano un ruolo fondamentale per il funzionamento della trave reticolare mista: il trasferimento delle tensioni avviene attraverso i nodi del traliccio e quindi le saldature che li costituiscono devono avere precise caratteristiche in modo da garantire determinate risposte in termini di resistenza e duttilità. Tuttavia nelle travi reticolari miste le saldature vanno a collegare delle superfici curve in quanto i correnti e le anime di parete hanno sezione circolare e pertanto il cordone che si va a realizzare non ha caratteristiche geometriche precise. La “TRR Ponte” nasce proprio dall’idea di realizzare una trave reticolare mista nella quale le saldature possano essere realizzate in modo diverso: in essa infatti gli elementi del traliccio vengono collegati mediante un fazzoletto metallico che diventa una superficie piana sulla quale è possibile eseguire a tutti gli effetti dei cordoni d’angolo con caratteristiche precise e misurabili. Non solo, il processo di saldatura risulta più veloce e agevole per l’operatore e, inoltre, il fazzoletto riduce la lunghezza libera di inflessione degli elementi compressi diagonali e del corrente superiore aumentando il carico critico che porta all’instabilità la trave e quindi ne migliora il comportamento in prima fase. Infine, gli elementi diagonali possono essere posizionati e saldati ai fazzoletti sul piano di lavoro e successivamente, una volta realizzate tutte le pareti, si può procedere con l’assemblaggio dell’intera trave, con una notevole razionalizzazione del processo produttivo. La trave TRR Ponte è realizzata in acciaio da carpenteria e quindi, da normativa, dovrebbe essere dimensionata a taglio come una trave di categoria “A”, ovvero considerando il solo traliccio in acciaio. Tuttavia appare restrittivo trascurare completamente la presenza del getto di seconda fase in quanto la formazione di bielle di calcestruzzo potrebbe influire sul comportamento ultimo della trave e sulle modalità di collasso. Allo stesso tempo però l’applicazione degli algoritmi del cemento armato non sembra essere opportuna in quanto essi si basano sull’aderenza tra calcestruzzo e acciaio quale meccanismo di trasferimento delle tensioni: nelle travi di categoria “A” si utilizza acciaio da carpenteria e comunque si ritiene che il funzionamento generale di una trave reticolare mista si basi soprattutto sulla trasmissione degli sforzi attraverso i nodi saldati del traliccio. Per questi motivi si è proposto un diverso modello analitico per lo studio del comportamento a taglio di queste travi: esso si basa sul metodo “Strut-and Tie”, ovvero sull’ipotesi della formazione all’interno della trave di un traliccio iperstatico composto dalla reticolare in acciaio e dalle bielle compresse in calcestruzzo del getto collaborante, e ad esso sono state applicate le equazioni di equilibrio ai nodi per la valutazione delle azioni interne. I test sperimentali condotti hanno dimostrato la formazione delle bielle di calcestruzzo all’interno della reticolare in acciaio e quindi hanno confermato l’ipotesi di traliccio iperstatico composto formulata con il metodo “Strut-and-Tie”. Inoltre le travi TRR Ponte sono arrivate al rottura secondo le modalità previste in fase di dimensionamento anche se per carichi superiori rispetto a quelli di progetto. Il comportamento a taglio delle travi TRR Ponte è stato studiato anche attraverso analisi numerica: in particolare, si è sviluppato un modello FEM semplificato che, a fronte di un ridotto onere computazionale, si è dimostrato efficace nel descrivere i meccanismi di collasso e stimare dei carichi a rottura prossimi a quelli ottenuti dalle prove sperimentali. Un altro importante aspetto da analizzare potrebbe essere il comportamento a fatica della trave TRR Ponte: test sulle connessioni e sull’intero elemento potrebbero portare a nuovi campi di applicazione della trave TRR Ponte come ad esempio i ponti integrali. In questa tipologia di ponti i dispositivi di appoggio e i giunti di dilatazione vengono eliminati e la sovrastruttura (impalcato) viene resa solidale con la sottostruttura (pile e spalle): dato il loro funzionamento per fasi, le travi reticolari miste potrebbero essere utilizzate per la realizzazione dell’impalcato e dei collegamenti con le altre parti strutturali del ponte.
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9

Santos, Daniel dos. "Análise de vigas de concreto armado utilizando modelos de bielas e tirantes." Universidade de São Paulo, 2006. http://www.teses.usp.br/teses/disponiveis/18/18134/tde-22062006-102606/.

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O modelo de bielas e tirantes apresenta como uma de suas vantagens a generalidade, ou seja, é capaz de representar, de modo aproximado, porém realista e sistemático, grande parte dos elementos de concreto estrutural da atualidade. Além disso, permite ao engenheiro fácil visualização físico-intuitiva do comportamento do concreto estrutural. Por outro lado, o modelo ainda tem um enorme potencial não aproveitado. Ainda não se tem um critério exato para determinação dos nós e das seções transversais das bielas de alguns elementos. Apesar de haver certas incertezas no caso de vigas-parede e principalmente de blocos de fundação, nas vigas esses elementos do modelo podem ser determinados sem grandes dificuldades. Possivelmente, a solução seria variar as dimensões das bielas e as posições dos nós, ambas hipotéticas, a fim de confrontar várias situações com resultados experimentais. Daí a grande importância da difusão do modelo de bielas e tirantes: um maior número de análises de modelagens e de resultados de ensaios levará a um maior domínio sobre o modelo. Este trabalho consiste na análise de vigas de concreto armado utilizando modelos de bielas e tirantes. São apresentados os conceitos que levaram à concepção do modelo, desde a Analogia Clássica da Treliça, chegando aos critérios para verificação dos elementos da treliça e às recomendações atuais de normas e pesquisadores. Com o auxílio do programa computacional CAST (2000), foram modeladas quatro vigas, sendo as três primeiras biapoiadas sem descontinuidades e a quarta com balanço e descontinuidade geométrica (abertura na alma). A primeira viga biapoiada teve algumas de suas características iniciais alteradas a fim de gerar o segundo e o terceiro modelos, procurando-se estabelecer limites de carregamentos e análises comparativas. Os resultados das modelagens permitiram comparações com os resultados das verificações realizadas segundo os critérios da NBR 6118:2003 e do MC CEB-FIP (1990) e, permitiram também, identificar os aspectos de maior dificuldade na concepção de um modelo de bielas e tirantes e os pontos críticos dos mesmos, nos quais há maior possibilidade de falha nas verificações
One of the main advantages presented by the strut-and-tie model is generality. This model is able to approximately represent, in a realistic and systematic way, the majority of today’s reinforced concrete elements. Furthermore, it allows the physics-intuitive visualization of the behavior presented by structural concrete. On the other hand, its potentials are not fully explored yet. Up to date, there is no accurate criterion for the determination of nodes and transverse sections of some strut elements. Despite presenting some uncertainties related to the determination of wall-beams (and mainly of foundation blocks), the model can determine beams without major difficulties. Probably, the key is to vary the dimensions of the struts and the positions of the nodes, both hypothetical, in order to confront various situations with experimental data. Hence, it is very important to diffuse the strut-and-tie model: the bigger the number of modeling analysis and experimental data, the better the comprehension of the model. This work aims to analyze reinforced concrete beams employing the strut-and-tie model. Here are presented the concepts that led to the development of the model, ranging from the Truss Classic Analogy to the criteria employed to verify truss elements and the recommendations from researchers and established standards (rules or norms). Four examples of beams were modeled. Three of them were double-based and the fourth presented balance and no geometric discontinuity (with an opening). Some of the characteristics of the first double-based beam were altered in order to generate the second and the third model, thus establishing loading limits and comparative analysis. The modeling allowed comparisons between the verifications performed in accordance with the NBR 6118:2003 and MC CEB-FIP criteria. It also allowed the identification of major difficulties and critical aspects related to the development of struts and ties, the ones that are most prone to failure in the verification process
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Hasa, Michal. "Návrh a posouzení prefabrikovaných nosníků uložených ozubem." Doctoral thesis, Vysoké učení technické v Brně. Fakulta stavební, 2018. http://www.nusl.cz/ntk/nusl-392277.

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The doctoral thesis deals with the analysis of the dapped-end beam detail, in terms of theoretical modelling and practical design using the strut-and-tie method as well as experimental verification of the bearing capacity and the behaviour of the detail under load by means of load tests and subsequent numerical nonlinear analysis. A summary of known structural and static designs explored in the literature has been presented. In addition, the strut-and-tie method has been introduced as an appropriate tool for a consistent design of the detail, element or the whole structure. The theoretical basis for the method has been described, including the general methodology for design and analysis. Practical problems have been discussed, specifically those resulting from the known design of the analysed detail based on the German approach; its modification has been processed theoretically taking into account the practical mode of reinforcement. An experiment has been suggested with a view to verify the presented calculation procedure and the influence of the used ratio of vertical to inclined hanger reinforcement on the bearing capacity and behaviour of the detail under load. The experiment also included accompanying material tests of the concrete which were used along with the inspection certificates issued for the used reinforcement as a basis for the nonlinear finite element analysis. Based on the results, the presented design procedure can be considered safe. These results also imply that the chosen ratio of vertical and inclined hanger reinforcements has no influence on the ultimate bearing capacity within practical reinforcement, as it only influences the formation, development and final width of cracks. With the growing ratio of the inclined hanger reinforcement, the width and density of cracks decreases at all stages of loading. Owing to their limitations, primarily during the service state, it is recommended that the minimal inclined reinforcement should be used.
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Books on the topic "Strut and tie model"

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1946-, Mitchell Denis, and Portland Cement Association, eds. AASHTO LRFD strut-and-tie model design examples. Skokie, Ill: Portland Cement Association, 2004.

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Stefatos, T. Strut and Tie models in reinforced concrete. Manchester: UMIST, 1997.

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Polla, Massimo. A study of nodal regions in strut and tie models. Ottawa: National Library of Canada = Bibliothèque nationale du Canada, 1993.

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Lamson, S. T. Tie life model. Kingston, Ont: Canadian Institute of Guided Ground Transport, Queen's University, 1985.

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Hepworth, A. G. Wind-tunnel model-support interference corrections for a fuselage-mounted strut system. London: HMSO, 1992.

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Walker, Richard William Reid. Implementation of an aircraft shock strut and steering system model in real time. [Downsview, Ont.]: Dept. of Aerospace Science and Engineering, 1986.

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Sommers, John Douglas. An experimental investigation of support strut interference on a three-percent fighter model at high angles of attack. Monterey, Calif: Naval Postgraduate School, 1989.

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Anwar, Naveed. Strut and Tie Models: Analysis and Design. Elsevier Science & Technology, 2029.

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Chen, Wai-Fah, and Salah El-Metwally. Structural Concrete: Strut-And-Tie Models for Unified Design. Taylor & Francis Group, 2017.

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Structural Concrete: Strut-And-Tie Models for Unified Design. Taylor & Francis Group, 2017.

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Book chapters on the topic "Strut and tie model"

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Häussler-Combe, Ulrich. "Strut-and-Tie Models." In Computational Methods for Reinforced Concrete Structures, 115–33. D-69451 Weinheim, Germany: Wiley-VCH Verlag GmbH, 2014. http://dx.doi.org/10.1002/9783433603611.ch4.

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Angotti, Franco, Matteo Guiglia, Piero Marro, and Maurizio Orlando. "Strut-And-Tie Models." In Reinforced Concrete with Worked Examples, 587–691. Cham: Springer International Publishing, 2022. http://dx.doi.org/10.1007/978-3-030-92839-1_10.

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El-Metwally, Salah El-Din E., and Wai-Fah Chen. "Developing a Strut-and-Tie Model." In Structural Concrete, 27–52. Boca Raton : CRC Press, 2017.: CRC Press, 2017. http://dx.doi.org/10.4324/9781315155500-2.

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El-Metwally, Salah El-Din E., and Wai-Fah Chen. "Developing a Strut-and-Tie Model." In Structural Concrete, 27–52. Taylor & Francis Group, 6000 Broken Sound Parkway NW, Suite 300, Boca Raton, FL 33487-2742: CRC Press, 2017. http://dx.doi.org/10.1201/9781315155500-3.

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El-Metwally, Salah El-Din E., and Wai-Fah Chen. "Principle of the Strut-and-Tie Model." In Structural Concrete, 1–26. Boca Raton : CRC Press, 2017.: CRC Press, 2017. http://dx.doi.org/10.4324/9781315155500-1.

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El-Metwally, Salah El-Din E., and Wai-Fah Chen. "Principle of the Strut-and-Tie Model." In Structural Concrete, 1–26. Taylor & Francis Group, 6000 Broken Sound Parkway NW, Suite 300, Boca Raton, FL 33487-2742: CRC Press, 2017. http://dx.doi.org/10.1201/9781315155500-2.

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Pedrosa Ferreira, Miguel, João F. Almeida, and Miguel Sério Lourenço. "Modelling Structural Concrete with Strut-and-Tie Model Combined with 2D Finite Elements - A Model Factor for the Assessment of Strut-and-Tie Models." In High Tech Concrete: Where Technology and Engineering Meet, 1191–99. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-59471-2_138.

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C Bhanu, Kannan, N. Ganesan, and P. V. Indira. "Simplified Grid Strut and Tie Model Approach for Shear Walls." In Lecture Notes in Civil Engineering, 809–16. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-5644-9_64.

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Larsen, J., P. N. Poulsen, J. F. Olesen, and L. C. Hoang. "Optimised strut and tie model for integrated ULS- and SLS design of RC structures." In Computational Modelling of Concrete and Concrete Structures, 746–52. London: CRC Press, 2022. http://dx.doi.org/10.1201/9781003316404-89.

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Ding, Shirui, Haoqing Yang, and Jiabao Xu. "Probabilistic Analysis of a Braced Excavation Considering Soil Spatial Variability." In Lecture Notes in Civil Engineering, 151–59. Singapore: Springer Singapore, 2022. http://dx.doi.org/10.1007/978-981-19-1260-3_14.

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AbstractDeep braced excavations are generally known to be associated with risks from various sources. The inherent uncertainty of soil strength properties is one of the primary factors that influence the deformation of the retaining wall and the ground settlement. In this study, the numerical model of a braced excavation is firstly established by an elastic-plastic model with Drucker-Prager failure criterion in COMSOL Multiphysics. Random field theory is used to simulate the spatial variability of Young’s modulus. The uncertainty of braced excavation on ground settlement and deflection of retaining wall by stages are studied by Monte Carlo simulation based on 500 random fields. The struts can lessen the uncertainty of wall deflection during excavation but have a limited impact on settlement. The deterministic result may underestimate the settlement of braced excavation. The uncertainty of wall deflection is significantly reduced after the first strut. The uncertainty of wall deflection above the depth of struts is well-controlled at the final stage of excavation.
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Conference papers on the topic "Strut and tie model"

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"Strut and Tie Models." In SP-198: Structural Concrete - Behavior to Implementation. American Concrete Institute, 2001. http://dx.doi.org/10.14359/9987.

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"Experimental verification of strut-and-tie models." In SP-208: Examples for the Design of Structural Concrete with Strut-and-Tie Models. American Concrete Institute, 2002. http://dx.doi.org/10.14359/12411.

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Reineck, Karl Heinz. "Practical Design with Strut-and-Tie Models." In Structures Congress 2001. Reston, VA: American Society of Civil Engineers, 2001. http://dx.doi.org/10.1061/40558(2001)141.

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Mathern, Alexandre, Gautier Chantelot, Per-Ola Svahn, Per Kettil, Rasmus Rempling, and Björn Engström. "Enhanced strut-and-tie model for reinforced concrete pile caps." In IABSE Symposium, Vancouver 2017: Engineering the Future. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2017. http://dx.doi.org/10.2749/vancouver.2017.0607.

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"Nonlinear Strut-Tie Model Approach in Structural Concrete Deep Beams." In "SP-193: Repair, Rehabilitation, and Maintenance of Concrete Structures, and Innovations in Design and Construction - Pro". American Concrete Institute, 2000. http://dx.doi.org/10.14359/9953.

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"Strut-and-tie modle cable stayed bridge pier table." In SP-208: Examples for the Design of Structural Concrete with Strut-and-Tie Models. American Concrete Institute, 2002. http://dx.doi.org/10.14359/12420.

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"Derivation of strut-and-tie models for the 2002 ACI Code." In SP-208: Examples for the Design of Structural Concrete with Strut-and-Tie Models. American Concrete Institute, 2002. http://dx.doi.org/10.14359/12410.

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Watanabe, Kazuhiro, Hitomi Anzai, and Makoto Ohta. "Flow Simulations to Establish the Relationship Between the Inflow Zone in the Neck of a Cerebral Aneurysm and the Positions of Struts." In ASME 2016 International Mechanical Engineering Congress and Exposition. American Society of Mechanical Engineers, 2016. http://dx.doi.org/10.1115/imece2016-67804.

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Flow-diverter (FD) stent implantation is an attractive treatment for cerebral aneurysms because of its low level of invasiveness. FD stent has a fine mesh structure, and the aim of FD implantation is to reduce the blood flow in an aneurysm by covering the aneurysm orifice. However, the fine mesh of the implant poses the risk of parent artery occlusion. One approach for avoiding this risk is to use a stent with a higher porosity. Previous studies have shown that placing a strut to disturb the inflow entering an aneurysm can promote a higher reduction in aneurysm flow. However, Hirabayashi et al. reported that a high-porosity stent can be sensitive to misdeployment in flow reduction. We hypothesized that a positioning error in flow reduction was sensitive to the relative position of the strut to the inflow configuration. In this study, we performed flow simulation to investigate the relationship between the inflow zone of the aneurysm neck and the positions of struts. Lattice Boltzmann (LB) flow simulation was performed to allow a comprehensive study of strut positions. Two rectangular solids were used as the strut model. Steady flow simulation was applied to models based on ideal and realistic three-dimensional (3D) aneurysm geometry, changing two strut positions along the neck plane. For both models, velocity boundaries were imposed on the inlet and a constant pressure boundary was imposed on the outlet. Average flow velocity in an aneurysm was calculated to evaluate the dependency of the flow reduction effect on the deployment position. We analyzed aneurysm flow using the following three strategies to observe the relationship between flow configuration, strut configuration, and flow reduction. Analysis A: Flow reduction rate (Rf) with one strut. A strut was moved from the proximal to the distal neck (perpendicular deployment) or from outside to inside (parallel deployment). Analysis B: Rf with two struts. One strut (strut A) was fixed in a specific position on the neck plane. The other (strut B) was moved along the neck plane in parallel to strut A. Analysis C: Rf with two struts. Strut B was located on the distal or inner side of strut A. The distance between the two struts was changed, and the two struts were moved along the neck plane while maintaining that distance. From the results of Analyses A and B, we confirmed a critical area in the inflow zone that maintained a high flow reduction regardless of the position of the second strut. The results of Analysis C confirmed that there were several distances between the struts at which flow reduction was almost constant. This constant reduction was maintained when one of the struts was located in the critical area, whereas the reduction was disturbed if both struts were located outside the area. These results suggest that the influence of positioning errors can be reduced by constantly placing at least one strut in a critical area, resulting in a high flow reduction. This may lead to optimal stent porosity for flow reduction and robustness of deployment.
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Zhou, Yu, and Guoliang Dai. "A New Strut-and-Tie Model for Thick Cap with Six Piles." In Geo-Hubei 2014 International Conference on Sustainable Civil Infrastructure. Reston, VA: American Society of Civil Engineers, 2014. http://dx.doi.org/10.1061/9780784478516.006.

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Lin Zhao and Huaxin Liu. "Application of strut-and-tie model in design of concrete structural engineering." In 2011 International Conference on Multimedia Technology (ICMT). IEEE, 2011. http://dx.doi.org/10.1109/icmt.2011.6003322.

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Reports on the topic "Strut and tie model"

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Vickman, Andi S., Christopher S. Williams, and Merrick A. Howarth. Implementing the Strut-and-Tie Method for the Design of Bridge Components. Purdue University, 2020. http://dx.doi.org/10.5703/1288284317112.

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Beachkofski, Brian K. Elementary Model of Nose Gear Retraction and Oleo-Pneumatic Strut Compression. Fort Belvoir, VA: Defense Technical Information Center, August 1999. http://dx.doi.org/10.21236/ada374308.

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Anderson, Kirk J., Carmen G. Borda, and Martin J. Donnelly. Advanced Hull Form Inshore Demonstrator. Model Strut and Propulsor Performance in Uniform Flow. Fort Belvoir, VA: Defense Technical Information Center, February 2002. http://dx.doi.org/10.21236/ada401750.

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Cusanelli, Dominic S. Joint High Speed Sealift (JHSS) Baseline Shaft & Strut (Model 5653) Series 1: Bare Hull Resistance, Appended Resistance, and Alternative Bow Evaluations. Fort Belvoir, VA: Defense Technical Information Center, August 2007. http://dx.doi.org/10.21236/ada472920.

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Cusanelli, Dominic S., Bryson J. Metcalf, and Ann M. Powers. JHSS Baseline Shaft and Strut (BSS) Model 5653-3 Added Resistance and Powering and Ship Motions, Sea State 6 Random Waves and Regular Waves. Fort Belvoir, VA: Defense Technical Information Center, April 2009. http://dx.doi.org/10.21236/ada498365.

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Kumar, Anil R., and Hannah Bowman. Understanding the Safety and Usability of Personal Vehicles for Non-Driving Individuals with Disabilities and their Families/Care Providers. Mineta Transportation Institute, October 2022. http://dx.doi.org/10.31979/mti.2022.2110.

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The connections between shared personal vehicles of individuals with disabilities (IWDs) and their household family members play an important role in the mobility, overall health, and well-being of all involved actors, yet this topic remains mostly overlooked within publicly available research. Families that include a non-driving IWD are more likely to be low-income, and often struggle with the costs of operating a family car but, due to insufficient public transportation options, they own vehicles despite their prohibitive cost. This exploratory study utilized the Systems Engineering Initiative for Patient Safety (SEIPS) model, a framework focused on assessing the interplaying sociotechnical factors that contribute toward work-systems to gain a holistic understanding of the factors that influence household vehicles, safety, and a sense of well-being for non-driving IWDs and their household family members. A combined effort of surveys, interviews, qualitative coding, and statistical analysis (including one-way ANOVA) revealed a series of influential factors, including: (1) slow bureaucratic processes for vehicle funding; (2) error-prone modifications including lift and tie-downs; (3) miscommunications between IWDs and family members; and (4) residential area development and subsequent social support. Findings highlight the need for improved access to government funding, more reliable modification equipment, and interior vehicle designs that consider better social integration for IWDs.
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STUDY ON FORCE MECHANISM OF CABLE-TRUSS FRAME AND JUMPED LAYOUT OF ANNULAR CROSSED CABLE-TRUSS STRUCTURE. The Hong Kong Institute of Steel Construction, September 2021. http://dx.doi.org/10.18057/ijasc.2021.17.3.3.

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A new type of cable-strut tension structure named Annular Crossed Cable-truss Structure(ACCTS) comprises a series of planar cable-truss frames crossed each other. To investigate the force mechanism of ACCTS, a cable-truss frame model with 2-bar and 6-cable has been developed, and its initial stiffness formula has been derived as well. The model is further simplified to make it is upper and lower vector heights equal, and then the initial stiffness formula and the critical slack load formula are further deduced. Based on ANSYS software and cable-truss frame with a span of 60m, the influences of the number of struts and position of jumped layout on the cable-truss frame are studied. According to the former 60m span cable-truss frame's research results, the jumped layout of ACCTS with a span of 100m is studied. The static and dynamic performances of two schemes, the optimal jumped layout scheme and the original scheme, are systematically studied. It is shown that the number of struts would be about 6~8 for the planar cable-truss frame and the optimal order of jumped layout is strut 6-7→strut 4-5→strut 2-3. The optimal order of jumped layout of ACCTS agrees with that of the cable-truss frame, verifying the feasibility of conclusions. In the condition of no variation in the original structure's static and dynamic performance, the optimal scheme of the jumped layout will lower the steel consumption and enhance the buckling loads. Moreover, it also simplifies structure for easy construction.
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EFFECT OF RANDOM PRE-STRESSED FRICTION LOSS ON THE PERFORMANCE OF A SUSPEN-DOME STRUCTURE. The Hong Kong Institute of Steel Construction, March 2022. http://dx.doi.org/10.18057/ijasc.2022.18.1.5.

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The key to the high-efficiency performance of the suspen-dome structure is to apply the pre-stressed design value to the structure accurately. However, engineering practice has found that the use of tensioning hoop cables to apply the pre-stress will produce noticeable pre-stressed friction loss (PFL), which significantly affects the safety performance of the structure. In this paper, based on a 1:10 scaled-down experiment model of a suspen-dome structure with rolling cable-strut joint installed, the random PFL (RPFL) effect of the suspen-dome on structure performance was analyzed through a probability statistics theory. First, aiming at the unequal tensioning force at both sides of the tensioned hoop cable during the tensioning process, a pre-stressed force calculation method is proposed that considers the unequal tensioning control force and RPFL at all cable–strut joints, and the reliability of this method is verified through a tension test. Then, based on the cable-joint tension test carried out in the early stage of the research group, a random mathematical model of the friction coefficient (FC) at the rolling cable–strut joint is established. And then, the cable force calculation method is used to establish the random finite element model, and independent and random changes in the FC at each rolling cable–strut joint can be considered. Subsequently, the Monte Carlo method is used to calculate the random mathematical characteristics of the mechanical performance parameters such as the member stress and joint deformation, and the obtained results are verified through a static loading experiment. In addition, to investigate the effect of random defects on structural stability, other random defects, such as the initial curvature and installation deviation, were continuously introduce based on the random finite element model. As such, we could obtain the law of the effect of multi-defect random variation coupling on the structure’s ultimate bearing capacity.
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STUDY ON STATIC AND DYNAMIC EXPERIMENT OF SPATIAL CABLE-TRUSS STRUCTURE WITHOUT INNER RING CABLES BASED ON GRID-JUMPED LAYOUT OF STRUTS. The Hong Kong Institute of Steel Construction, December 2022. http://dx.doi.org/10.18057/ijasc.2022.18.4.6.

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Cable-truss tensile structures are one of the most imperative types of spatial structures, and a spatial cable-truss structure without inner ring cables (SCSWIRC) is a new type of cable-truss tensile structure. Although SCSWIRC has a strong anti-collapse capacity, its construction forming is difficult. Based on the concept of grid-jumped layout for struts, the experimental model with a span of 6 m is designed, and then three grid-jumped layout schemes are proposed to simplify structure system. The static and dynamic properties of experimental and finite element models are systematically studied. The results show that experimental values agree with simulation values. The errors of the static experiment are in the range of 6%~11.53% and the errors of the dynamic experiment are in the range of 5%~8%. The grid-jumped layout has negligible effects on the internal forces of cables. However, it has excellent effects on the internal forces of struts and nodal displacements at the grid-jumped layout, so the mechanical property of struts needs to be rechecked after grid-jumped layout. The mechanical property of the optimal grid-jumped layout scheme does not change compared with original scheme. The optimal grid-jumped layout scheme not only simplifies SCSWIRC, but also reduces the amount of steel. The study can promote the application of SCSWIRC in practical engineering.
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SEGMENTED ASSEMBLY CONSTRUCTION FORMING METHOD WITHOUT BRACKETS OF SPATIAL CABLE-TRUSS STRUCTURE WITHOUT INNER RING CABLES. The Hong Kong Institute of Steel Construction, September 2022. http://dx.doi.org/10.18057/ijasc.2022.18.3.6.

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Spatial cable-truss structure without inner ring cables (SCSWIRC) is a new cable-truss tension structure (CTTS), the features of which are composed of a series of planar cable-truss frames interwoven with each other. Its anti-collapse capacity is better, but its construction forming is complex. The reasons are that the strut’s number and length will be enlarged with the span increase. Serious collision and winding of struts occur during construction due to SCSWIRC formed by a series of planar cable-truss frames interwoven with each other, which cause many difficulties in construction. According to the complex problem of construction forming, the segmented assembly construction forming method without brackets is proposed for SCSWIRC, and the basic idea of the proposed method is elaborated in detail. The SCSWIRC’s experimental model with a 6m is designed, and numerical simulation and experimental research were carried out on the experimental model. The experimental results show that the error range of the internal forces of cables and struts is 6.99%~11.58%, and displacement errors of node 1 and node 2 are 3.27mm and 3.81mm, respectively verifies the feasibility and correctness of the proposed method. Then the static and dynamic experiment is carried out based on the final formed model. The static and dynamic experiment verifies the feasibility of the final formed model, which further shows the rationality and correctness of the segmented assembly construction forming method without brackets.
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