Relevant bibliographies by topics / Strut-an-tie model / Journal articles
To see the other types of publications on this topic, follow the link: Strut-an-tie model.

Journal articles on the topic 'Strut-an-tie model'

Author: Grafiati
Published: 4 June 2021
Last updated: 1 February 2022

Create a spot-on reference in APA, MLA, Chicago, Harvard, and other styles

Select a source type:

Consult the top 50 journal articles for your research on the topic 'Strut-an-tie model.'

Next to every source in the list of references, there is an 'Add to bibliography' button. Press on it, and we will generate automatically the bibliographic reference to the chosen work in the citation style you need: APA, MLA, Harvard, Chicago, Vancouver, etc.

You can also download the full text of the academic publication as pdf and read online its abstract whenever available in the metadata.

Browse journal articles on a wide variety of disciplines and organise your bibliography correctly.

1

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.

Full text
Abstract:
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.
APA, Harvard, Vancouver, ISO, and other styles
2

Chae. "An Indeterminate Strut-Tie Model and Load Distribution Ratio for Reinforced Concrete Corbels." Journal of the Korean Society of Civil Engineers 34, no. 4 (2014): 1065. http://dx.doi.org/10.12652/ksce.2014.34.4.1065.

Full text
APA, Harvard, Vancouver, ISO, and other styles
3

Chae, Hyun Soo, and Young Mook Yun. "An Indeterminate Strut-Tie Model for Prestressed Concrete Beams." Journal of The Korean Society of Civil Engineers 35, no. 4 (August 1, 2015): 801–14. http://dx.doi.org/10.12652/ksce.2015.35.4.0801.

Full text
APA, Harvard, Vancouver, ISO, and other styles
4

Marzouk, H., E. Rizk, and R. Tiller. "Design of shear reinforcement for thick plates using a strut-and-tie model." Canadian Journal of Civil Engineering 37, no. 2 (February 2010): 181–94. http://dx.doi.org/10.1139/l09-120.

Full text
Abstract:
The strut-and-tie method is a rational approach to structural concrete design that results in a uniform and consistent design philosophy. A strut-and-tie model has been developed to model the punching-shear behaviour of thick concrete plates. This model provides a quick and simple approach to check the punching-shear behaviour. Thick concrete slabs (250–500 mm) without shear reinforcement can exhibit brittle shear failure under a central force and an unbalanced moment. Shear reinforcement has proven to be very effective in preventing such failures. The developed strut-and-tie model has also been used to evaluate the minimum shear reinforcement required to prevent brittle shear failure of two-way slabs in the vicinity of concentrated loads. The strut-and-tie model for symmetric punching consists of a “bottle-shaped” compressive zone in the upper section of the slab depth, leading to a “rectangular-stress” compressive zone in the lower section of the slab depth. Inclined shear cracking develops in the bottle-shaped zone prior to failure in the lower zone. Cracking in the bottle-shaped zone is related to the splitting tensile strength of concrete.
APA, Harvard, Vancouver, ISO, and other styles
5

Somraj, Amornthep, Kazunori Fujikake, and Bing Li. "Study on Dynamic Shear Resistance of RC Beams." Applied Mechanics and Materials 566 (June 2014): 211–16. http://dx.doi.org/10.4028/www.scientific.net/amm.566.211.

Full text
Abstract:
The aim of this study was to investigate the dynamic shear failure behavior of RC beams under rapid loading through an experimental study and also to set up a strut-and-tie model with loading rate effect to predict the dynamic shear resistance of RC beams. Thus, rapid loading test with 24 RC beams with a shear span-to-deep ratio of 1.9 was performed, in which shear reinforcement ratio and loading rate were variable. All of the RC beams exhibited shear compression failure. Although the shear resistance increases with increasing loading rate, the influence of loading rate on the shear resistance clearly depends on shear reinforcement ratio. The strut-and-tie model with loading rate effect was finally developed, in which the thickness of the compression strut was formulated to be increased with an increase in loading rate. The developed strut-and-tie model was good agreement with the experimental results.
APA, Harvard, Vancouver, ISO, and other styles
6

Ji, Lei, and Xin Sheng Yin. "Strut- and- Tie Model Method for Partial Compression about Prestressed Tendon Constraint Concrete." Applied Mechanics and Materials 351-352 (August 2013): 1004–7. http://dx.doi.org/10.4028/www.scientific.net/amm.351-352.1004.

Full text
Abstract:
Prestressed tendon constraint partial compression concrete is a new approach to solve the phenomenon of insufficient bearing capacity in partial compression concrete members .The keystone of Strut-and-tie theory is presented.The development of strut-and-tie model is in-depth analyzed based on the description of the stress distribution in the members , the author considers that this theory can yet be regard as an ideal calculation method in partial compression members which is constrained by prestressed tendon or steel mesh.
APA, Harvard, Vancouver, ISO, and other styles
7

Panjehpour, Mohammad, Abang Abdullah Abang Ali, Anwar Mohammed Parvez, Farah Nora Aznieta, and Yen Lei Voo. "An Overview of Strut-and-Tie Model and its Common Challenges." International Journal of Engineering Research in Africa 8 (December 2012): 37–45. http://dx.doi.org/10.4028/www.scientific.net/jera.8.37.

Full text
Abstract:
B-Regions are parts of the structure in which Bernoulli's principle of straight-line strain is used. D-Regions are parts of the structure with a complicated variation in strain. In essence, D-Regions contain the parts of structure which are near to the concentrated forces or steep changes in geometry which are so-called geometrical discontinuities or static discontinuities. Strut-and-Tie Model (STM) is one of the best models to analyse the D-regions. Nevertheless, according to the existing literature, there are still some challenges about STM which are addressed in this paper. STM and its details are investigated to show its common challenges presents some recommendations to overcome these challenges. According to this review, the major challenges in STM are related to the strut effectiveness factor, static uncertainties of STM, strain compatibility, and anchorage requirements in STM. The scope of this research is confined to the two dimensional STM.
APA, Harvard, Vancouver, ISO, and other styles
8

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.

Full text
Abstract:
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.
APA, Harvard, Vancouver, ISO, and other styles
9

Wang, Ji Yang, Yi Lin Sun, and Masanobu Sakashita. "Direct Strut-and-Tie Model for Ultimate Shear Strength of Reinforced Concrete Structural Walls." Advanced Materials Research 255-260 (May 2011): 89–93. http://dx.doi.org/10.4028/www.scientific.net/amr.255-260.89.

Full text
Abstract:
A direct strut-and-tie model to calculate the ultimate shear strength of structural walls based on an interactive mechanical model (C.Y.Tang et al.) is presented. Two common failure modes, namely, diagonal splitting and concrete crushing, are examined in this paper. Ultimate shear strengths of structural walls are governed by both the transverse tensile stresses perpendicular to the diagonal strut, and the compressive stresses in the diagonal strut. Such proposed model is verified aganist three experimental case studies of structural walls. Generally, predictions by the proposed model are not only accurate and consistent in each case study, but also conservative.
APA, Harvard, Vancouver, ISO, and other styles
10

Araújo, José Milton de. "Design of Rigid Pile Caps through an Iterative Strut-and-Tie Model." Journal of Advanced Concrete Technology 14, no. 8 (August 23, 2016): 397–407. http://dx.doi.org/10.3151/jact.14.397.

Full text
APA, Harvard, Vancouver, ISO, and other styles
11

Chen, Haitao, Lai Wang, and Jitao Zhong. "Study on an Optimal Strut-And-Tie Model for Concrete Deep Beams." Applied Sciences 9, no. 17 (September 3, 2019): 3637. http://dx.doi.org/10.3390/app9173637.

Full text
Abstract:
The optimal strut-and-tie models (STMs) of two typical irregular concrete deep beams were constructed using evolutionary structural optimization and compared with those of previous studies. The reinforced concrete deep beam specimens were cast according to the reinforcement designs guided by different STMs. Eight irregular concrete deep beam specimens were experimentally investigated under stepped loading, and the differences in the amount of steel used, the load-carrying capacity, and the failure pattern of the different specimens were analyzed. The results show that the optimal STMs proposed in this study have significant advantages in terms of cost-effectiveness and can simultaneously ensure the load-carrying capacity, delay the crack propagation of irregular concrete deep beams, and reduce the amount of steel used in structural members. Therefore, they have an important engineering application value for the reinforcement design of irregular concrete deep beams.
APA, Harvard, Vancouver, ISO, and other styles
12

ARAÚJO, José Milton de. "RELIABILITY ANALYSIS OF RIGID PILE CAPS USING AN ITERATIVE STRUT-AND-TIE MODEL." Architecture, Civil Engineering, Environment 10, no. 2 (2017): 65–75. http://dx.doi.org/10.21307/acee-2017-021.

Full text
APA, Harvard, Vancouver, ISO, and other styles
13

Guan, Hong. "Strut-and-tie model of deep beams with web openings - An optimization approach." Structural Engineering and Mechanics 19, no. 4 (March 10, 2005): 361–79. http://dx.doi.org/10.12989/sem.2005.19.4.361.

Full text
APA, Harvard, Vancouver, ISO, and other styles
14

Lyčka, Lukáš, and Petr Štěpánek. "Strut-and-Tie Model for Predicting the Punching Shear of Flat Slabs with Shear Reinforcement." Solid State Phenomena 259 (May 2017): 178–83. http://dx.doi.org/10.4028/www.scientific.net/ssp.259.178.

Full text
Abstract:
The purpose of this paper is to describe a framework of the proposed method for predicting the punching shear of flat slabs with shear reinforcement. The proposed method is based on a strut-and-tie model. Current methods of predicting the punching shear strength of flat slabs could be divided into these categories: models based on empirical equations, physical models, analytical methods and finite element methods. Most of the current codes in force would be best described as empirical formulations. Physical model for prediction of punching shear is described in Model Code 2010. Proposed method for flat slabs with shear reinforcement is based mainly on a strut-and-tie model and therefore could be considered as an analytical method.For the purpose of demonstrating the effectiveness of the proposed method, the method is compared with some of the main methods currently in use, such as Eurocode EC2, American code ACI 318 and Model Code 2010. The comparison consists of results of more than 98 experiments of punching shear on the flat slabs with shear reinforcement, gathered from publications from all around the world.
APA, Harvard, Vancouver, ISO, and other styles
15

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.

Full text
Abstract:
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.
APA, Harvard, Vancouver, ISO, and other styles
16

ÖZKAL, FATİH MEHMET, and HABİB UYSAL. "A FULLY STRESSED DESIGN METHOD TO DETERMINE THE OPTIMUM STRUT-AND-TIE MODEL FOR BEAM–COLUMN CONNECTIONS." International Journal of Computational Methods 09, no. 03 (September 2012): 1250035. http://dx.doi.org/10.1142/s0219876212500351.

Full text
Abstract:
Topology optimization and strut-and-tie model methods have a remarkable success in the detailing of reinforced concrete structures, especially for discontinuity regions of the beam–column connections. However, it has always been complicated to determine an optimum design throughout all the offers of an optimization process, since it is not obvious which of the decision variables should be considered in order to select the optimum design. This paper presents the application of a new selection method on topology optimization and strut-and-tie modeling of the beam–column connections. A performance index formulation assists the selection of the optimum design from the process by considering the fully stressed design concept unlikely other performance indices. Former indices take just one of the structural criterions into consideration such as stress, strain energy, displacement, etc. The efficiency and capability of the approach have been demonstrated by the comparison of element removal criterions and different parameter values on several bidimensional design examples.
APA, Harvard, Vancouver, ISO, and other styles
17

Ghoraba, Ahmed K., Salah E. El-Metwally, and Mohamed E. El-Zoughiby. "The strut-and-tie model and the finite element - good design companions." Journal of Structural Engineering & Applied Mechanics 3, no. 4 (December 31, 2020): 244–75. http://dx.doi.org/10.31462/jseam.2020.04244275.

Full text
Abstract:
The strut-and-tie method (STM) can serve as a tool for a safe design of concrete structures or members. It aids to trace the flow of forces, appropriately lay-out the reinforcement, and safely predict the structure capacity. On the other hand, the linear elastic finite element can be utilized as an alternative in the development of the strut-and-tie models besides the load path method. In addition, the nonlinear finite element analysis assists in the optimization of the design results obtained from the STM. Hence, the two methods work well as companions in structural design. In order to demonstrate such understanding, different examples which include a deep beam with large opening and recess, continuous deep beams with and without openings, and beam ledges, have been utilized. In the STM solutions, the ACI 318-14 failure criteria have been adopted. In the nonlinear finite element analysis, material nonlinearity has been accounted for. The obtained solutions from the two methods, along with the experimental data of the selected examples of this study, revealed the reliability of the STM in obtaining a safe solution. Besides, the nonlinear finite element proved to be an efficient tool in obtaining an economic design.
APA, Harvard, Vancouver, ISO, and other styles
18

R., Balamuralikrishnan, and Saravanan J. "Finite Element Analysis of Beam – Column Joints Reinforced with GFRP Reinforcements." Civil Engineering Journal 5, no. 12 (December 1, 2019): 2708–26. http://dx.doi.org/10.28991/cej-2019-03091443.

Full text
Abstract:
Glass Fibre Reinforcement Polymer (GFRP) reinforcements are currently used as internal reinforcements for all flexural members due to their resistance to corrosion, high strength to weight ratios, the ability to handle easily and better fatigue performance under repeated loading conditions. Further, these GFRP reinforcements prove to be the better alternative to conventional reinforcements. The design methodology for flexural components has already come in the form of codal specifications. But the design code has not been specified for beam-column joints reinforced internally with GFRP reinforcements. The present study is aimed to assess the behaviour of exterior beam-column joint reinforced internally with GFRP reinforcements numerically using the ABAQUS software for different properties of materials, loading and support conditions. The mechanical properties of these reinforcements are well documented and are utilized for modelling analysis. Although plenty of literature is available for predicting the joint shear strength of beam-column joints reinforced with conventional reinforcements numerically, but no such study is carried for GFRP reinforced beam-columns joints. As an attempt, modelling of beam-column joint with steel and with GFRP rebars is carried out using ABAQUS software. The behaviour of joints under monotonically increasing static and cyclic load conditions. Interpretation of all analytical findings with results obtained from experiments. The analysis and design of beam-column joints reinforced with GFRP reinforcements are carried out by strut and tie model. Strut and Tie models are based on the models for the steel reinforced beam-column joints. The resulting strut and tie model developed for the GFRP reinforced beam-column joints predicts joint shear strength. Joint shear strength values obtained from the experiments are compared with the analytical results for both the beam-column joints reinforced with steel and GFRP reinforcements. The joint shear strength predicted by the analytical tool ABAQUS is also validated with experimental results.
APA, Harvard, Vancouver, ISO, and other styles
19

Tur, Viktar, and Volha Sannikava. "Shear resistance of self-stressing concrete elements expanded under 2D restraint conditions." E3S Web of Conferences 212 (2020): 02018. http://dx.doi.org/10.1051/e3sconf/202021202018.

Full text
Abstract:
An analytical design model for estimation the shear resistance of plane self-stressing concrete elements with orthogonal reinforcement is presented. The design model is based on the strut-and-tie model concept and takes into consideration the restrained expansion strains and selfstresses as a result of self-stressing concrete expansion. The results of theoretical investigations were finally compared to the experimental ones showing the suitability of proposed design method.
APA, Harvard, Vancouver, ISO, and other styles
20

Kim, Byung-Hun, and Young-Mook Yun. "An Indeterminate Strut-Tie Model and Load Distribution Ratio for RC Deep Beams- (II) Validity Evaluation." Advances in Structural Engineering 14, no. 6 (December 2011): 1043–57. http://dx.doi.org/10.1260/1369-4332.14.6.1043.

Full text
APA, Harvard, Vancouver, ISO, and other styles
21

Barros, R., and J. S. Giongo. "Shear force and torsion in reinforced concrete beam elements: theoretical analysis based on Brazilian Standard Code ABNT NBR 6118:2007." Revista IBRACON de Estruturas e Materiais 5, no. 5 (October 2012): 576–95. http://dx.doi.org/10.1590/s1983-41952012000500002.

Full text
Abstract:
Reinforced concrete beam elements are submitted to applicable loads along their life cycle that cause shear and torsion. These elements may be subject to only shear, pure torsion or both, torsion and shear combined. The Brazilian Standard Code ABNT NBR 6118:2007 [1] fixes conditions to calculate the transverse reinforcement area in beam reinforced concrete elements, using two design models, based on the strut and tie analogy model, first studied by Mörsch [2]. The strut angle θ (theta) can be considered constant and equal to 45º (Model I), or varying between 30º and 45º (Model II). In the case of transversal ties (stirrups), the variation of angle α (alpha) is between 45º and 90º. When the equilibrium torsion is required, a resistant model based on space truss with hollow section is considered. The space truss admits an inclination angle θ between 30º and 45º, in accordance with beam elements subjected to shear. This paper presents a theoretical study of models I and II for combined shear and torsion, in which ranges the geometry and intensity of action in reinforced concrete beams, aimed to verify the consumption of transverse reinforcement in accordance with the calculation model adopted As the strut angle on model II ranges from 30º to 45º, transverse reinforcement area (Asw) decreases, and total reinforcement area, which includes longitudinal torsion reinforcement (Asℓ), increases. It appears that, when considering model II with strut angle above 40º, under shear only, transverse reinforcement area increases 22% compared to values obtained using model I.
APA, Harvard, Vancouver, ISO, and other styles
22

Tran, Cao Thanh Ngoc, and Bing Li. "Shear Strength Model for Reinforced Concrete Columns with Low Transverse Reinforcement Ratios." Advances in Structural Engineering 17, no. 10 (November 2014): 1373–85. http://dx.doi.org/10.1260/1369-4332.17.10.1373.

Full text
Abstract:
This paper introduces an equation developed based on the strut-and-tie analogy to predict the shear strength of reinforced concrete columns with low transverse reinforcement ratios. The validity and applicability of the proposed equation are evaluated by comparison with available experimental data. The proposed equation includes the contributions from concrete and transverse reinforcement through the truss action, and axial load through the strut action. A reinforced concrete column with a low transverse reinforcement ratio, commonly found in existing structures in Singapore and other parts of the world was tested to validate the assumptions made during the development of the proposed equation. The column specimen was tested to failure under the combination of a constant axial load of 0.30 f' c A g and quasi-static cyclic loadings to simulate earthquake actions. The analytical results revealed that the proposed equation is capable of predicting the shear strength of reinforced concrete columns with low transverse reinforcement ratios subjected to reversed cyclic loadings to a satisfactory level of accuracy
APA, Harvard, Vancouver, ISO, and other styles
23

Kim, Byung-Hun, and Young-Mook Yun. "An Indeterminate Strut-Tie Model and Load Distribution Ratio for RC Deep Beams - (I) Model & Load Distribution Ratio." Advances in Structural Engineering 14, no. 6 (December 2011): 1031–41. http://dx.doi.org/10.1260/1369-4332.14.6.1031.

Full text
APA, Harvard, Vancouver, ISO, and other styles
24

Ng, Chee Khoon, Alex Mee Kuei Tiong, and See Hung Lau. "Analytical Model for RC Beams with Externally Bonded Laminates Using Strut-and-Tie Method." Advanced Materials Research 446-449 (January 2012): 3218–28. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.3218.

Full text
Abstract:
An analytical model for RC beam strengthened with externally bonded laminates based on the strut-and-tie method is reported herein for predicting the strength and mode of failure of the strengthened RC beam. From the proposed model, four inequality equations were derived corresponding to four possible modes of failure. These four inequality equations define a safe domain. When the loading path up to the ultimate flexural limit state of a beam is plotted on the same diagram, the mode of failure and strength of the beam can be identified. The possible modes of failure consist of both flexure-type and shear-type failures. Flexure-type failure is due to the yielding of internal longitudinal reinforcement or the yielding of externally bonded laminates, whereas shear-type failure is due to the crushing of the diagonal compressive concrete strut or the yielding of the shear reinforcement. The failure mode initiated by one flexure-type followed by another is possible. Mode of failure initiated by one flexure-type followed by a shear-type is also possible but not otherwise. In short, this model describes the mode of failure and the corresponding strength of an RC beam strengthened with externally bonded laminates, which can be used to verify the adequacy of design for beam strengthening.
APA, Harvard, Vancouver, ISO, and other styles
25

Tantipidok, Patarapol, Dinara McLaughin, and Petr Štemberk. "Study of Accelerated Production of Prestressed Concrete Sleepers Using Strut-and-Tie Model." Advanced Materials Research 1054 (October 2014): 122–27. http://dx.doi.org/10.4028/www.scientific.net/amr.1054.122.

Full text
Abstract:
When designing the technological process for producing prestressed concrete sleepers on a large scale, it is especially important to achieve substantial reduction of production time due to the economic aspect. In this study, an estimation of the earliest possible time to release prestressing force from the wire with respect to bond development is presented, thus, allowing earlier removal and reuse of a prestressed concrete sleeper formwork. Time-dependent development of concrete compressive and tensile strength is defined according to fib Model Code 2010. A Strut-and-Tie Model has been adapted as a design method for establishing the transmission length required for anchoring prestressed wires in a prestressed concrete sleeper in accordance with the bond stress. Additional calculations have established that the method is consistent with the Eurocode approach.
APA, Harvard, Vancouver, ISO, and other styles
26

Sai Visalakshia, Bantumilli Satya, and Sri Harsha G. "Enhancement of shear strength of deep beams using hybrid fibres and suggesting an alternative for strut and tie model." Materials Today: Proceedings 33 (2020): 578–82. http://dx.doi.org/10.1016/j.matpr.2020.05.454.

Full text
APA, Harvard, Vancouver, ISO, and other styles
27

Bołbotowski, Karol, Michał Knauff, and Tomasz Sokół. "Applications of truss topology optimization in the design of reinforced concrete structures using „Strut and Tie” models." Budownictwo i Architektura 12, no. 1 (March 11, 2013): 091–98. http://dx.doi.org/10.35784/bud-arch.2178.

Full text
Abstract:
Although Strut and Tie models are often used in practical design due to their apparent concept based on truss analysis, the creation of a model consistent with behaviour of the real structure is not an easy task. Frame corner model considered in the paper and presented in code [7] and article [8] exemplifies the problem. The authors proposed a method of automatic generating of ST models by making use of truss topology optimization (volume minimization problem). The method is based on classical ground structure approach. The authors introduced a method of including the cost of nodes in the objective function, which allowed to obtain solutions consisting of rationally small number of bars (unlike Michell’s structures). Moreover, algorithms ensuring consistency with Eurocode requirements were developed. The method was implemented in computer program. With the use of the software the authors proposed an alternative ST model for the frame corner, which requires considerably less reinforcement steel in comparison with the model suggested by the code. The versatility of the program was well proven in several other examples of plane stress problems in reinforced concrete design.
APA, Harvard, Vancouver, ISO, and other styles
28

You, Peibo, Shuaiqi Song, Haiyang Zhang, Lijuan Zhang, Ke Shi, and Yi Wang. "Shear Strength Prediction for SFRC Shear Wall with CFST Columns by Softened Strut and Tie Model." Advances in Civil Engineering 2020 (July 29, 2020): 1–16. http://dx.doi.org/10.1155/2020/8824308.

Full text
Abstract:
The steel fiber reinforced concrete (SFRC) shear wall with concrete filled steel tube (CFST) columns is an innovative composite structure. In order to calculate the shear strength of SFRC shear wall with CFST columns, the softened strut and tie model (SSTM) of SFRC shear wall with CFST columns was proposed based on the analysis of shear mechanism of SFRC shear wall with CFST columns. The SSTM was composed of diagonal, horizontal, and vertical mechanisms, in which the contributions of concrete, reinforcement, and steel fiber to the shear strength of SFRC web of shear wall were identified. The shear capacities of 24 shear walls were calculated and compared with the available test results, and reasonable agreement was obtained. The results also showed that the steel fibers distributed randomly in concrete could be treated as longitudinal and transverse reinforcement in the shear strength analysis of SFRC web, and the SSTM was reasonable and useful to analyze and predict the shear strength of SFRC shear wall with CFST columns.
APA, Harvard, Vancouver, ISO, and other styles
29

Cattaneo, Sara, Pietro Crespi, and Luigi Biolzi. "Structural Analysis and Design of Reinforced Concrete Bridge Corbels." Applied Sciences 10, no. 19 (September 25, 2020): 6727. http://dx.doi.org/10.3390/app10196727.

Full text
Abstract:
Post-installed systems for the anchorage of safety barriers to bridge corbels are widely used today thanks to their flexibility and easiness of installation. Because of commonly found in situ boundary constraints, however, the design requirements for post-installed fasteners and rebars are frequently not satisfied or only partially satisfied. This paper assesses the mechanical response of a corbel where an innovative solution concerning the placement of post-installed reinforcement in reinforced concrete members was suggested. With reference to the refurbishment of bridge curbs, which usually requires concrete removal in the damaged top layers, the proposed method was based on the introduction of additional U-shaped post-installed rebars connecting the existing portion of the corbel to the newly cast top layer, in order to allow the transfer of the tension pull-out force exerted by the posts restraining the safety barrier. The layout investigated in this paper consisted of three anchors connecting the baseplate of the post supporting the safety barrier to the corbel (a layout commonly found in Italy). These anchors transfer the external actions (bending moment and shear) to the corbel thanks to the formation of a strut-and-tie system where the U-shaped rebars and the existing reinforcement play a crucial role. A strut-and-tie model of the corbel was presented to allow the use of a simplified approach to assess the safety of the corbel. The tests on real-scale specimens were also modeled numerically and additional models were considered to evaluate the effect of characteristics parameters (i.e., size of the corbel, existing shear reinforcement, etc.) on the overall response of the corbel.
APA, Harvard, Vancouver, ISO, and other styles
30

Kuebler, Michael, and Maria Anna Polak. "Critical review of the CSA A14-07 design provisions for torsion in prestressed concrete poles." Canadian Journal of Civil Engineering 41, no. 4 (April 2014): 304–14. http://dx.doi.org/10.1139/cjce-2013-0211.

Full text
Abstract:
This paper focuses on the effect of the transverse reinforcement in concrete poles and its influence on torsional strength in an effort to simplify the governing Canadian prestressed concrete pole code (CSA A14-07). The rationale behind the CSA code values for amount, spacing, and direction of the transverse reinforcement is not apparent. A testing program consisting of 14 concrete pole specimens were produced to investigate the torsional response. The specimens were divided into two groups with different tip diameters. Within each group the spacing and direction of the wound helical transverse reinforcement varied. Experimental cracking torque values were compared with calculated theoretical cracking torques from ACI 318, Eurocode 2, and various journal articles. The theoretical predictions were generally unconservative. Post-cracking behaviour was modelled using the Compression Field Theory (CFT) and Softened Truss Model (STM) for torsion. It was found that the CFT predicts the post-cracking response with reasonable accuracy. The failure mode in pure torsion is brittle and sudden, and the transverse reinforcement provides no post-cracking ductility. The primary function of the transverse reinforcement is to minimize the longitudinal precracking due to prestressing transfer forces. CSA A14 transverse reinforcement spacing requirements were compared against code minimum spacing requirements and a strut and tie model of the prestressing force transfer zone. Based on the strut and tie model of the transfer zone it was concluded that the CSA A14 helical reinforcement spacing values were insufficient to resist the transfer forces. New helical reinforcement spacing values were recommended to simplify the current CSA A14 code requirements. In addition concrete mix designs, prestressing levels, and wall thicknesses all have a large impact on torsional capacity and therefore quality assurance of these factors should be emphasized in CSA A14.
APA, Harvard, Vancouver, ISO, and other styles
31

MESQUITA, A. C., A. S. ROCHA, R. G. DELALIBERA, and W. A. DA SILVA. "The influence of connecting pile cap-column in the mechanisms of break in the two pile caps." Revista IBRACON de Estruturas e Materiais 9, no. 6 (December 2016): 856–82. http://dx.doi.org/10.1590/s1983-41952016000600004.

Full text
Abstract:
Abstract The paper analyzes the two pile caps with partially embedded socket and subject a center load. Three models were experimentally tested, varying the type of conformation of the column and walls of the socket, with a smooth, the other rough, and a monolithic two pile cap, used for reference. The roughening of the column-socket interface was examined with the aim of verifying the difference of the distribution of compressive and tensile stresses in the strut an tie model used for design. The experimental test to show that the two pile caps with conformation rough of the column and walls of the socket, support more load in comparison with two pile caps with smooth of the column and walls of the socket. Both however underperformed the monolithic two pile cap, with values of 66% and 36% respectively.
APA, Harvard, Vancouver, ISO, and other styles
32

Lyčka, Lukáš, and Petr Štěpánek. "A Method to Predict the Punching Shear Strength of Flat Slabs with Shear Reinforcement Using a Strut-and-Tie Model." Key Engineering Materials 738 (June 2017): 25–35. http://dx.doi.org/10.4028/www.scientific.net/kem.738.25.

Full text
Abstract:
The use of flat slabs in constructions due to its many functional and economic advantages is wide-spread. Behavior of flat slabs in shear and flexure is a fairly complex problem. Therefore, the punching shear failure belongs to one of the most critical aspects in the design of concrete buildings.The purpose of this paper is to describe a framework of the proposed method for predicting the punching shear of flat slabs with shear reinforcement. Most of the current codes in force are mainly based on empirical formulation. The proposed method is based on a strut-and-tie model and therefore could be considered as an analytical approach. For the purpose of demonstrating the effectiveness of the proposed method, the method is compared with some of the main methods currently in use, such as Eurocode EC2, ACI 318 and Model Code 2010. The comparison consists of results of more than 90 experiments on flat slabs with shear reinforcement, gathered from publications from all around the world.
APA, Harvard, Vancouver, ISO, and other styles
33

Guan, Dongzhi, Hui Yang, Dan Ju, Zhengxing Guo, and Sen Yang. "Cyclic loading test on a locally post-tensioned precast concrete beam–column connection." Advances in Structural Engineering 22, no. 12 (May 22, 2019): 2699–711. http://dx.doi.org/10.1177/1369433219849811.

Full text
Abstract:
A novel precast concrete beam–column connection locally post-tensioned using arc-shaped prestressing bars was proposed for satisfactory seismic performance and rapid construction. Three full-scale cruciform specimens, including one monolithic reference specimen, were tested under reversal cyclic loadings to evaluate the seismic behaviours. Grade 630 steel rods and high-strength deformed steel rebars were used for the arc-shaped prestressing bars in the precast specimens. The results show that the proposed precast connection presents an acceptable seismic performance and that the structural details should be ameliorated to improve the energy dissipation capacity. The design philosophy of strong column-weak beam is applicable to the new precast system. Finally, a strut-and-tie model was developed to investigate the force transfer mechanism of the novel precast connection.
APA, Harvard, Vancouver, ISO, and other styles
34

Kim, Han-Soo, Yi-Tao Huang, and Hui-Jing Jin. "Influence of Multiple Openings on Reinforced Concrete Outrigger Walls in a Tall Building." Applied Sciences 9, no. 22 (November 15, 2019): 4913. http://dx.doi.org/10.3390/app9224913.

Full text
Abstract:
Outrigger systems have been used to control the lateral displacement of tall buildings. Reinforced concrete (R.C.) outrigger walls with openings can be used to replace conventional steel outrigger trusses. In this paper, a structural model for an R.C. outrigger wall with multiple openings was proposed, and the effects of the multiple openings on the stiffness and strength of the outrigger walls were evaluated. The equivalent bending stiffness of the outrigger wall was derived to predict the lateral displacement at the top of tall buildings and internal shear force developed in the wall. The openings for the passageway in the wall were designed by the strut-and-tie model. The stiffness and strength of the outrigger wall with multiple openings was analyzed by the nonlinear finite element analysis. Taking into consideration the degradation in stiffness and strength, the ratio of the opening area to the outrigger wall area is recommended to be less than 20%. The degradation of stiffness due to openings does not affect the structural performance of the outrigger system when the outrigger has already large stiffness as the case of reinforced concrete outrigger walls.
APA, Harvard, Vancouver, ISO, and other styles
35

Kwon, Minho, P. Benson Shing, Chip Mallare, and Jose Restrepo. "Seismic Resistance of RC Bent Caps in Elevated Mass Transit Structures." Earthquake Spectra 27, no. 1 (February 2011): 67–88. http://dx.doi.org/10.1193/1.3533471.

Full text
Abstract:
This paper presents a study of the seismic resistance of two reinforced concrete cap beams in existing elevated guideway structures constructed in the 1960s. One beam has a regular configuration and the other has an irregular configuration. For each beam type, a half-scale model was designed, constructed, and tested. The irregular beam tested had a larger depth and a higher quantity of main longitudinal steel. While the regular beam had spiral confinement extending into the beam-to-column joint, the irregular beam did not. The beams were subjected to simultaneous bending, shear, and torsion in the tests, with the torsion induced by the vertical eccentricity of the horizontal load exerted at the top face of the beams. The test results underscore the importance of confinement steel in the beam-to- column joint of a cap beam and the critical role of the longitudinal reinforcement in the beams for torsional resistance. A numerical parametric study has been conducted with nonlinear finite element and strut-and-tie models, which have been validated with the experimental results. The study has indicated that the seismic load resistance of a cap beam can decrease with a reduced gravity load, which is an important consideration for design.
APA, Harvard, Vancouver, ISO, and other styles
36

Wardeh, George, and Elhem Ghorbel. "Shear strength of reinforced concrete beams with recycled aggregates." Advances in Structural Engineering 22, no. 8 (February 17, 2019): 1938–51. http://dx.doi.org/10.1177/1369433219829815.

Full text
Abstract:
This article presents an experimental program on the shear behavior of beams without transversal reinforcement manufactured with natural aggregate concrete and 100% recycled aggregate concrete. The beams were tested under four-point bending for a shear span-to-depth ratio ( a/ d) equal to 1.5 and 3.0. The mechanical properties of two mixes were characterized in terms of compressive strength, splitting tensile strength, and elastic modulus. Three-point bending tests were performed on plain pre-notched samples in order to determine the fracture properties by an inverse analysis of experimental force–crack mouth opening displacement curves using the analytical nonlinear hinge model and a power law strain-softening relationship. The strain-softening law is described by two parameters being, respectively, the power n and the critical crack opening displacement wc. The experimental results show that, for the same class of compressive strength, tensile strength, fracture energy, and the shear strength of recycled aggregate concrete are lower than natural aggregate concrete. The decrease in the fracture energy and the shear strength is consistent with the decrease in the splitting tensile strength of the recycled aggregate concrete mixes compared to the natural aggregate concrete. Critical shear crack theory was adopted to model the shear behavior of beams tested with a/ d = 3.0. For an accurate evaluation of the deformation capacity of tested beams, the nonlinear hinge model for recycled concrete members was extended to recycled concrete sections. For deep beams ( a/ d = 1.5), the strut-and-tie model was used. Finally, comparisons of prediction models to a wide range of experimental data are presented.
APA, Harvard, Vancouver, ISO, and other styles
37

Li, Bing Hong, Shi Yong Jiang, Qian Hua Shi, and Xian Qi Hu. "Shear Capacity of Concrete Beams Reinforced with Continuous FRP Rectangular Spirals." Applied Mechanics and Materials 204-208 (October 2012): 3009–15. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.3009.

Full text
Abstract:
The failure modes and the shear capacity of concrete beams reinforced with FRP reinforcement were discussed through an experimental investigation, in which continuous FRP rectangular spirals were used for shear reinforcement, while ordinary deformed steel bars are used for longitudinal reinforcement. Six concrete beams reinforced with FRP spirals were tested, the main variables considered were the shear reinforcement ratios, the shear span to depth ratios and the longitudinal reinforcement ratios. Two concrete beams of equal shear capacity which reinforced with continuous steel rectangular spirals were also tested to compare the behavior of concrete beams reinforced with different materials of spirals. All beams were tested as simply supported members subjected to a three-point load, the span of the beams varied in terms of different shear span to depth ratios. The test results show that the shear capacity and shear failure modes are greatly influenced by the shear reinforcement ratios and the shear span to depth ratios, the shear resistance provided by steel spirals is higher than that provided by FRP spirals in the case of equal shear capacity of beams, which is attributed to the differences in material properties and may result in different shear failure types. Based on the experimental program, four mechanical models are derived to give more accurate predictions of the shear capacity of test beams, the calculation results of these models are compared with that of the existing shear formulas or equations for concrete beams reinforced with FRP stirrups or spirals. The rotating-angle softened truss model, the strut-and-tie model, the shear formulas derived from the truss-arch model and Zsutty equations are suggested through comparison.
APA, Harvard, Vancouver, ISO, and other styles
38

Vermeltfoort, A. T., and D. R. W. Martens. "Composite action in masonry walls under vertical in-plane loading: experimental results compared with predictions." Canadian Journal of Civil Engineering 42, no. 7 (July 2015): 449–62. http://dx.doi.org/10.1139/cjce-2014-0098.

Full text
Abstract:
The results of five experimental test series on masonry walls supported by reinforced concrete beams or slabs are reported and compared to theoretical predictions of the load bearing capacity. The experiments were performed on deep masonry beams built with respectively calcium silicate and clay brick. Investigated parameters were: position of the supports, concrete beam-masonry interface, concrete beam stiffness, type of loading, and height of masonry wall and concrete beam. Based on literature, the method proposed by Davies and Ahmed as well as the method according to Eurocode 6 were used to estimate the load bearing capacity of the tested masonry walls supported by concrete beams. The method of Davies and Ahmed allows for the determination of the stresses and stress resultants in the masonry. The analysis shows that near the support an inclined compressive force acts at the bed joint, which means that a shear-compression stress state exists in the bed joint. Strength evaluation has been carried out using the Mann-Müller criterion that is adopted in Eurocode 6. Based on the test results, it may be concluded that both methods yield conservative values of the load bearing capacity, as could be expected. Before cracking a linear elastic behavior was observed, while after cracking a strut-and-tie model may be applied. To develop more accurate design models, it is recommended to investigate the post-cracking behavior in more detail.
APA, Harvard, Vancouver, ISO, and other styles
39

Deniaud, Christophe, and JJ Roger Cheng. "Shear rehabilitation of G-girder bridges in Alberta using fibre reinforced polymer sheets." Canadian Journal of Civil Engineering 27, no. 5 (October 1, 2000): 960–71. http://dx.doi.org/10.1139/l00-032.

Full text
Abstract:
Many bridges were built in Alberta after World War II with type G-girder precast concrete elements. Today, there are approximately 1500 G-girder bridges still in service all over the province. These bridges are typical short span (approximately 6 m long), simply supported, and without shear keys between girders. Structural deficiency of the G-girders, especially in shear, plus the economic constraints of the government demand that an economical and efficient method for rehabilitation of these bridges be developed. A research program at the University of Alberta, in collaboration with Alberta Transportation and Utilities and ISIS Canada, has been established to study the feasibility of using fibre reinforced polymers (FRP) to rehabilitate concrete bridge girders deficient in shear. This paper will address the structural deficiency of the G-girders and present eight full-scale test results from four G-girders removed from existing bridges. Carbon and glass FRP sheets and two repair schemes were used in the rehabilitation. Three commonly used shear strength evaluation methods, strut-and-tie model, modified compression field theory, and grid analysis, are investigated. The loads predicted by these three methods are in good agreement with the experimental results. The shear contribution of the FRP sheets at any angle can be accurately accounted for in the analysis. All three methods are found to be consistent.Key words: analysis, beams, bridges, composite materials, design, fibre reinforced polymers, rehabilitation, reinforced concrete, shear strengthening.
APA, Harvard, Vancouver, ISO, and other styles
40

Huang, Hongmeng, Lu Cui, and Wei Lu. "Mechanical Behavior and Calculation Method for RC Fifteen-Pile Cap of Mixed Passenger and Freight Railway Bridge." Advances in Civil Engineering 2020 (September 18, 2020): 1–13. http://dx.doi.org/10.1155/2020/8833256.

Full text
Abstract:
The thickness, reinforcement, and concrete strength grade of railway caps in China are generally determined according to the force, yet the method for calculating the force is unclear. To date, there is no desirable calculation method for analyzing the caps. Based on the fifteen-pile thick cap of mixed passenger and freight railway, the influencing factors on cap bearing capacity were analyzed using finite element method (FEM). The variations of load-bearing capacity and mechanical behavior of thick cap were characterized by introducing rigid angle α. Results indicated that ultimate load-bearing value of the cap increased linearly with the increase of concrete strength grade, and an increasing load-bearing capacity of the reinforcement distributed in the pile diameter range was larger than that of the uniform reinforcement; when the reinforcement ratio was 0.15%, it increased by 9.3%. The cap showed punching failure when α < 45°. The reaction force at each pile top under vertical load was not equal; thereby, the cap was not absolutely rigid. The principal compressive stress trajectories in the concrete were distributed in the range of connecting the pile and the outer edge of the pier, and the effective tensile stresses in the reinforcement were mainly distributed in the diameter range of pile and pile connection, which is in accord with the stress mode of the ordinary spatial truss model. Based on this, a spatial truss model applicable to the design of railway caps is proposed, and a method for calculating reaction force at pile top and formulas for calculating the bearing capacity of strut and tie were presented. The feasibility of the proposed method was also verified by comparison with FEM results.
APA, Harvard, Vancouver, ISO, and other styles
41

Buda-Ożóg, Lidia. "Comparison of STM’s reliability system on the example of selected element." Open Engineering 11, no. 1 (November 19, 2020): 85–90. http://dx.doi.org/10.1515/eng-2021-0007.

Full text
Abstract:
AbstractThis paper presents optimization of the reliability system for different Strut and Tie models of beams loaded with a torsional and bending moment. In this paper, three STMs depending on the angle of diagonal strut were compared. The presented beam models have a serial system reliability. In the analyses, the full correlation of the top chord of truss - upper reinforcement, full correlation of bottom chord of truss - compression concrete, full correlation of members mapping individual stirrups and concrete in diagonals between stirrups. Estimation of the reliability of the adopted structures was carried out in a software package of Strurel. The variables of concrete, and steel strength as well as concentrated load magnitude were described by a mean value, a standard deviation and a type of distribution. Summing up the results of the analysis, it was noted, that methods for reliability estimation using information about the model’s reliability structure are an excellent alternative to time consuming simulation methods. These methods allow not only to estimate the reliability of the structure, but also to determine the impact of individual members on the reliability of the entire element.
APA, Harvard, Vancouver, ISO, and other styles
42

Hu, Zhangqi, Weirong Lv, Yusheng Wu, and Miao Zhang. "Analysis of Stiffness Reduction Coefficient of Conventionally Reinforced Concrete Coupling Beams on the Bias of Strut-and-Tie Model." Journal of Engineering Science and Technology Review 13, no. 5 (2020): 82–89. http://dx.doi.org/10.25103/jestr.135.11.

Full text
Abstract:
Stiffness reduction coefficient of coupling beams (κ) can reflect the stiffness degradation degree at yield and significantly affect the seismic response and the internal force distribution. However, existing calculation methods do not consider the influencing factors comprehensively and have a limited application scope. To effectively predict the stiffness reduction coefficient of conventionally reinforced concrete coupling beams (CCBs), a simplified analysis model was established, and analysis and parameter modification were also implemented. Then, an equation with comprehensive consideration, wide application, and high accuracy was proposed. The proposed equation was verified by comparison with existing test data and calculation methods, and parametric analysis was performed to investigate the independent factors, including the span–depth ratio, longitudinal reinforcement ratio, stirrup ratio and concrete compressive strength. Results show that the independent factors are related to each other, and the span–depth ratio has the greatest influence on the stiffness reduction coefficient of CCBs. Furthermore, κ significantly increases with the longitudinal reinforcement ratio when the coupling beam has a large span–depth ratio, but the stirrup ratio has a bigger role when the span-depth ratio is small. Finally, on the basis of the analysis results, suggestions are made to improve the stiffness reduction coefficient of CCBs. The study results provide a reference for the design and optimization of shear wall and core tube structures.
APA, Harvard, Vancouver, ISO, and other styles
43

Sandeep, M. S., Praveen Nagarajan, and A. P. Shashikala. "Development of Models for Predicting Strut Efficiency Factors for Conventional and Steel Fibre Reinforced Concrete Deep Beams." Materials Science Forum 969 (August 2019): 187–92. http://dx.doi.org/10.4028/www.scientific.net/msf.969.187.

Full text
Abstract:
Commonly used analysis and design methods are applicable only to Bernoulli’s region or B-region where strain distribution is linear. Due to the peculiarity of the geometry for certain structural members like deep beams, corbels, etc, their entire strain distribution is nonlinear. Hence, they will act as discontinuous regions or D-regions where strain distribution is nonlinear. The designers are forced to depend on empirical relations and their past experience for designing such elements. Since, deep beams form an important structural element in bridges and high-rise buildings as pier caps and transfer girders, their design deserves much more importance. Strut-and-Tie method (STM) is a unified approach that can be used for both regions. The main parameter that influence the accuracy of results produced by STM is the strength reduction factor (βs). In this paper, new relations are developed for predicting strength reduction factor for concrete struts with and without steel fibres. The effect of steel fibres content and percentage of vertical and horizontal reinforcement were considered for developing this relation.
APA, Harvard, Vancouver, ISO, and other styles
44

Cavers, William, and Gordon A. Fenton. "An evaluation of pile cap design methods in accordance with the Canadian design standard." Canadian Journal of Civil Engineering 31, no. 1 (January 1, 2004): 109–19. http://dx.doi.org/10.1139/l03-075.

Full text
Abstract:
There are a number of design methods that have been described for the design of pile caps, but there has been no consensus on which method provides the best approach for the working designer. This paper describes a study conducted to establish the performance of several pile cap design methods, particularly with respect to the Canadian standard, CSA A23.3-94. Previous research was examined to determine the basis of the design methods and the state of current research. The design methods identified were then applied to pile caps for which test data were available. The theoretical loads obtained using the various design methods were compared with the experimental loads. The results of this study indicate that two design models of the five examined are the most suitable. This study also indicates that the provisions of the Canadian design standard are adequate. A possible refinement of the strut-and-tie model incorporating a geometric limit is also outlined.Key words: building codes, footings, pile caps, reinforced concrete, structural design.
APA, Harvard, Vancouver, ISO, and other styles
45

Guner, Serhan, and Jean Carrière. "Analysis and strengthening of caisson foundations for uplift loads." Canadian Journal of Civil Engineering 43, no. 5 (May 2016): 411–19. http://dx.doi.org/10.1139/cjce-2015-0350.

Full text
Abstract:
Many existing self-supporting towers are built with constant-width caisson foundations. Due to the increased demand to add more antennas to the towers, and more stringent strength requirements in recently revised design standards, many existing caisson foundations require significant strengthening for additional uplift resistance. Although a number of retrofit design solutions are frequently used in practice, there is a lack of literature providing guidelines for the proper analysis of retrofitted foundations. This study proposes a detailed analysis and design methodology to significantly increase the uplift capacity of existing caissons through the use of helical micro piles and reinforced concrete cap beams. Strut-and-tie models are developed and nonlinear finite element analyses are undertaken to verify the behaviour of the proposed design. The overall design methodology is presented in a case study involving an existing tower. The proposed design has a general applicability and is suitable for applications where there is limited space around the existing foundations.
APA, Harvard, Vancouver, ISO, and other styles
46

Hagberg, Thore. "Do EN 1992-1-1 and the European Concrete Platform comply with tests? Commentary on the rules for strut-and-tie models using corbels as an example." Structural Concrete 16, no. 3 (September 2015): 418–27. http://dx.doi.org/10.1002/suco.201400066.

Full text
APA, Harvard, Vancouver, ISO, and other styles
47

Silva, Ricardo José Carvalho, Dênio Ramam Carvalho de Oliveira, Nívea Gabriela Benevides de Albuquerque, Thiago Andrade Gomes, and Aaron Kadima Lukanu Lwa Nzambi. "Punching shear in flat slabs by strut and tie model." Revista IBRACON de Estruturas e Materiais 14, no. 5 (2021). http://dx.doi.org/10.1590/s1983-41952021000500006.

Full text
Abstract:
Abstract Research on behavior of flat slabs under punching shear, performed by Kinnunen, Regan and Muttoni influenced the main design recommendations. Meanwhile, studies about strut and tie model developed by Schlaich for beams, deep beams and corbels also influenced these design codes. This work aimed to adapt the strut and tie model for the punching shear resistance analysis in flat slabs. The punching shear resistance of 30 flat slabs verified through strut and tie model was compared to the one designed following Brazilian, American and European codes recommendation. Subsequently, this same model was validated by comparing the test results of 32 flat slabs. The strut and tie model results, when compared with the test results, showed a better average than those from codes, and the modified strut and tie model can become an alternative for punching shear strength prediction.
APA, Harvard, Vancouver, ISO, and other styles
48

Taufik, Panji Ginaya. "STRUCTURAL BEHAVIOR OF PILE CAP 3 PILE WITH EKSENTRIC LOAD DESIGNED USING STRUT AND TIE MODEL WITH NUMERICAL METHOD." Jurnal Media Teknik Sipil 17, no. 1 (February 26, 2019). http://dx.doi.org/10.22219/jmts.v17i1.7483.

Full text
Abstract:
Pile cap is a structure to distribute load from the upper structure to the sub structure. Often the planning of the pile cap is approached as a two way slab or beam with pile as restrain, by consider the bending and shear separately. As is the case with conventional methods that consider 1-way shear, 2-way shear, and bending separately. The strut and tie model can be used as an alternative method in designing a pile cap, by approaching the stress trajectory with the truss model. In this study, a pile cap will be designed using the conventional method and the strut and tie model, the pile cap with 3 pile cap and an eccentric load. Then the results are tested numerically using Abaqus to determine the difference in behavior. The main reinforcement results from the strut and tie model method are more evenly stressed than the conventional method, also the vertical load needed to achieve the main reinforcement yield stress strut and tie model (1100 kN) is greater than the conventional method (900 kN).
APA, Harvard, Vancouver, ISO, and other styles
49

ÖZKAL, Fatih Mehmet, and Habib UYSAL. "A computational and experimental study for the optimum reinforcement layout design of an RC frame." Engineering Computations 33, no. 2 (March 4, 2016). http://dx.doi.org/10.1108/ec-11-2014-0222.

Full text
Abstract:
Purpose Compared with conventional design methods, strut-and-tie modeling is a more suitable and even a superior method for the reinforcement layout design of structural members with uncommon geometrical shapes and/or regions essentially subject to shear effects. Because the determination of the optimum strut-and-tie model for each of the members is an important task, the implementation of a topology optimization method could be useful before the detailing stage. Design/methodology/approach Optimum reinforcement layout of a concrete frame was designed by an integrated approach, which consists of the topology optimization and strut-and-tie modeling methods. Subsequently, an experimental comparison of the new model with the conventional model was performed based on their structural behaviors. Findings Depending on the experimental results, it was concluded that the new integrated design method presents more successful results than does the conventional method for the design of reinforced concrete (RC) members. Originality/value The preference of the new method will facilitate the design process by eliminating the experience required of design engineers.
APA, Harvard, Vancouver, ISO, and other styles
50

Cedrim, Matheus Barbosa Moreira, Eduardo Nobre Lages, and Aline da Silva Ramos Barboza. "Proposition and analysis of strut and tie models for short corbels from techniques of topology optimization." Revista IBRACON de Estruturas e Materiais 14, no. 2 (2021). http://dx.doi.org/10.1590/s1983-41952021000200012.

Full text
Abstract:
Abstract Reinforced concrete short corbels are components characterized to represent typical conditions of geometrical and static discontinuity. In general, the classical bending theory is not valid for their design. With the strut and tie method, a model of a self-balanced truss, a strategy of representation of the principal stress flow appears as a representation of the trajectories of the main stresses in these components. Within the context of obtaining the strut and tie models, topology optimization is an indicated technique for an automated process. Combined with a numerical analysis based on finite elements, the SIMP (Solid Isotropic Material with Penalization) method formulation, which is defined with the criterion of minimum strain energy restricted by the volumetric fraction, is used for the development of the models with the ABAQUS® v. 6.14.1 software. Therefore, with the material distribution posterior to the optimization and the validation based on normative codes, it is demonstrated that the tool is effective in the development of strut and tie models.
APA, Harvard, Vancouver, ISO, and other styles
We offer discounts on all premium plans for authors whose works are included in thematic literature selections. Contact us to get a unique promo code!

To the bibliography