Journal articles: 'Tie beam'

1

Nie, Yun Jing, Xu Yan, and Tie Ying Li. "Influence of Tie Beams of Pier on the Seismic Performance of a Continuous Rigid Frame Bridge with Twin-Legged Piers." Advanced Materials Research 368-373 (October 2011): 1105–10. http://dx.doi.org/10.4028/www.scientific.net/amr.368-373.1105.

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In this paper, the influence of tie beams for piers is investigated on the dynamic characteristics and the seismic performance of a continuous rigid frame bridge with twin-legged piers. Modal analyses and the linear seismic response analyses are performed on a practical continuous rigid frame bridge with twin-legged piers with no tie beam, one tie beam and three tie beams of pier, using software Midas/civil. The findings indicate that installing tie beams of pier can increase the natural frequencies of this kind of bridge. Setting tie beams of pier is disadvantageous to the seismic performance of the bridge beam, but advantageous to improving the seismic performance of the twin-legged piers. The influence of tie beams of pier on the seismic performance on the whole structure is relevant to the pier height. These analytical results provide a reference for the seismic design and analysis of similar structures.

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Villegas, Pedro J., Juan Diaz, Alberto M. Pernia, Juan A. Martinez, Fernando Nuno, and Miguel J. Prieto. "Filament Power Supply for Electron Beam Welding Machine." IEEE Transactions on Industrial Electronics 62, no. 3 (2015): 1421–30. http://dx.doi.org/10.1109/tie.2014.2362730.

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Cao, Guo Hui, Zhen Yu Xie, Ming Cai Wen, and Ran He. "Deflection Test on CFST Arch Bridge with CFRP Slings." Advanced Materials Research 295-297 (July 2011): 1079–87. http://dx.doi.org/10.4028/www.scientific.net/amr.295-297.1079.

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The ultimate bearing capacity test is carried on CFST arch bridge model with CFRP slings, and the deflection of tie-beams, CFST arch, crossbeams, decks is also tested. Studies have shown that before the sliping of 4# CFRP sling, the deflection growth of east and west tie-beam, east and west arch both has good symmetry. The deflection growth of crossbeams and decks also has good symmetry, but after the sliping of 4# CFRP sling(located at the middle of west tie-beam), the structural internal forces redistribution appeared. The deflection of west tie-beam increased suddenly, and the mid-span deflection of west tie-beam is larger than that of east tie-beam by 14.6%. The mid-span deflection of east arch is larger than that of west arch by 9.9%. The deflection of crossbeam at 3L/8 and L/4 sections are respectively larger than those of crossbeam at 5L/8 and 3L/4 sections by 13.8% and 5.3%, The deflection of 3#, 2# and 1# decks are respectively larger than those of 4#, 5# and 6# decks by 7.8%, 13.2% and 17.1%. After the snapping of 10# CFRP sling(located at 3L/8 section of east tie-beam), the structural internal forces would appear redistribution. The deflection of east tie-beam would increase suddenly. The mid-span deflection of east tie-beam is larger than that of west tie-beam by 31.7%, and the mid-span deflection of east arch is larger than that of west arch by 21.3%. The deflection of crossbeam at 3L/8 and L/4 sections are respectively larger than those of 5L/8 and 3L/4 sections by 24.7% and 22.5%. The deflection of 3#, 2# and 1# decks are respectively larger than those of 4#, 5# and 6# decks by 16.2%, 24.5% and 28.6%.

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4

Naji, Arash. "Improving the tie force method for progressive collapse design of RC frames." International Journal of Structural Integrity 9, no. 4 (2018): 520–31. http://dx.doi.org/10.1108/ijsi-10-2017-0058.

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Purpose The purpose of this paper is to recover the deficiency of existing tie force (TF) methods by considering the decrease in section strength due to cracking and by selecting limit state of collapse according to section properties. Design/methodology/approach A substructure is selected by isolating the connected beams from the entire structure. For interior joints, the TFs in the orthogonal beams are obtained by catenary action. For corner joints, the TFs are assessed by beam action. For edge joints, however, the resistance is gained by greater of the resistance under catenary action for periphery beams and beam action for all the connecting beams in both directions. For catenary action, the TF capacities must satisfy Equation (20). On the other hand, for beam action, the TF must satisfy Equation (16), while R is calculated from Equation (17). In the case where the length of the connecting beams is similar, Equation (19) can be used. Findings Closed form solutions are available for TFs on both beam and catenary stages. Originality/value The proposed formulation makes designing more practical and convenient. However, the proposed formulation had good agreement with experimental results.

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Yao, Yunlong, Baoning Hong, Xin Liu, Guisen Wang, Zhiwei Shao, and Dongning Sun. "Field and Numerical Study of the Bearing Capacity of Pre-Stressed High-Strength Concrete (PHC)-Pipe-Pile-Reinforced Soft Soil Foundations with Tie Beams." Applied Sciences 13, no. 21 (2023): 11786. http://dx.doi.org/10.3390/app132111786.

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Pre-stressed high-strength concrete pipe piles (PHC pipe piles) have been widely used in actual soft foundation treatment projects due to their reliable quality, fast construction, assembly line production, and environmental friendliness. However, large-scale slip damage still occurs in construction projects. In order to reduce and avoid such accidents, a highway in Guangdong (section K31+100~K31+388) was taken as an example for this study. Plaxis 2D software (V22.01.00) was used to establish a PHC pipe pile composite roadbed model and investigate the effects of tie beam form, pile lengths, pile spacings, pile verticality, and embankment filling loading modes on the settlement and stability of the composite roadbed. The results show that the original treatment plan, which had the form of a PHC pipe pile with caps, had a low horizontal bearing capacity and a poor anti-disturbance ability, leading to the occurrence of a landslide accident. A comparison of different structural forms revealed that the longitudinal and transverse tie beam form was the most stable, followed by the transverse tie beam form, longitudinal tie beam form, PHC pipe pile form with caps, and PHC pipe pile form without caps. Compared to the structural form of PHC pipe piles with pile caps, the stabilities of the transverse tie beam form and the longitudinal tie beam form were improved by 42.47% and 38.61%, respectively, while that of the longitudinal and transverse tie beam form was improved by 50.87%. The application of longitudinal and transverse tie beams effectively reduced the settlement of the composite roadbed, as confirmed by both measured data and finite element analysis. This structure achieved the desired vertical settlement control and lateral anti-slip effects.

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Popovych, M. M., O. S. Myroniuk, and V. I. Borshchov. "STRENGTHENING OF REINFORCED CONCRETE BEAM SUPERSTRUCTURES USING PRESTRESSED SPRENGELII AND RODS." Science and Transport Progress, no. 6 (March 25, 2005): 131–32. http://dx.doi.org/10.15802/stp2005/20399.

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7

Lu, Bing, Cuihua Li, Cong Liu, and Lanhui Guo. "Numerical Study on Minimum Shear Connection Ratio of Tie-Bars in Steel Plate–Concrete Composite Beams Subjected to Out-of-Plane Cyclic Loading." Applied Sciences 12, no. 4 (2022): 1820. http://dx.doi.org/10.3390/app12041820.

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The failure modes of tie-bars under monotonic loading and cyclic loading are ductility and brittleness, respectively. They can significantly affect the design for tie-bars in a steel plate–concrete (SC) composite structure. A 3D finite element model of a SC composite beam was developed and verified through a quasi-static test. Two rules on the interfacial shear distribution were deduced and verified. Then, a total of 188 finite element models were developed to investigate the minimum shear connection ratio of tie-bars in SC composite beams, which can ensure the sufficient energy dissipation capacity of a SC composite beam under out-of-plane cyclic loading. The influences of the shear connection ratio, shear span versus depth ratio, stiffness, and number of tie-bars on the seismic behavior of a SC composite beam were investigated. Finally, a design method for tie-bars in the SC composite beam under out-of-plane cyclic loading was proposed.

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8

He, Wei, and Shuzhi Sam Ge. "Vibration Control of a Flexible Beam With Output Constraint." IEEE Transactions on Industrial Electronics 62, no. 8 (2015): 5023–30. http://dx.doi.org/10.1109/tie.2015.2400427.

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9

Ahn, Jaeshin, Keith A. Stromsmoe, and Ronald P. W. Lawson. "Microprocessor-Based Control of an Ion Beam Deposition System." IEEE Transactions on Industrial Electronics IE-32, no. 4 (1985): 405–9. http://dx.doi.org/10.1109/tie.1985.350117.

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10

Hussein, L. T., and R. M. Abbas. "A Semi-Empirical Equation based on the Strut-and-Tie Model for the Shear Strength Prediction of Deep Beams with Multiple Large Web Openings." Engineering, Technology & Applied Science Research 12, no. 2 (2022): 8289–95. http://dx.doi.org/10.48084/etasr.4743.

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The behavior and shear strength of full-scale (T-section) reinforced concrete deep beams, designed according to the strut-and-tie approach of ACI Code-19 specifications, with various large web openings were investigated in this paper. A total of 7 deep beam specimens with identical shear span-to-depth ratios have been tested under mid-span concentrated load applied monotonically until beam failure. The main variables studied were the effects of width and depth of the web openings on deep beam performance. Experimental data results were calibrated with the strut-and-tie approach, adopted by ACI 318-19 code for the design of deep beams. The provided strut-and-tie design model in ACI 318-19 code provision was assessed and found to be unsatisfactory for deep beams with large web openings. A simplified empirical equation to estimate the shear strength for deep T-beams with large web openings based on the strut-and-tie model was proposed and verified with numerical analysis. The numerical study considered three-dimensional finite element models, in ABAQUS software, that have been developed to simulate and predict the performance of deep beams. The results of numerical simulations were in good agreement and exhibited close correlation with the experimental data. The test results showed that the enlargement in the size of web openings substantially reduces the elements' shear capacity. The experiments revealed that increasing the width of the openings has more effect than the depth at reducing the load-carrying capacity.

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11

Fadhil, Aqeel Talib. "Experimental Evaluation of the Strut-and-Tie Model Applied to Deep Beam with Near-Load Openings." Journal of Engineering 23, no. 10 (2017): 1–14. http://dx.doi.org/10.31026/j.eng.2017.10.01.

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It is commonly known that Euler-Bernoulli’s thin beam theorem is not applicable whenever a nonlinear distribution of strain/stress occurs, such as in deep beams, or the stress distribution is discontinuous. In order to design the members experiencing such distorted stress regions, the Strut-and-Tie Model (STM) could be utilized. In this paper, experimental investigation of STM technique for three identical small-scale deep beams was conducted. The beams were simply supported and loaded statically with a concentrated load at the mid span of the beams. These deep beams had two symmetrical openings near the application point of loading. Both the deep beam, where the stress distribution cannot be assumed linear, and the existence of the openings, which causes stress discontinuity, make the use of Euler-Bernoulli’s thin beam theorem not applicable. An idealized STM for the beam was first established and then experimental test was carried out to study the capability of STM to deal with the distortion of stress caused by the presence of near-load openings in addition to the nonlinear distribution of stress occurring in deep beam. The test results showed that the beam designed using STM was able to withstand a load higher than the designed ultimate load. The service load, in the other hand, was within the range of the estimated one. The outcome of this study can then be added to the relatively few available experimental studies related to STM technique to enhance the validation of STM to efficiently treat different structural configurations where the linear stress assumption cannot be applied.

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12

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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13

He, Wei, Shuang Zhang, and Shuzhi Sam Ge. "Boundary Output-Feedback Stabilization of a Timoshenko Beam Using Disturbance Observer." IEEE Transactions on Industrial Electronics 60, no. 11 (2013): 5186–94. http://dx.doi.org/10.1109/tie.2012.2219835.

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14

Doris, Ahmad, Ruddy Kurniawan, and Rendy Thamrin. "Design and Analysis of Beam with Opening using Strut and Tie Model." CIVED 10, no. 3 (2023): 959–73. http://dx.doi.org/10.24036/cived.v10i3.34.

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Concrete beams on structures sometimes have to be covered for utility lines. For the case of concrete beams with openings, special calculations must be made because the lengths of the dimensions no longer have the same dimensions. One of the approaches is with the strut and tie model. Currently, there are no standard provisions in the manufacture of the strut and tie model, as it is an approach to calculating in areas where Bernoulli's law does not apply. In order to facilitate the creation of a strut and tie model, the study used a simple software tool called BESO2D. The number of samples of the test model is 4 variations with different position and size of the hole. The dimensions of the beam used are 150x300 mm with a length of 2000 mm. Each of the beams will be given a reinforced based on the working load and from the strut and tie model frame. The behavior of each beam will be analyzed using the software of the finite element method to specific concrete named ATENA.

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15

Mehraeen, S., S. Jagannathan, and K. A. Corzine. "Energy Harvesting From Vibration With Alternate Scavenging Circuitry and Tapered Cantilever Beam." IEEE Transactions on Industrial Electronics 57, no. 3 (2010): 820–30. http://dx.doi.org/10.1109/tie.2009.2037652.

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16

Zargarian, Mahsa, and Alireza Rahai. "Theoretical and Experimental Studies of Two-Span Reinforced Concrete Deep Beams and Comparisons with Strut-and-Tie Method." Advances in Civil Engineering 2021 (February 8, 2021): 1–16. http://dx.doi.org/10.1155/2021/8880067.

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Regarding the complicated behavior of continuous deep beams, a research program including three parts was conducted. First part: three continuous concrete deep beams with different shear span-to-depth ratios (a/h) were tested. The effects of varying a/h ratio on ultimate strength and failure modes were investigated. Second part: the nonlinear finite element (FE) analyses were performed to simulate the experimental specimens and 21 large-scale continuous deep beams. The main parameters investigated were a/h ratio from 0.33 to 2 and f c ′ considered 40 MPa, 60 MPa, and 80 MPa. Third part: the strut-and-tie modeling of different design codes and indeterminate strut-tie method were studied for continuous deep beams. Regardless of the a/h ratio, all beam specimens failed in shear mode with main diagonal cracks. Although EC2 load prediction was conservative for all beam models, the ACI and CSA predictions for concrete deep beams with high compressive strength were unsafe. The indeterminate truss model showed closer results to FE analysis in comparison with ACI, EC2, and CSA strut-and-tie method.

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17

Zhu, Wei, and Xiaoting Rui. "Adaptive Control of a Piezo-Actuated Steering Mirror to Restrain Laser-Beam Jitter." IEEE Transactions on Industrial Electronics 66, no. 10 (2019): 7873–81. http://dx.doi.org/10.1109/tie.2018.2885731.

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18

Zaidi, Sajid, Frédéric Lamarque, Jérôme Favergeon, Olivier Carton, and Christine Prelle. "Wavelength-Selective Shape Memory Alloy for Wireless Microactuation of a Bistable Curved Beam." IEEE Transactions on Industrial Electronics 58, no. 12 (2011): 5288–95. http://dx.doi.org/10.1109/tie.2010.2046609.

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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 (2011): 67–88. http://dx.doi.org/10.1193/1.3533471.

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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.

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Zhao, Xuena, Zhijie Liu, Shuang Zhang, and Qing Li. "Time-Varying Trajectory Tracking Boundary Control of a Flexible Rotation Beam Based on Servomechanism." IEEE Transactions on Industrial Electronics 69, no. 9 (2022): 9185–95. http://dx.doi.org/10.1109/tie.2021.3114726.

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21

Chang, Yeong-Hwa, Wei-Shou Chan, and Chia-Wen Chang. "T-S Fuzzy Model-Based Adaptive Dynamic Surface Control for Ball and Beam System." IEEE Transactions on Industrial Electronics 60, no. 6 (2013): 2251–63. http://dx.doi.org/10.1109/tie.2012.2192891.

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22

Jing, Zheng-Nan, Rong-Gui Liu, Gui-Hua Xie, and Dan Liu. "Shear Strengthening of Deep T-Section RC Beams with CFRP Bars." Materials 14, no. 20 (2021): 6103. http://dx.doi.org/10.3390/ma14206103.

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Deep T-section beams have been widely used in engineering structures due to their high bearing capacity, high construction efficiency and economic benefits, while the current beam design theory can hardly interpret reasonably the mechanical behaviors of deep beams. The performance features of the deep T-beam were investigated, involving in strain distribution and principal stress trace using experimental tests. Different near surface mounted (NSM) reinforcement schemes were proposed for deep T-beams aiming at improving the shear capacity. The results show that the behaviors of deep T-beams dissatisfy the assumption of plane cross-section, and the ‘strut-and-tie’ model is applicable in such structures. The reinforcement systems can significantly relieve the strain concentration, mid-span deflection and crack width in deep T-beams, consequently improving the shear capacity range from 45 to 65%. The scheme is preferential for the reinforcement of deep T-beams when the applied angles, positions and lengths of CFRP bars are optimized based on the ‘strut-and-tie’ model.

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23

Abdul-Razzaq, Khattab Saleem, Sarah F. Jebur, and Abbas H. Mohammed. "Strut and Tie Modeling for RC Deep Beams under non-Central Loadings." Civil Engineering Journal 4, no. 5 (2018): 937. http://dx.doi.org/10.28991/cej-0309146.

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This work aims at presenting detailed procedures companied by numerical examples for analyzing and designing reinforced concrete deep beams that subjected to non-central loadings based on Strut and Tie method (STM). The subjected loadings were moved from the center of the beam span towards the supports reaching the maximum non-centrality could be achieved (after which the beams became ‘not deep’ from ACI 318M-14 point of view). A total of three deep beams with three different types of loadings were taken into considerations; one concentrated force, two concentrated forces and uniformly distributed load. Every specimen had a cross section of 150 400 mm and a total length of 1000 mm. Generally, it was found that moving load from the span center towards one of the supports leads to worth notable decreases in the beam ultimate capacity. Therefore, in the case of one-concentrated force, the ultimate load capacity decreased by 30.2% when left shear span to effective depth ratio (aL/d) decreased from 1.3 to 0.65. While in the cases of two-concentrated forces or uniformly distributed loading, it was found that changing (aL/d) ratio from 1.02 to 0.37 led to decrease the deep beam ultimate capacity by 30.5%.

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Feng, Yang, Zixuan Lu, Wenke Lu, Changchun Zhu, Qinghong Liu, and Haoxin Zhang. "Study of the Doubly Clamped Beam Yarn Tension Sensor Based on the Surface Acoustic Wave." IEEE Transactions on Industrial Electronics 66, no. 4 (2019): 3256–64. http://dx.doi.org/10.1109/tie.2018.2850028.

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

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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.

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Khaleel, W. H., A. A. Talal, N. H. Baidaa, K. S. Abdul-Razzaq, and A. A. Dawood. "Previous Research Works on Reinforced Concrete Curved Beams." E3S Web of Conferences 318 (2021): 03011. http://dx.doi.org/10.1051/e3sconf/202131803011.

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The current research work summarizes some previous research works on horizontally curved beams. Because of curvature, torsional effects in the analysis and design should be included. Diameter of ring beam, number of supports, beam width, compressive strength of the concrete, and bearing plate width. Which can be summarized from previous studies is that increasing diameter of ring by about 25-75% decreases the capacity load by about 14-36%, while increasing number of supports by about 33-100%, beam width by about 25-75%, compressive strength of concrete by about 24-76%, and bearing plate width by about 25-75% increases the capacity load by about 62-189%, 25-75%, 24-76%, and 5-16%, respectively due to the beam section increase and/or its properties. Frequently, reinforced concrete deep ring beams exhibit shear failure in a manner similar to straight beams. Strut and tie model (STM) and plastic analysis are useful tools for efficiently analyzing ring or curved deep beams. In addition, the nonlinear three-dimensional finite element modeling is typical for predicting the deep curved beams strength and behavior.

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Kitipornchai, Sritawat, and Chien‐Ming Wang. "Out‐of‐Plane Buckling Formulas for Beam‐Columns/Tie‐Beams." Journal of Structural Engineering 114, no. 12 (1988): 2773–89. http://dx.doi.org/10.1061/(asce)0733-9445(1988)114:12(2773).

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Hassan, Sawsan Akram, and Ansam Hassan Mhebs. "Effect of Steel Fiber Ratios on Behavior of High Strength Hybrid Reinforced Concrete Deep Beams under Repeated Loading." Open Civil Engineering Journal 12, no. 1 (2018): 108–21. http://dx.doi.org/10.2174/1874149501812010108.

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Introduction: The present work presents experimental and analytical investigation of the effect of steel fiber ratio of behavior of high strength hybrid reinforced concrete deep beams under monotonic and repeated two point load. Methods: The experimental work included casting and testing of six deep beams, three of which were tested under monotonic loading (control beams) and other beams were tested under repeated loading at level of 75% of ultimate load of control beams. The effect of different SF ratios (0%,1% and 2%) with constant amount of web reinforcement (pw) were studied in terms of crack patterns, ultimate load and load versus mid span deflection. Results and Conclusion: From the experimental test results, it was observed the percentage increase ultimate load for hybrid beam cast with SF ratio 1% is 9.62% as compared with hybrid beam with SF ratio 0%. Also, the ultimate load for hybrid beam cast with SF ratio 2% is 28.85% as compared with hybrid beam with SF ratio 0% and 17.54% as compared with hybrid beam with SF ratio 1% under monotonic loading. Strut and Tie Model (STM) procedures were used to analyze the experimentally tested hybrid deep beams under monotonic loading of the present investigation.

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Tan, Kiang Hwee. "FRP Strengthening of Discontinuous Members." Advanced Materials Research 1129 (November 2015): 69–76. http://dx.doi.org/10.4028/www.scientific.net/amr.1129.69.

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Deep beams, corbels, stepped beams, beams with openings and the like are structural members comprising discontinuous regions for which conventional flexural theory does not apply. To strengthen such members using fibre-reinforced polymer (FRP) systems, a rational approach based on strut-and-tie models (STMs) is desirable. This involves the strengthening of struts, ties and nodal zones where required. This study was carried out to illustrate the use of strut-and-tie models in FRP strengthening of reinforced concrete T-beams with a large opening created through the web. Five 3-meter long simply-supported beams were fabricated to simulate existing beams with webs punctured by openings of lengths varying from 180 to 720 mm and located at about 0.5 to 1.5 m from the near support. The depth of the opening was kept constant at 180 mm. Based on strut-and-tie modelling, the beams were strengthened using glass FRP sheets to carry the same ultimate load as a solid beam which had the same dimensions and internal steel reinforcement but without opening, that is, 200 kN. The beams were each subjected to a single load at one-third span from the other support. Test results indicated that all beams with strengthened opening performed as well as the solid beam without opening in terms of cracking and deflection characteristics, in addition to ultimate strength and ductility.

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Darma, Eko, and Ninik Paryati. "Investigasi Keruntuhan Geser Balok Tinggi Beton Bertulang dan Beton Fiber Dengan Metode Eksperimental, Metode Numerik dan Metode Strut and Tie." BENTANG : Jurnal Teoritis dan Terapan Bidang Rekayasa Sipil 7, no. 2 (2019): 69–78. http://dx.doi.org/10.33558/bentang.v7i2.1749.

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One reinforced beam element that experiences a shear failure is a high beam; a beam that follows a requirement based on SNI-2847-2013 standard that have the proportion of sliding span (l) and the effective height (d) not more than three. The type of collapse in high beams generally is shear failure in which the crack appears from the area around the placement, propagates and reaching the maximum value at the point of loading. Observation of crack patterns and ultimate loads can be done by several methods based on both non-linearity and linearity of materials. Two specimens consisted of one high beam conventional reinforced concrete and one high beam concrete fiber with a dimension of 170 mm x 420 mm x 850 mm were prepared. Fiber from machine turning waste was used as coarse aggregate substitution with 100% composition in fiber concrete. Both specimens were tested in the laboratory and observed for crack patterns analysis and ultimate load achievement. The experimental test results were then compared with the numerical test results for the non-linearity properties of the material and the Strut and Tie method for the linearity properties of the material. The ultimate high beam of conventional reinforced concrete when experiencing shear failure in the experimental method, numeric method, and strut and tie method were 310 KN, 290 KN, and 236.917 KN respectively, whereas in the high beam fiber concrete, the ultimate load in the experimental method, numeric method, and in the strut and tie method were 280 KN, 260 KN, and 263,917 KN respectively. The biggest ratio of test results were obtained from the comparison between the numerical and the experimental methods in conventional concrete which was equal to 0.94. This showed the similarity of non-linearity properties of the material to produce adjacent test results.

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Gurubasav, Hiremath, and Naaz Yendigeri Arshiya. "A parametric study on the behavior of RC and FRC deep beams with and without CFRP strengthening using ANSYS." i-manager's Journal on Structural Engineering 11, no. 2 (2022): 15. http://dx.doi.org/10.26634/jste.11.2.18965.

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Deep beams are common elements in concrete structures such as bridges, water tanks, etc. Deep beams were designed by using the strut-and-tie model (STM) method without any web reinforcement using ACI 318-14 with a shear span to depth ratio (a/d =1). RC deep beams show brittle failure by crushing of struts under applied load. Fiber reinforced concrete (FRC) is a better alternative for the reinforced concrete beam without web reinforcement as it contains fibers such as a ramid, steel, etc. The fibers used were steel fibers of 1% volume, and aspect ratio of 60. The use of carbon fiberreinforced polymer (CFRP) for strengthening the deep beams is utilized and a comparison between reinforced concrete(RC) and fiber-reinforced concrete (FRC) deep beams with and without CFRP strengthening is carried out using (Analysis of Systems) ANSYS 18.1. The mid-span deflections were significantly decreased and improved shear strength was observed in CFRP strengthened deep beams and FRC deep beam in comparison of RC deep beam. The ultimate loads for a maximum deflection value were compared in all the deep beams and RC frame with embedded carbonfiber reinforced polymer (RC-CFRP), fiber reinforced concrete carbon-fiber reinforced polymer(FRC-CFRP) and FRC deep beams showed 29.4%, 42.47% and 32.05% improvement, respectively, when compared with the RC deep beam. A total of 43.4% decrease in deflection and 74% decrease in shear stress was observed in FRC deep beam. The deflection and stress values in strengthened beams were comparatively lesser. In this study, deflection was observed to decrease by 74.4% and 82%, and shear stress decreased by 92% and 93.5% in the strengthened RC and FRC deep beam, respectively, compared to the deep beam RC model. It is suggested that strengthened FRC is a better alternative to RC deep beams.

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Hsiu-Ming Yeh and Kuo-Shen Chen. "Development of a Digital-Convolution-Based Process Emulator for Three-Dimensional Microstructure Fabrication Using Electron-Beam Lithography." IEEE Transactions on Industrial Electronics 56, no. 4 (2009): 926–36. http://dx.doi.org/10.1109/tie.2008.2006030.

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Fajman, Petr, and Jiri Maca. "Historical Timber Structures with Selected Joints." Applied Mechanics and Materials 769 (June 2015): 25–28. http://dx.doi.org/10.4028/www.scientific.net/amm.769.25.

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Repairs of historical timber structures lead to connecting existing and new beams. The requirements for beam authenticity make use of older ways of connecting. The first type is the splice of beams in bending with the scarf joint, rafters and tie-beams are joined with the dovetail and, finally, the connection of the main joist with the strut is by the mortise carve.

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Lu, Lu, Zheng Chen, Bin Yao, and Qingfeng Wang. "A Two-Loop Performance-Oriented Tip-Tracking Control of a Linear-Motor-Driven Flexible Beam System With Experiments." IEEE Transactions on Industrial Electronics 60, no. 3 (2013): 1011–22. http://dx.doi.org/10.1109/tie.2012.2188262.

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Nagarajan, Praveen, and T. M. Madhavan Pillai. "Analysis and Design of Simply Supported Deep Beams Using Strut and Tie Method." Advances in Structural Engineering 11, no. 5 (2008): 491–99. http://dx.doi.org/10.1260/136943308786412050.

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Generally structural members can be broadly divided into two regions, namely B or Bernoulli regions where the strain distributions are linear and D or Disturbed regions where the strain distributions are nonlinear. A beam whose depth is comparable to span is known as deep beam and these structural elements belong to D regions. It has been recently understood that the strut and tie method (STM) is an effective tool for the design of both B and D regions. The present code recommendations are inadequate for the design of deep beams. In this paper simple equations using STM are developed for finding the area of main steel required to have a balanced type of failure and to find the ultimate capacity of deep beams failing in different failure modes. These equations are compared with experimental results and a good agreement is found.

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Shoeib, Ata El-Kareim, Ahmed Noureldean Mohamed Arafa, Ramy Abd El-Hakeem Abd El Rady, and Waleed Mohamed Fouad Tawhed. "Experimental and analytical study on the behavior of hybrid GFRP/steel bars in reinforced concrete deep beams." Curved and Layered Structures 9, no. 1 (2022): 124–45. http://dx.doi.org/10.1515/cls-2022-0012.

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Abstract The deep beam is one of the essential members of high-rise buildings structures, so the deep beams are used as a transfer girder; in walls water structures, the deep beam behavior is different from the slender beam behavior; the deep beam plane section before does not remain plane after bending. In recent years, the use of FRP as a composite material in reinforced concrete structures has been growing up to cover problems by weight of structure buildings, corrosion, repairing, and construction cost. This paper presents an experimental, analytical study to assign the variation of mechanical properties of reinforced concrete deep beams using vertical and horizontal GFRP stirrups. This paper investigates the mechanical properties of test specimens for deep beams reinforced in shear with GFRP or steel bars as web reinforcement. The deep beams are reinforced with glass fiber reinforced polymer (GFRP) in various ratios as a web reinforcement configuration (0, 0.25%, and 0.40%) rather than traditional steel web reinforcement. All tested specimens have the same span to depth ratio of 0.40 (a/d); the primary and secondary reinforcement is steel bars. The web reinforcement ratio significantly affected deep beams’ load capacity and mechanical behavior. The GFRP enhancement the mechanical behavior of the reinforced concrete deep. Increasing the GFRP web reinforcement ratio enhances the deep beam load capacity. The test results compared with the traditional ACI design method strut-tie model to demonstrate the effect of web reinforcement ratio on deep beam load capacity and strut width. The test results have been verified by ABAQUS 6.13.

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Fan, Junwei, Shijiao Yang, Bo Deng, Bing Sun, and Taoying Liu. "A Comparison of Load Distribution Methods at the Node and Internal Force Analysis of the Lattice Beam Based on the Winkler Foundation Model." Buildings 13, no. 7 (2023): 1731. http://dx.doi.org/10.3390/buildings13071731.

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As a new type of retaining structure, lattice beams with tie-back anchor cables have been increasingly used in slope reinforcement and have achieved improved prevention effects. However, the simplified load distribution method (SLDM) at the node, which is the theoretical basis of internal force analysis for lattice beams, is not perfect at present. An alternative new load distribution method (NLDM) at the node based on the force method for the lattice beam was therefore introduced in this paper. Taking into account the loads acting on other nodes of the beams in both directions and according to the static equilibrium condition and deformation compatibility condition at the nodes, NLDM assigns the loads acting on the nodes to the cross beams and vertical beams, respectively, by constructing and solving a system of linear equations. In order to verify the superiority of NLDM, a case of slope reinforced by a lattice beam was introduced in this paper, and the load distribution of the nodes under the design condition was carried out based on both methods. Then, the deflections at the nodes of the lattice beam resting on the Winkler foundation, loaded with the known loads, were analyzed by the superposition method. The results of the deformation analysis showed that the deflections at the same nodes of the beams in both directions based on NLDM were almost equal, thus demonstrating the superiority of NLDM in terms of deformation compatibility. In addition, a comparative analysis of the theoretical bending moments of the lattice beam under the design and the actual working conditions based on both methods was also carried out. The results of the bending moment analysis showed that the bending moments of the cross beam differed significantly in the middle third of the beam length, while the bending moments of the vertical beams differed significantly at the beam sections where the maximum bending moments are located, and the theoretical bending moments under the actual working condition were in relatively good agreement with the measured values. Consequently, NLDM for the lattice beam was self-consistent in terms of the deformation compatibility at the node, and therefore the introduction of this new method provides an important theoretical basis for the accurate internal force analysis of lattice beams.

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Han, Xiaoli, Jian Dai, Wei Qian, Zhaoyang Zhu, and Baolong Li. "Effects of dowels on the mechanical properties of wooden composite beams in ancient timber structures." BioResources 16, no. 4 (2021): 6891–909. http://dx.doi.org/10.15376/biores.16.4.6891-6909.

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In order to provide more accurate suggestions for the restoration of ancient timber buildings, five types of specimens were designed for static loading tests. The tree species used for the specimens was larch. The wooden composite beams were composed of purlins, tie plates, and fangs. The study analyzed the effects of the number and position of dowels on the mechanical behaviors of wooden composite beams in ancient timber buildings. The bending moment, slippage, strain of the wooden composite beams under the deflection of the beam allowed according to code, and the ultimate bearing capacity of the wooden column composite beams under failure conditions were examined. The test results showed that the dowels could improve the bending capacity of the wooden composite beams. The even distribution of the dowels was beneficial in reducing the sliding effect of the wooden composite beams. Under the amount of deflection allowed by the code, the mid-span section strain along the height of the wooden composite beam approximately conformed to the plane section assumption. The wooden composite beam still had bending capacity after each member failed. The results of this study illustrated that dowels improved the overall mechanical properties of the wooden composite beams.

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J. Edmunds, L. Franco, Thushara Jayasinghe, Thusitha Ginigaddara, Paulo Vaz-Serra, and Priyan Mendis. "Bridge deck analysis of transversely post-tensioned concrete box girder bridges." Electronic Journal of Structural Engineering 23, no. 1 (2023): 46–63. http://dx.doi.org/10.56748/ejse.234101.

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For rural bridges in Australia, a common design practice is pouring in-situ concrete on top of beams in order to tie all the beams together and distribute load. However, pouring concrete on-site creates more risk and contractors prefer to avoid it. Another method is using transverse post tensioning to tie beams. This article investigated the behaviour of transverse post-tensioning bars in providing load distribution between beams and ultimately comment on their effectiveness compared to in-situ poured decks. Currently, the industry has not completely investigated this matter in order to design post-tensioning accurately. Conservative estimates are currently used in industry today. Current practice is 50% of the design load on the beam where the load is applied in their design assumptions which is quite high. The team modelled concrete box girder bridges with transverse post-tensioning using grillage method. Several factors were investigated including bridge length and width, bridge skew and beam type. From the models, the team concluded that increasing the bridge span increases the load distribution, the load distribution difference is negligible for skew between 0 and 20 degrees and larger shear actions are observed with increased skew and width. It was determined that the worst-case total load on the beam where the load as applied was found to be 40.5%, 9.5% less than current practice. It is recommended that a similar investigation is conducted using a finite element method to gain a deeper understanding.

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Wang, Chien‐Ming, and Sritawat Kitipomchai. "New Set of Buckling Parameters for Monosymmetric Beam‐Columns/Tie‐Beams." Journal of Structural Engineering 115, no. 6 (1989): 1497–513. http://dx.doi.org/10.1061/(asce)0733-9445(1989)115:6(1497).

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Sugianto, A., A. Antonius, and S. Taufik. "Behavior of Modified Strut-and-Tie Model (STM) on Concrete Beams." IOP Conference Series: Earth and Environmental Science 1321, no. 1 (2024): 012046. http://dx.doi.org/10.1088/1755-1315/1321/1/012046.

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Abstract Reinforced concrete components are generally designed to withhold shear and bending based on the assumption at strain varies linearly in a section where the applied force is a combination of shear with bending, torsion, or normal forces. The behavior of shear failure in reinforced concrete beams is very different from that in flexural failure. Shear failure is brittle without warning in the form of significant deflection, resulting in diagonal cracks in the beam then the shear force mechanism will be contributed by an arching action where this action can provide a reserve capacity large enough for the beam to carry the load. Nonlinear analysis using the strut-and-tie method is particularly useful for shear-critical structures where classical beam theory is not valid due to significant shear deformations. Strut-and-Tie Model research which is applied to concrete (25 MPa), also uses the optimal configuration FEM software tool from Strut-and-Tie which leads to the efficiency of Strut-and-Tie. The results of the optimization and modification of the Strut-and-Tie Model on concrete will also be applied to the experimental models tested until they fail so that the optimal conditions for numerical models will be obtained. Based on the analysis result of element model using ANSYS computational assistance program, the ultimate flexural capacity of the beam model will increase depending on the used STM model and inclination angle (Φ), at the STM type 2 high < 1000 mm, inclination angle (Φ) 45° having a decrease in ultimate shear capacity (Vu) of 49,31% against type 1, at the STM model 3 high < 1000 mm, with inclination angle (Φ) 45° having an increase ultimate shear (Vu) of 4,14% against type 1. Stress pattern performed bottle shape in line with diagonal strut. Ductility capacity will be decreased at inclination angle <45° of 27,11%, at inclination angle >45° will be decreased of 55,67%,

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Mabrouk, Rasha T. S., Mahmoud A. S. Mahmoud, and Magdy E. Kassem. "Behavior of Reinforced Concrete Deep Beams with Openings under Vertical Loads Using Strut and Tie Model." Civil Engineering Journal 7 (May 11, 2022): 148–70. http://dx.doi.org/10.28991/cej-sp2021-07-011.

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This research aims to study the effects of the size and location of openings on deep beams. The analysis of deep beams with openings presents a rather complex problem for engineers, as there are currently no guidelines within the design codes for this problem. Using the strut and tie model is a feasible solution, but also gives some uncertainties due to the various models that can be used. This paper proposes using a strut and tie model for the deep beams with openings where reinforcement is laid out in the form of embedded struts and ties. The study is divided into an experimental and a numerical part. The experimental study was conducted on eight reinforced concrete deep beams under vertical loads. Seven of the beams had web openings of different sizes and locations, while the eighth specimen was a reference beam without any openings. The beams had the same concrete dimensions with the size of the openings in the web taken as 150 150 mm and 300 300 mm, and the location of the opening in the horizontal direction was varied between 0.11 to 0.4 the span. The experimental results were analyzed in terms of cracking pattern, mode of failure, and load-deflection behavior and then compared to numerical analysis conducted using a finite element program. A parametric study followed to investigate the influence of reinforcement arrangement and reinforcement around the openings on the behavior of deep beams. The results showed that large web openings that directly interrupted the compression strut had the most reduction in beam capacity and that the location of the opening did not significantly affect the strength of the beam in the case of small openings. Doi: 10.28991/CEJ-SP2021-07-011 Full Text: PDF

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Zhang, Bolin, and Fangyuan Li. "Numerical Analysis of the Structural Properties of Girdling Beam for a Square Column Used in Bridge Jacking Construction." Mathematical Problems in Engineering 2022 (September 20, 2022): 1–11. http://dx.doi.org/10.1155/2022/7481764.

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As a key connecting structure of jacking construction, the load capacity of the girdling beam determines the safety of the jacking construction of bridges. The square cross-sectional column was held by the action of the girdling beam for jacking construction of the bridge and was studied with nonlinear analysis of its structural properties at different girdling heights, with different construction modes including integral cast and two-stage cast. The results, including the interface stress and internal stress, column, and girdling beam deformation and destruction features, were presented. The mechanical characteristics of girdling beam for the square column were summarized with the spatial strut-and-tie model. It has been proven that the slip failure mode of girdling beams is a kind of brittle failure that must have enough load resistance to ensure the safety of jacking construction.

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Zhu, Deng Yuan, Zhan Yong Yao, and Yong Wei Zhang. "New Pedestal for Pre-Tensioned Pre-Stressed Beam Construction." Applied Mechanics and Materials 94-96 (September 2011): 1838–43. http://dx.doi.org/10.4028/www.scientific.net/amm.94-96.1838.

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Taking the advantages of groove pedestal and pier pedestal, a new type of pre-tensioned pedestal is constructed. The new pedestal makes full use of the deck (also the bottom formwork of the beam) to bear the tensile force so as to reduce the quantity of the pedestal construction. The new pedestal can adapt to variable geotechnical conditions by properly enlarge the arm of the turnover moment and the self-weight. The new pedestal is optimized through the bearing capacity analysis of the anti-overturning, the anti-slipping, the table anti-compressing, the force transfer plate, and the cross tie beams. The stress distribution of local bearing bracket is calculated by the finite element method so as to be reinforced accordingly. Based on practical application in some project, the new pedestal has the features of technical feasibility, security & reliability, affordability, and convenience in operation.

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Zhou, Yi Tang, and Kun Yan. "Safety Evaluation of Pier under Impact of Bridge Girder Erection Machine." Applied Mechanics and Materials 147 (December 2011): 86–91. http://dx.doi.org/10.4028/www.scientific.net/amm.147.86.

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A tie beam in a pier is demaged owing to the collapse of the bridge girder erection machine in the construction. In order to evaluate the safety of the pier stud, the effect of force induced by the impact of the collapse is analyzed. The results show that the concrete in bottom of the pier is compressed and that the tensile stress of concrete in the root of the damaged tie beam is less that the designed tensile strength of the concrte. The analyzed results are in line with the real state of the damaged tie beam.

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Zhao, Jun, Xiaohu Bao, Shoudi Yang, Zike Wang, Hongwei He, and Xiazheng Xu. "Experimental and Theoretical Studies on the Shear Performance of Concrete Beams Reinforced with Fiber-Reinforced Polymer Stirrups." Materials 17, no. 3 (2024): 593. http://dx.doi.org/10.3390/ma17030593.

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In this paper, the shear behavior of concrete beams reinforced with FRP stirrups is studied. The shear performances of six concrete beams with a size of 150 mm × 300 mm × 3000 mm under four-point loading up to failure were experimentally analyzed. The critical parameters included the shear span to depth ratio (λ) and stirrup spacing (S). The test results revealed that as λ increased from 1 to 2, 3, and 4, the ultimate shear capacity of the beam decreases by 50.5%, 67.7%, and 69.2%, respectively. Meanwhile, as S increased from 100 mm to 150 mm and 200 mm, the ultimate shear capacity decreased by 16.1% and 44.6%, respectively. A new shear capacity calculation model of concrete beam reinforced with FRP stirrups was also proposed, which further considered the shear capacity of the FRP stirrups on the basis of the shear capacity of an RC beam without stirrups using the strut-and-tie model. Finally, the experiment and calculation results of 56 beam specimens reinforced with FRP stirrups extracted from this paper and previous studies were compared using the calculation models proposed in this paper, in order to evaluate the accuracy of these calculation models.

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Wang, Bu, Xianhui Wu, Qi Liu, et al. "Effectiveness and Efficiency of Externally Bonded CFRP Sheets for Shear Strengthening of RC Beam-Column Joints." Polymers 14, no. 7 (2022): 1347. http://dx.doi.org/10.3390/polym14071347.

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To develop feasible carbon fiber reinforced polymer (CFRP) retrofit schemes for the shear strengthening of real three-dimensional reinforced concrete (RC) beam-column joints, a series of parameters in relation to the contributions of the CFRP sheets externally bonded to joint panels was numerically investigated in this study. The parameters include CFRP reinforcement ratio, CFRP layout, transverse beam-to-joint panel width ratio, transverse beam-to-joint panel height ratio, location of transverse beam, and number of transverse beams. Strengthening efficiency, a new dimensionless index, was introduced to evaluate the residual effect of a CFRP-strengthening system weakened by the presence of transverse beams in comparison with the increase in joint shear capacity in relation to the one-way counterpart. The results obtained from 44 nonlinear finite element models, which were calibrated against experimental observations, confirmed the effectiveness of the CFRP strengthening technique with regard to the relatively wide ranges of the parameters. The significant differences among the roles of the parameters were revealed, and the reasons behind the differences were analyzed. Furthermore, the shear mechanism of the CFRP-retrofitted joint panels was discussed with the proposed strut-and-tie model.

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Hassan, Sawsan Akram, and Ansam Hassan Mhebs. "Behavior of High Strength Hybrid Reinforced Concrete Deep Beams under Monotonic and Repeated Loading." Open Civil Engineering Journal 12, no. 1 (2018): 263–82. http://dx.doi.org/10.2174/1874149501812010263.

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Introduction:This study presents the experimental and analytical investigation of the behavior of high strength hybrid reinforced concrete deep beams under monotonic and repeated two-point load. The idea of hybrid in this work is different. Two types of concrete were used in beam but not in cross-section. The first type was the Fibrous High Strength Concrete (FHSC) at shear spans for enhancing shear capacity against cracking due to diagonal strut failure (by adding Steel Fiber (SF) in that regions), while the second type was the Conventional High Strength Concrete (CHSC) at the mid-portion between the two strengthened shear spans.Methods:The experimental work included the casting and testing of ten deep beams. Five among the beams were tested under monotonic loading (control beams) and other beams were tested under repeated loading at the level of 75% of ultimate load of control beams. The effect of some selected parameters as the type of load, the hybrid and non-hybrid beams, the compressive strength of concrete (fʹc) (normal and high) and the amount of web reinforcement (ρw) were studied in terms of crack patterns, ultimate load and load versus midspan deflection.Results and Conclusion:From the experimental test results, when beam cast with fibrous with SF of 1% concrete along entire length, the ultimate load of 10.96% increased as compared with hybrid beam. And it was observed to increase as much as 32.78% as compared with beam cast from conventional high strength concrete under monotonic loading. Under repeated loading of 75% control ultimate load, the ultimate load for beam cast with fibrous concrete along entire length increased as much as 15.32% as compared with hybrid beam. And it was seen to increase 36.17% as compared with the beam cast from conventional high strength concrete. The percentage increase in ultimate load of hybrid (SF ratio 1%) deep beam cast with high strength concrete became 97.3% as compared with the identical beam cast with normal strength concrete under monotonic loading and (98.21%) under repeated loading (load 75% control beam load). The percentage increase as ultimate load for hybrid beam cast with SF ratio 1% was 9.62% as compared with hybrid beam with SF ratio 0%. As the web reinforcement increased from 0 to 0.004 and from 0 to 0.006, the percentage increased in the ultimate load as 28.07% and 57.89%, under monotonic loading as 26.14% and 59.09%, under repeated loading.Then, Strut and Tie model (STM) procedures were used to analyze the experimentally tested hybrid deep beams under monotonic loading of the present investigation. Comparison of experimental results was made with corresponding predicted values using the STM procedure presented of ACI 318R-14 Code and with other procedures

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Wang, Jiawei, Jinliang Liu, Guanhua Zhang, and Yanmin Jia. "Method for computing the shear capacity of prestressed reinforced concrete beams based on truss-arch model." International Journal of Structural Integrity 9, no. 5 (2018): 574–86. http://dx.doi.org/10.1108/ijsi-09-2017-0052.

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Purpose The calculation of the shear capacity of inclined section for prestressed reinforced concrete beams is an important topic in the design of concrete members. The purpose of this paper, based on the truss-arch model, is to analyze the shear mechanism in prestressed reinforced concrete beams and establish the calculation formula for shear capacity. Design/methodology/approach Considering the effect of the prestressed reinforcement axial force on the angle of the diagonal struts and regression coefficient of softening cocalculation of shear capacity is established. According to the shape of the cracks of prestressed reinforced concrete beams under shear compression failure, the tie-arch model for the calculation of shear capacity is established. Shear-failure-test beam results are collected to verify the established formula for shear bearing capacity. Findings Through theoretical analysis and experimental beam verification, it is confirmed in this study that the truss-arch model can be used to analyze the shear mechanism of prestressed reinforced concrete members accurately. The calculation formula for the angle of the diagonal struts chosen by considering the effect of prestress is accurate. The relationship between the softening coefficient of concrete and strength of concrete that is established is correct. Considering the effect of the destruction of beam shear plasticity of the concrete on the surface crack shape, the tie-arch model, which is established where the arch axis is parabolic, is applicable. Originality/value The formula for shear capacity of prestressed reinforced concrete beams based on this theoretical model can guarantee the effectiveness of the calculation results when the structural properties vary significantly. Engineers can calculate the parameters of prestressed reinforced concrete beams by using the shear capacity calculation formula proposed in this paper.

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Quadri, Ajibola Ibrahim. "Strut and Tie Modelling of Reinforced Concrete Deep Beams Under Static and Fixed Pulsating Loading." Al-Nahrain Journal for Engineering Sciences 23, no. 3 (2020): 306–12. http://dx.doi.org/10.29194/njes.23030306.

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Numerical analysis of the performance of reinforced concrete (RC) deep beam subjected to static and fixed-point pulsating loading at the midpoint has been investigated. Three-dimensional nonlinear finite element model using the Strut and Tie approach was adopted. The damage level under the influence of the applied fixed pulsating loading is higher than the static applied loading, hence early crack was observed because of the stepwise loading in the form of vibration. Although the Strut and Tie approach gave a good estimation of the resistance capacity of the beam, the beam undergo high shear damage when subjected to these two types of loading. Material strength properties, applied loadings and cross-sections adopted are some of the factors that affect the performance of the deep beam.

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Journal articles on the topic 'Tie beam'

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