Relevant bibliographies by topics / Shear span-to-depth ratio

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Academic literature on the topic 'Shear span-to-depth ratio'

Author: Grafiati
Published: 4 June 2021
Last updated: 18 February 2022

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Journal articles on the topic "Shear span-to-depth ratio"

1

Fan, Guoxi, Jing Yang, Ye Wang, Qiyi Zhang, Jing Jia, and Wanpeng Cheng. "Dynamic Behavior of a Precast and Partial Steel Joint under Various Shear Span-to-Depth Ratios." Materials 14, no. 9 (April 23, 2021): 2162. http://dx.doi.org/10.3390/ma14092162.

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The dynamic behavior of a PPSRC beam–column joint is related to constraint effect, strength deterioration and strain rate effect. Then, it can be assessed by bearing capacity, stiffness degradation, displacement ductility and energy consumption. The results show that the increased strain rate causes growth in ring stiffness, bearing capacity and energy consumption of PPSRC beam–column joints. However, the influence of shear span-to-depth ratio on dynamic mechanical properties of PPSRC beam–column joints is more obvious than that of strain rate. Regardless of strain rate, the bearing capacity, initial stiffness, ring stiffness and energy consumption of PPSRC beam–column joints decrease as the shear span-to-depth ratio increases. Moreover, the ring stiffness under reverse direction is smaller than that the under forward direction at each displacement level. However, the stiffness degradation under a lower shear span-to-depth ratio is more obvious than that under a higher shear span-to-depth ratio. Moreover, the displacement ductility with a higher shear span-to-depth ratio is better than that with a lower shear span-to-depth ratio. Finally, the mechanical properties of PPSRC beam–column joints are affected by the extension length of partial steel plate, and the reasonable extension length of the partial steel plate in the column is affected by the shear span-to-depth ratio.
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Derkowski, Wit, and Rafał Walczak. "Effect of shear span-to-depth ratio on posttensioned concrete crane beams shear capacity." MATEC Web of Conferences 323 (2020): 01019. http://dx.doi.org/10.1051/matecconf/202032301019.

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The shear span-to-depth ratio has the most significant influence on the shear capacity of beams and determines their failure mode. The subject of the current project is the shear capacity of precast posttensioned concrete crane beams disassembled after more than fifty years of being used in an industrial plant. The paper gives the theoretical basis for the shear capacity of such elements as well as standard design models. The conducted tests showed that despite the low shear reinforcement ratio, the elements do not fail in a brittle mode but show a clear indication of prospective destruction. It was also confirmed that in the case of poorly shear-reinforced PC elements, a clear arch action can be distinguished with a low shear span-to-depth ratio, whereas in the case of a higher ratio there is a classical beam action.
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Hu, Biao, and Yu-Fei Wu. "Effect of shear span-to-depth ratio on shear strength components of RC beams." Engineering Structures 168 (August 2018): 770–83. http://dx.doi.org/10.1016/j.engstruct.2018.05.017.

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Mhalhal, Jasim Mahmood. "Prestressed Precast Hollow-Core Slabs with Different Shear Span to Effective Depth Ratio." Wasit Journal of Engineering Sciences 5, no. 2 (October 11, 2017): 1–11. http://dx.doi.org/10.31185/ejuow.vol5.iss2.53.

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Four full scale precast prestressed hollow-core slabs were tested under the influence of four lines loading with various values of shear span to effective depth ratio (a/d) (1.5, 2, 3.5 and 5). The dimensions of the hollow-core slab were 2000 mm, 1200 mm and 150 mm (length, width and thickness, respectively). All slabs were cast with a high compressive strength concrete of approximately 79.5 MPa. Experimental test results showed four patterns of failure mode depending on the ratio of (a/d). They were flexural failure, flexure-shear failure and shear compression failure. In addition to combination failure between tension shear and anchorage failure, accompanied by sliding strand in concrete. The failure loads decreased about 19.6% as (a/d) increased by 233.3%. Finally, the highest first crack load, 110kN, was recorded for sample, HCS 1.5, having the lowest (a/d) ratio.
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Lee, Jung-Yoon, Wook-Yeon Kim, Sang-Woo Kim, and Bum-Sik Lee. "Effects of Shear Span-to-depth Ratio and Tensile Longitudinal Reinforcement Ratio on Minimum Shear Reinforcement Ratio of RC Beams." Journal of the Korea Concrete Institute 16, no. 6 (December 1, 2004): 795–803. http://dx.doi.org/10.4334/jkci.2004.16.6.795.

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Lee, Hyun-Ho. "Capacity Evaluation of High Strength SFRC Beams according to Shear Span to Depth Ratio." Journal of the Korea institute for structural maintenance and inspection 18, no. 3 (May 30, 2014): 76–83. http://dx.doi.org/10.11112/jksmi.2014.18.3.076.

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Alhamad, Siyam, Yasser Al Banna, Ahmad Al Osman, Jihad Mouthassseeb, Suliman Abdalla, and Farid Abed. "Effect of shear span-to-depth ratio on the shear behavior of BFRP-RC deep beams." MATEC Web of Conferences 120 (2017): 01012. http://dx.doi.org/10.1051/matecconf/201712001012.

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Zhang, Jun-Hong, Shu-Shan Li, Wei Xie, and Yang-Dong Guo. "Experimental Study on Shear Capacity of High Strength Reinforcement Concrete Deep Beams with Small Shear Span–Depth Ratio." Materials 13, no. 5 (March 9, 2020): 1218. http://dx.doi.org/10.3390/ma13051218.

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This study aimed to investigate the shear capacity performance for eight deep beams with HTRB600 reinforced high strength concrete under concentrated load to enable a better understanding of the effects of shear span–depth ratio, longitudinal reinforcement ratio, vertical stirrup ratio and in order to improve design procedures. The dimension of eight test specimens is 1600 mm × 200 mm × 600 mm. The effective span to height ratio l0/h is 2.0, the shear span–depth ratio λ is 0.3, 0.6 and 0.9, respectively. In addition, the longitudinal reinforcement ratio ρs is set to 0.67%, 1.05%, 1.27%, and the vertical stirrup ratio is taken to be 0%, 0.25%, 0.33%, 0.5%. Through measuring the strain of steel bar, the strain of concrete and the deflection of mid-span, the characteristics of the full process of shear capacity, the failure mode and the load deflection deformation curve were examined. The test results showed that the failure mode of deep beams with small shear span–depth ratio is diagonal compression failure, which is influenced by the layout and quantity of web reinforcement. The diagonal compression failure could be classified into two forms: crushing-strut and diagonal splitting. With decreasing of shear span–depth ratio and increasing longitudinal reinforcement ratio, the shear capacity of deep beams increases obviously, while the influence of vertical web reinforcement ratio on shear capacity is negligible. Finally, the shear capacity of eight deep beams based on GB 50010-2010 is calculated and compared with the calculation results of ACI 318-14, EN 1992-1-1:2004 and CSA A23.3-04, which are based on strut-and-tie model. The obtained results in this paper show a very good agreement with GB50010-2010 and ACI 318-14, while the results of EN 1992-1-1:2004 and CSA A23.3-04 are approved to be conservative.
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Mansour, Walid, and Bassam A. Tayeh. "Shear Behaviour of RC Beams Strengthened by Various Ultrahigh Performance Fibre-Reinforced Concrete Systems." Advances in Civil Engineering 2020 (July 16, 2020): 1–18. http://dx.doi.org/10.1155/2020/2139054.

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This study presents a numerical investigation on the shear behaviour of shear-strengthened reinforced concrete (RC) beams by using various ultrahigh performance fibre-reinforced concrete (UHPFRC) systems. The proposed 3D finite element model (FEM) was verified by comparing its results with those of experimental studies in the literature. The validated numerical model is used to analyse the crucial parameters, which are mainly related to the design of RC beams and shear-strengthened UHPFRC layers, such as the effect of shear span-to-depth ratio on the shear behaviour of the strengthened or nonstrengthened RC beams and the effect of geometry and length of UHPFRC layers. Moreover, the effect of the UHPFRC layers’ reinforcement ratio and strengthening of one longitudinal vertical face on the mechanical performance of RC beams strengthened in shear with UHPFRC layers is investigated. Results of the analysed beams show that the shear span-to-depth ratio significantly affects the shear behaviour of not only the normal-strength RC beams but also the RC beams strengthened with UHPFRC layers. However, the effect of shear span-to-depth ratio has not been considered in existing design code equations. Consequently, this study suggests two formulas to estimate the shear strength of normal-strength RC beams and UHPFRC-strengthened RC beams considering the effect of the shear span-to-depth ratio.
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Fukuda, Takashi, Shotaro Sanuki, Masaki Miyakawa, and Kazunori Fujikake. "Influence of Loading Rate on Shear Failure Resistance of RC Beams." Applied Mechanics and Materials 82 (July 2011): 229–34. http://dx.doi.org/10.4028/www.scientific.net/amm.82.229.

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The aim of this study was to investigate the dynamic shear failure behavior of RC beams under rapid loading through an experimental study. Thus, rapid loading test for 48 RC beams was performed, in which shear span-to-depth ratio, shear reinforcement ratio and loading rate were variable. The RC beams exhibited diagonal tension failure, shear compression failure and flexural failure depending mainly on the shear span-to-depth ratio and the shear reinforcement ratio. The influence of loading rate on the maximum resistance is more significant for the RC beams failed in shear than for those failed in flexure.
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Dissertations / Theses on the topic "Shear span-to-depth ratio"

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Chiluwal, Sundar. "Numerical Modeling of Helical Pile-to-Foundation Connections subjected to Monotonic and Cyclic Loads." University of Toledo / OhioLINK, 2019. http://rave.ohiolink.edu/etdc/view?acc_num=toledo1576021464589307.

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Khatab, Mahmoud A. T. "Behaviour of continuously supported self-compacting concrete deep beams." Thesis, University of Bradford, 2016. http://hdl.handle.net/10454/14628.

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The present research is conducted to investigate the structural behaviour of continuously supported deep beams made with SCC. A series of tests on eight reinforced two-span continuous deep beams made with SCC was performed. The main parameters investigated were the shear span-to-depth ratio, the amount and configuration of web reinforcement and the main longitudinal reinforcement ratio. All beams failed due to a major diagonal crack formed between the applied mid-span load and the intermediate support separating the beam into two blocks: the first one rotated around the end support leaving the rest of the beam fixed on the other two supports. The amount and configuration of web reinforcement had a major effect in controlling the shear capacity of SCC continuous deep beams. The shear provisions of the ACI 318M-11 reasonably predicted the load capacity of SCC continuous deep beams. The strut-and-tie model recommended by different design codes showed conservative results for all SCC continuous deep beams. The ACI Building Code (ACI 318M-11) predictions were more accurate than those of the EC2 and Canadian Code (CSA23.3-04). The proposed effectiveness factor equations for the strut-and-tie model showed accurate predictions compared to the experimental results. The different equations of the effectiveness factor used in upper-bound analysis can reasonably be applied to the prediction of the load capacity of continuously supported SCC deep beams although they were proposed for normal concrete (NC). The proposed three dimensional FE model accurately predicted the failure modes, the load capacity and the load-deflection response of the beams tested.
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Shalookh, Othman H. Zinkaah. "Behaviour of continuous concrete deep beams reinforced with GFRP bars." Thesis, University of Bradford, 2019. http://hdl.handle.net/10454/18381.

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Li, Ding 1969. "Behaviour and modeling of deep beams with high shear span-to-depth ratios." Thesis, McGill University, 2003. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=80119.

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A study of the response of eight full-scale deep beams was carried out at McGill University. Four beams were tested by Li (2003) and this thesis reports on the testing of the remaining four beams. The deep beams reported in this thesis were 2000 mm long by 400 mm thick. Two beams had an overall depth of 520 mm and the other two beams had an overall depth of 810 mm. Two beams were reinforced with main tension tie reinforcement only, while the other two contained both vertical and horizontal uniformly distributed reinforcement.
These beams were tested under concentrated load to investigate the influence of span-to-depth ratio and the influence of uniformly distributed horizontal and vertical reinforcement. The presence of uniformly distributed steel resulted in higher capacities, better crack control and also served to control bond splitting failures near the supports. Four approaches were used to predict the capacities: a plane-section model, a simplified strut-and-tie model, a model based on the 1996 FIP Recommendations and a refined strut-and-tie model. The 1996 FIP (Federation Internationale de la Precontrainte) Recommendations gave conservative predictions suitable for design. The refined strut-and-tie model gave the most accurate predictions due to the fact that this approach accounted for the contributions of both the horizontal and vertical uniformly distributed reinforcement in the strut-and-tie model.
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5

Li, Zhen Yu 1972. "Behaviour and modeling of deep beams with low shear span-to-depth ratios." Thesis, McGill University, 2003. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=80122.

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The purpose of this research program was to study the behaviour of full-scale deep beams with realistic reinforcement details. In the overall research program, a total of eight deep beams were tested. A companion study by Li (2003) presents the results of four of these beams. This research examines the other four beams, two without uniformly distributed crack control reinforcement and two with distributed horizontal and vertical reinforcement. The specimens' dimensions were 2000 mm long and 400 mm thick, with two specimens having heights of 1160 mm and the other two heights of 1840 mm. The specimens were loaded with a central loading plate 300 mm long and 400 mm wide. The end bearing plates were 250 mm long and 400 mm wide. All specimens contained seven 15M bars forming the main tension tie reinforcement.
The test results provided information on the influence of the uniformly distributed reinforcement and the crack and strain development up to failure. The ductility of the specimens containing only the main tension ties was limited due to the formation of splitting cracks along the anchorages of the main tension ties during the later stages of testing. The uniformly distributed reinforcement provided additional tension ties that increased the capacity and the ductility. Strut-and-tie models were developed to predict the capacities. The FIP Recommendations (FIP 1996) were used to determine the contributions of the two major mechanisms, direct strut action and indirect strut action. This approach gave very conservative strength predictions. More refined strut-and-tie models were developed for the specimens with uniformly distributed reinforcement. These refined models gave more accurate predictions of the capacities of the deep beams.
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Ray, Arunachal. "Behavior of thin-webbed prestressed concrete beams of low shear-span to depth ratio with different shear reinforcement configurations." 1986. http://hdl.handle.net/1993/15466.

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Andermatt, Matthias. "Concrete deep beams reinforced with internal FRP." Master's thesis, 2010. http://hdl.handle.net/10048/1518.

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Concrete deep beams with small shear span-to-depth (a/d) ratios are common elements in structures. However, there are few experimental results on the behaviour of FRP reinforced concrete deep beams and no specific modelling techniques exist in design codes for such members. The objectives of this study were to examine the shear behaviour of FRP reinforced concrete deep beams containing no web reinforcement and to develop a modelling technique. Test results of 12 large-scale specimens are reported where the primary variables included the a/d ratio, reinforcement ratio, member height, and concrete strength. The results showed that an arch mechanism was able to form in FRP reinforced concrete beams having a/d 2.1. A strut and tie modelling procedure adapted from CSA A23.3-04 was capable of accurately predicting the capacity of FRP reinforced concrete deep beams containing no web reinforcement while sectional shear models gave poor, but conservative, predictions.
Structural Engineering
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8

Hsieh, Ming-Chieh, and 謝明杰. "Shear Strengths of Reinforced Concrete Deep Beams with Different Shear Span-to-Depth Ratios." Thesis, 2004. http://ndltd.ncl.edu.tw/handle/52686519159130558424.

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碩士
國立臺灣科技大學
營建工程系
92
This study presents an experimental investigation of reinforced concrete deep beams subjected to vertical loads. Twelve specimens were tested to study the effects on ultimate shear strengths of deep beams of concrete strength (f’c), way of loading (through steel plates or column stubs), shear span-to-effective depth ratio (a/d) and horizontal shear reinforcement (Ah). For specimens with a/d=0.61, test results indicate that the ultimate shear strengths calculated using ACI318-02 Code【2】 are overly conservative and the design recommendations proposed by Hwang and Lee【1】 can more accurately predict the shear strengths of reinforced high-strength concrete deep beams. For specimens with a/d=1.28 and without vertical shear reinforcement, test results, however, indicate that the ultimate shear strengths calculated by Hwang and Lee【1】or by ACI318-02 Code【2】may not be conservative.
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MIN, LIEN CHIEN, and 連建民. "Behavior of Reinforced Concrete Deep Beams with Larger Shear Span-to-Depth Ratios." Thesis, 2005. http://ndltd.ncl.edu.tw/handle/20230666612906706522.

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碩士
國立臺灣科技大學
營建工程系
93
This study presents an experimental investigation of reinforced concrete deep beams subjected to vertical loads. Fifteen specimens were tested to study the effects on ultimate shear strengths of deep beams of shear span-to-effective depth ratio (a/d), horizontal shear reinforcement (Ah) and vertical shear reinforcement ( ). Test results indicate that Mattock’s proposals【3】 are overly conservative for design of deep beams, especially for deep beams with fewer shear reinforcement. The ultimate shear strengths of deep beams calculated using the provisions contained in Appendix A of ACI318-02【2】are still quite conservative. Test results also indicate that the design recommendations proposed by Hwang and Lee【1】can more accurately predict the shear strengths of reinforced high-strength concrete and normal-strength concrete deep beams.
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Book chapters on the topic "Shear span-to-depth ratio"

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Sahu, Renu, and U. K. Dewangan. "Effect of Shear Span to Depth Ratio in Strut-And-Tie Model on Deep Beam." In Lecture Notes in Civil Engineering, 879–93. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-5644-9_70.

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"Figure 2: Shear deflection, expressed as a percentage of the bending deflection, versus span to depth ratios for a beam in mid-point loading. (Sample depth=40mm, v=0.17)." In Protection of Concrete, 892–96. CRC Press, 1990. http://dx.doi.org/10.1201/9781482267037-293.

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Conference papers on the topic "Shear span-to-depth ratio"

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AL-Hamrani, Abathar, and Wael Alnahhal. "Shear Behavior of Fiber Reinforced Concrete Beams with Basalt FRP Reinforcing Bars and Glass FRP Stirrups." In Qatar University Annual Research Forum & Exhibition. Qatar University Press, 2020. http://dx.doi.org/10.29117/quarfe.2020.0081.

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The State of Qatar suffers from a harsh environment in the form of high temperature that prevails almost all year round in addition to severe humidity and coastal conditions. This exposure leads to the rapid deterioration and the reduction of the life span of reinforced concrete (RC) infrastructure. The full functionality and safe use of the infrastructure in such environments can only be maintained by holistic approaches including the use of advanced materials for new construction.With the developments in materials science, the advanced composites, especially fiber reinforced polymer (FRP) materials are becoming viable alternatives to the traditional construction materials. Having superior durability against corrosion, versatility for easy in-situ applications and enhanced weight-to-strength ratios compared to their counterpart conventional materials, FRPs are promising to be the future of construction materials. More recently, FRP composites made of basalt FRP (BFRP) have been introduced as an alternative to traditional steel reinforcement at a price comparable to glass fibers of about $2.5–5.0 per kg, which is significantly lower than carbon fibers. BFRP bars are characterized by their corrosion resistance, greater strain at failure than carbon fibers, and better chemical resistant than glass fibers, particularly in a strongly alkaline environment. Knowing that FRP bars are anisotropic materials with weaker strength in the transverse direction compared with the longitudinal direction, and having a relatively low modulus of elasticity compared with steel reinforcement, it is important to investigate the concrete contribution to shear strength for beams reinforced with BFRP bars. In addition, due to the elastic performance of the FRP reinforcing bars compared with steel bars, FRP bars fail in a brittle manner. Moreover, concrete itself is a brittle material. Previous investigations have shown that using discrete fibers in concrete increases its ductility due to the large compressive strains exhibited at failure. Therefore, basalt macro-fibers is proposed in this study. A total of 14 concrete beam specimens were tested under four point loading until failure. The parameters investigated included the reinforcement ratio (2rb, 3.1rb, and 4.53rb, where rb is the balanced reinforcement ratio), the span to depth ratio (a/d=2.5, and a/d=3.3), the spacing between stirrups (S1=170mm, and S2=250mm) and the basalt fiber volume fraction (0%, 0.75% and 1.5%). Test results clearly showed that both BFRP bars and basalt macro-fibers can be used as sustainable and eco-friendly alternative materials in Concrete Structures in Qatar.
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R, Prethiv Kumar, and S. Nallayarasu. "Experimental Investigation of Vortex Induced Vibration of Cross Flow Response for a Flexible Cable Under Uniform Current." In ASME 2020 39th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2020. http://dx.doi.org/10.1115/omae2020-18596.

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Abstract Vortex Induced Vibration (VIV) of slender cylindrical structures subjected to uniform flow is subject interest since the use of such elements is common in the offshore and naval industry. The numerical and experimental investigation of VIV for slender, flexible cable member in uniform current has been carried out in this study. The experiments were conducted in a towing tank of 85 m length and 2.8 m water depth mounted with the facility to control speed, The carriage has a range of velocity up to 5 m/s. A flexible cable of diameter 15 mm with an aspect ratio of approximately 100 has been used for the present study. The lateral displacement of cable has been measured using the strain gauges mounted along the length. The strain gauges measure the axial strain due to lateral bending of the cable and in turn, converted to lateral displacement. Experiments were carried out for a wide range of Reynolds number (Re) ranging from 3000 to 15000. From the measured responses, the Strouhal number (St) is back calculated. It is observed that the Strouhal number for flexible cable ranges from 0.13 to 0.17 for low Reynolds number from 3000 to 15000 and it falls within the expected range. The normalized RMS displacements (RMS A/D) have been obtained for specified range of Re. The lift coefficient (CL) attains a stable value of around 0.10 to 0.25 for reduced velocity (Vr) greater than 5.33 for different locations. The lift coefficient follows a similar trend along the span for different Vr. Numerical simulation has been carried out using Shear7 software with results matching reasonably well.
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