Experimental and numerical study of the flexural behavior of steel–concrete-steel sandwich beams with corrugated-strip shear connectors

2021 ◽  
Vol 242 ◽  
pp. 112559
Author(s):  
Mehdi Yousefi ◽  
Seyed Hashem Khatibi
Keyword(s):  
Numerical Study ◽  
Flexural Behavior ◽  
Sandwich Beams ◽  
Shear Connectors

Flexural Vibration of Segmented Elastic-Viscoelastic Sandwich Beams

1975 ◽  
Vol 42 (4) ◽  
pp. 897-900
Author(s):  
B. E. Sandman
Keyword(s):  
Steady State ◽  
Numerical Study ◽  
Sandwich Beam ◽  
Flexural Vibration ◽  
Middle Layer ◽  
Resonant Mode ◽  
Sandwich Beams ◽  
Simply Supported ◽  
Viscoelastic Core ◽  
Longitudinal Nonuniformity

A pair of governing differential equations form the basis for the study of steady-state forced vibration of a sandwich beam with longitudinal nonuniformity in the stiffness and mass of the middle layer. The spatial solution for simply supported boundary conditions is obtained by a Fourier analysis of both material and kinematic variations. The solution is utilized in the numerical study of a sandwich beam with a segmented configuration of elastic and viscoelastic core materials. The results exemplify a tuned configuration of core segments for optimum damping of the first resonant mode.

Study on flexural behavior of spliced shallow composite beams with different shear connectors

2022 ◽  
Vol 253 ◽  
pp. 113816
Author(s):  
Shan Gao ◽  
Qi Bai ◽  
Lanhui Guo ◽  
Shao-Bo Kang ◽  
Anna Derlatka ◽  
...  
Keyword(s):  
Composite Beams ◽  
Flexural Behavior ◽  
Shear Connectors

Direct and Flexural Shear Strength of Composite Beam with Perforbond Rib

2018 ◽  
Vol 26 (1) ◽  
pp. 9-18
Author(s):  
Dooyong Cho ◽  
Jinwoong Choi ◽  
Hoseong Jeong
Keyword(s):  
Shear Stress ◽  
Shear Test ◽  
Shear Resistance ◽  
Shear Behavior ◽  
Flexural Behavior ◽  
Direct Shear ◽  
Test Results ◽  
Shear Connectors ◽  
The Difference ◽  
Push Out

When Perfobond Rib shear connectors are used as flexural materials in structures such as bridges, they show flexural shear behavior due to external force, rather than direct shear behavior. The aim of this study is thus to analyze the difference between both behaviors. First, we prepared a specimen to analyze direct shear behavior using Perfobond Rib shear connectors, analyzed the characteristics of behavior with a push-out test and proposed a formula of shear resistance assessment. Proposed formula shows a relatively good fit with less than 10% error. A flexural shear test was then conducted based on the result of the direct shear test. Based on the static flexural test it analyzed the flexural behavior and the flexural shear stress it calculated. Direct shear stress and EN 1994-1-1 to lead and be calculated, it compared the flexural shear stress and it analyzed in about the shear resistance stress which it follows in load direction. Finally, we compared both test results, and the comparison showed that the flexural shear stress is approximately 6% stronger than the direct shear stress.

Numerical study of the behavior of bolted shear connectors in composite slabs with steel deck

Structures ◽  
2020 ◽  
Vol 26 ◽  
pp. 501-515
Author(s):  
P. Arezoomand Langarudi ◽  
M. Ebrahimnejad
Keyword(s):  
Numerical Study ◽  
Shear Connectors ◽  
Composite Slabs ◽  
Steel Deck

scholarly journals Experimental study on the flexural behavior of insulated concrete sandwich panels with wires as shear connectors

2019 ◽  
Vol 58 (3) ◽  
pp. 901-908
Author(s):  
J. Daniel Ronald Joseph ◽  
J. Prabakar ◽  
P. Alagusundaramoorthy
Keyword(s):  
Experimental Study ◽  
Sandwich Panels ◽  
Flexural Behavior ◽  
Shear Connectors

The behaviour of through-deck welded shear connectors: an experimental and numerical study

2001 ◽  
Vol 57 (12) ◽  
pp. 1359-1380 ◽  
Author(s):  
Boksun Kim ◽  
Howard D Wright ◽  
Roy Cairns
Keyword(s):  
Numerical Study ◽  
Shear Connectors

Study on Flexural Behavior of the Steel-Full Depth Precast Concrete Panel Beams

2010 ◽  
Vol 163-167 ◽  
pp. 1980-1986
Author(s):  
Yi Min Dai ◽  
Can Li ◽  
Jian Xiang Ouyang
Keyword(s):  
Cross Section ◽  
Precast Concrete ◽  
Concrete Strength ◽  
Flexural Behavior ◽  
Work Behaviors ◽  
Entire Cross Section ◽  
Shear Connectors ◽  
Shear Connection ◽  
Push Out ◽  
Composite Steel

Based on twelve push-out specimens with different holes filling different materials,the paper compared and analyzed the capacity and the corresponding slip value of the stud shear connector.Meanwhile, tests were also conducted on three composite steel-FDPCP(Full-Depth Precast Concrete Panel) beams with different holes shape and degree of shear connection to investigate the characteistics of load-displacement,load-deflection,load-strain of the total cross section and monolithic action of the entire cross section in the paper. The results show that, as to the two different kinds of holes shape ,the strength of the stud shear connectors of square push-out specimens was huger than that of circular specimens with the same condition; the strength of stud shear connectors in steel-concrete composite structure was decided by the strength of concrete surrounding the shear in the holes, with increasing concrete strength, the strength of stud shear connectors improved greatly; the composite steel-FDPCP beams failed in bending,plane section was maintained in composite beams throughout the testing process.the composite steel-FDPCP beams have some merits :good bearing capacity, good anti-bend capability, fast pile-driving pace and perfect work behaviors as a whole;the ultimate flexural capacity of the composite steel-FDPCP beams with a full shear connection is close to that of a partial shear connection. The outputs of this study are very useful for further understanding of the characteristics of the composite steel-FDPCP beams,it is also expected that the results presented in this paper should be valuable for the design of the composite steel-FDPCP beams.

scholarly journals Effect of Angle Shear Connectors on the Behavior of Composite Concrete Steel Flexural Members Under Negative Moment

2018 ◽  
Vol 7 (4.20) ◽  
pp. 174
Author(s):  
Alaa M. Al-Khekany ◽  
Labeeb S. Al-Yassri ◽  
Munaf A. Al-Ramahee ◽  
Saeed Abdul-Abbas
Keyword(s):  
Bending Moment ◽  
Composite Beams ◽  
Point Load ◽  
Flexural Behavior ◽  
Experimental Program ◽  
Cross Sectional ◽  
Shear Connectors ◽  
Bond Interaction ◽  
Composite Section ◽  
Headed Stud

This research presents an experimental program to study the effect of using angle shear connectors instead of the headed stud on the flexural behavior of composite beams under negative bending moment (NBM). Both the angle and headed stud shear connectors used in this study have the same cross-sectional area. Five composite beams were casted and tested using three-point load configuration to ensure the NBM effect. Different parameters were included in this study such as the type of shear connector, bond interaction (partial and complete bond interaction) and arrangement of angle shear connectors. Two proposals method were suggested for angle setting in this study to investigate the structural behavior of the composite section. It has been found that, in the case of single angle shear connectors, the ultimate strength decreased by 4.12% compared with samples with the headed stud shear connectors. The direction of the angle setting has been shown to affect the flexural behavior of the composite section. 

The effect of the ratio of Λ-shaped shear connectors on the flexural behavior of a reinforced concrete frame

2020 ◽  
Vol 23 (12) ◽  
pp. 2724-2740
Author(s):  
Quy Thue Nguyen ◽  
Ramazan Livaoğlu
Keyword(s):  
Reinforced Concrete ◽  
Cross Section ◽  
Nonlinear Behavior ◽  
Flexural Behavior ◽  
Seismic Action ◽  
Structural System ◽  
Reinforced Concrete Frame ◽  
Shear Connectors ◽  
Concrete Frame ◽  
Bending Capacity

Failure in a structural system can appear because of different types of pathologies and can cause a large number of problems during seismic action. Among these pathologies are design and execution flaws, underestimation of the required capacity of cross-section or seismic demand, and use of low quality of materials. The jacketing technique for a frame element is the most common use strengthening method in the practice to remove such disadvantages in a structural system. Then, the shear stress transferability at the concrete-to-concrete interface surface is the main objective. Shear connectors application is a solution for that consideration, but the investigation in the literature focusing this point is not adequate. The effect of the ratio of steel shear connectors on the interfaces of a reinforced concrete frame constructed using reinforced concrete formworks on its flexural behavior is numerically evaluated. Initially, the same ratio of Π-shaped and Λ-shaped shear connectors, 0.312%, is applied to determine the more effective shape. It should be clear that the ratio of shear connectors on any separate surface is calculated as the fraction of the total area of the cross-section of shear connectors placed perpendicularly (Π-shaped) at the surface and the area of that surface. The same ratio is understood as after evaluating the Π-shaped shear links, each of them is replaced by a Λ-shaped link at the same location. As a result, compared to the bending capacity of the frame whose surfaces are smooth, Λ-shaped connectors enhance the bending capacity of the frame up to 9.67% while the amount of improvement brought by Π-shaped ones is modest, about 2.172%. After that, a wide variety of the ratio of Λ-shaped connectors, 9 values, are placed on concrete-to-concrete interfaces. Tremendously, due to clamping stress brought by Λ-shaped shear connectors at the concrete substrates, the nonlinear behavior is improved and the amount of enhancement rises as the number of applied connectors is augmented but not linearly. The most important observation is that the amount of improvement is insignificant after the ratio of shear connectors reaches the percentage of between 0.3% and 0.4%. On the other hand, compared with the frame whose interfaces are smooth, the displacement ductility factor of the frame strengthened using 0.4% decreases an amount of about 30%.

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