scholarly journals Flexural Behaviour of Self Compacting Concrete Beams Modified using Recycled Concrete Waste Aggregates

2019 ◽  
Vol 8 (2) ◽  
pp. 3413-3417
Keyword(s):  
Finite Element ◽  
Failure Modes ◽  
Coarse Aggregate ◽  
Concrete Beams ◽  
Element Model ◽  
Recycled Concrete ◽  
Test Results ◽  
Flexural Behaviour ◽  
Self Compacting Concrete ◽  
Loading Tests

This study presents an investigation on the flexural behaviour of normally vibrated concrete and self-compacting concrete beams subjected to loading tests. Seven specimens were cast to investigate the flexural behaviour. This experimental analysis mainly varied the parameters such as (1) Percentage of coarse aggregate replacement (RCWA), and (2) percentage of Steel fibres. Results are exhibited in terms of flexural strength, stiffness, failure modes, and deflection curves. The test results revealed that RCWA could be successfully used in SCC. The flexural behaviour of beam decreased with the addition of RCWA. However, the addition of RCWA in combination with SF in SCC significantly improved the overall flexural behaviour. Finite element model also developed to study the behaviour of beams produced by SCC with RCWA content.

Finite Element Analysis of Friction Coefficient on Recycled Concrete Wall-Beam Interface

2014 ◽  
Vol 578-579 ◽  
pp. 699-702
Author(s):  
Min Zhang ◽  
Chuan Long Zou ◽  
Xiao Jian Fu
Keyword(s):  
Finite Element ◽  
Friction Coefficient ◽  
Ultimate Load ◽  
Element Model ◽  
Recycled Concrete ◽  
Brick Wall ◽  
Maximum Deflection ◽  
Test Results ◽  
Concrete Wall ◽  
Element Analysis

Mechanical testing on the first group of ordinary brick wall-beam and second group of recycled brickbat concrete wall-beam, measured its ultimate load and the maximum deflection, establishing finite element model to analyze, and comparing with the test results. It will be show that under the action of ultimate load, friction coefficient between the upper-wall of the wall-beam and joist can be desirable between 0.35 ~ 0.45, and the friction coefficient of recycled concrete wall-beam is bigger than ordinary wall-beam, and the higher the intensity of the upper-wall is, the bigger its friction coefficient is, as well as the greater stiffness of the wall-beam is.

scholarly journals A Double-Acting Piezoelectric Actuator for Helicopter Active Rotor

Actuators ◽  
2021 ◽  
Vol 10 (10) ◽  
pp. 247
Author(s):  
Jinlong Zhou ◽  
Linghua Dong ◽  
Weidong Yang
Keyword(s):  
Finite Element ◽  
Finite Element Model ◽  
Piezoelectric Actuator ◽  
Performance Test ◽  
Failure Modes ◽  
Element Model ◽  
Test Results ◽  
Trailing Edge ◽  
Trailing Edge Flaps ◽  
Piezoelectric Stacks

An active rotor with trailing-edge flaps is an effective approach to alleviate vibrations and noise in helicopters. In this study, a compact piezoelectric actuator is proposed to drive trailing-edge flaps. The two groups of piezoelectric stacks accommodated in the actuator operate in opposition, and double-acting output can be realized through the differential motion of these stacks. A theoretical model and a finite element model are established to predict the output capability of this actuator, and structural optimization is performed using the finite element model. A prototype is built and tested on a benchtop to assess its performance. Test results demonstrate that the actuator stiffness reaches 801 N/mm, and its output stroke is up to ± 0.27 mm when subjected to actuation voltage of 120 V. Agreement between measurements and simulations validates the accuracy of the established models. In addition, actuator outputs in failure modes are measured by canceling the supply voltage of one group of piezoelectric stacks. In this condition, the actuator can still generate acceptable outputs, and the initial position of the output end remains unchanged. Simulations and test results reveal that the proposed actuator achieves promising performance, and it is capable to be applied to a helicopter active rotor.

Finite element modelling and design of composite bridges with profiled steel sheeting

2016 ◽  
Vol 20 (9) ◽  
pp. 1406-1430 ◽  
Author(s):  
Ehab Ellobody
Keyword(s):  
Finite Element ◽  
Boundary Conditions ◽  
Finite Element Model ◽  
Failure Modes ◽  
Element Model ◽  
Finite Element Models ◽  
Test Results ◽  
Composite Bridges ◽  
European Code ◽  
Composite Bridge

This article discusses the non-linear analysis and design of highway composite bridges with profiled steel sheeting. A three-dimensional finite element model has been developed for the composite bridges, which accounted for the bridge geometries, material non-linearities of the bridge components, bridge boundary conditions, shear connection, interactions among bridge components and bridge bracing systems. The simply supported composite bridge has a span of 48 m, a width of 13 m and a depth of 2.3 m. The bridge components were designed following the European code for steel–concrete composite bridges. The live load acting on the bridge was load model 1, which represents the static and dynamic effects of vertical loading due to normal road traffic as specified in the European code. The finite element model of the composite bridge was developed depending on additional finite element models, developed by the author, and validated against tests reported in the literature on full-scale composite bridges and composite bridge components. The tests had different geometries, different boundary conditions, different loading conditions and different failure modes. Failure loads, load–mid-span deflection relationships, load–end slip relationships, failure modes, stress contours of the composite bridge as well as of the modelled tests were predicted from the finite element analysis and compared well against test results. The comparison with test results has shown that the finite element models can be effectively used to provide more accurate analyses and better understanding for the behaviour and design of composite bridges with profiled steel sheeting. A parametric study was conducted on the composite bridge highlighting the effects of the change in structural steel strength and concrete strength on the behaviour and design of the composite bridge. This study has shown that the design rules specified in the European code are accurate and conservative for the design of highway steel–concrete composite bridges.

scholarly journals Effect of Cyclic Loadings on the Shear Strength and Reinforcement Slip of RC Beams

2017 ◽  
Vol 3 (2) ◽  
pp. 111-123 ◽  
Author(s):  
Mohammed A Sakr
Keyword(s):  
Finite Element ◽  
Shear Strength ◽  
Reinforced Concrete ◽  
Finite Element Model ◽  
Failure Mode ◽  
Failure Modes ◽  
Concrete Beams ◽  
Kinematic Hardening ◽  
Element Model ◽  
Reinforced Concrete Beams

Numerous studies of the response of reinforced concrete members under cyclic loadings, many of which have been summarized and have indicated that, in general, the flexural strength of under-reinforced beams remains unimpaired under cyclic loadings consisting of a reasonable number of cycles. However, there is a body of evidence indicating that their shear strength may suffer under such loadings. The first objective of the current study is to construct an accurate 2D shell finite element model of reinforced concrete beams under cyclic loadings. The second objective is carrying out a parametric study on reinforced concrete beams, using the suggested 2D shell model.  The objective of this study was to observe the effect of the stirrup spacing, steel-to-concrete bond properties on the performance of reinforced concrete beams under cyclic loadings. For this purpose, an efficient and accurate finite element model was established taking into account the compression and tensile softening introducing damage in the concrete material, the Baushinger effect using nonlinear isotropic/kinematic hardening in the steel and an adequate bond-slip law for the concrete–steel interface. The simulated results of numerical models were verified by experimental results available in literature in order to validate the proposed model, including hysteretic curves, failure modes, crack pattern and debonding failure mode. The model provided a strong tool for investigating the performances of reinforced concrete beam. The results showed that: Cyclic loadings may change the failure mode of the beam to bond failure even though it has sufficient bond length to resist static loadings. So that under cyclic loadings additional anchorage length must be taken, cyclic loadings also influence the ductility and peak load for beams fail in shear. All these topics are of the utmost importance to RC behaviour to be considered by construction codes.

Research on the Nonlinear Finite Element Analysis of Rubber CVJ Boot

2013 ◽  
Vol 421 ◽  
pp. 177-180 ◽  
Author(s):  
Jian Hua Zhao ◽  
De Bin Zhu ◽  
Rui Bo Zhang
Keyword(s):  
Finite Element ◽  
Failure Modes ◽  
Material Model ◽  
Element Model ◽  
Nonlinear Finite Element ◽  
Test Results ◽  
Element Analysis ◽  
The Common ◽  
Set Up ◽  
Nonlinear Finite Element Model

Rubber CVJ boot is the important part of the car transmission system. Trough crack and surface wear of the CVJ boot are the common failure modes, so the stress distribution simulation of the boot is needed. Acoording to the Mooney-Rivlin model, the definite method of the coefficient for material model was obtained. Based on the software Abaqus, a nonlinear finite element model of CVJ boot was set up. The elements type was hybrid (mixed formulation) C3D4H. The deformation and strength of the boot under working condition were computed. The maximum stress is 11490MPa, located in the first trough and the contact surface of the 3rd and the 2nd crest have more serious wear, which correlate well with the test results. The next work is to optimize boot structure by this simulation model.

Aluminium alloy channels subjected to web crippling

2019 ◽  
Vol 22 (7) ◽  
pp. 1617-1630 ◽  
Author(s):  
Feng Zhou ◽  
Ben Young
Keyword(s):  
Finite Element ◽  
Finite Element Model ◽  
Aluminium Alloy ◽  
Failure Modes ◽  
Element Model ◽  
Test Results ◽  
Web Crippling ◽  
Web Buckling ◽  
The Finite Element Model ◽  
The Web

This article reports experimental and numerical investigations of aluminium alloy plain and lipped channels subjected to web crippling. A total of 240 data are presented that include 24 test results and 216 numerical results. A series of tests was conducted first on channels fabricated by extrusion using 6063-T5 and 6061-T6 heat-treated aluminium alloys under end-two-flange and interior-two-flange loading conditions. The concentrate transverse loads were applied by means of bearing plates. The flanges of the specimens were not fastened (unrestrained) to the bearing plates. A non-linear finite element model is then developed and verified against experimental results. Geometric and material non-linearities were included in the finite element model. It was shown that the finite element model closely predicted the web crippling strengths and failure modes of the tested specimens. Hence, the model was used for an extensive parametric study of cross-section geometries, and the web slenderness value ranged from 24.0 to 207.3. The test results and the web crippling strengths predicted from the finite element analysis were compared with the design strengths obtained using the American, Australian/New Zealand and European specifications for aluminium structures. An empirical unified web crippling equation with new coefficients for aluminium alloy channels under end-two-flange and interior-two-flange loading conditions is proposed. Since two failure modes of web buckling and web yielding were observed in the tests, the web crippling strength is also predicted using the proposed theoretical design rules for channels. The web crippling strength is the lesser of the web buckling strength and web yield strength.

scholarly journals Inelastic Test and Design Method of Cold-formed Steel Lipped Channel Members in Bending

2016 ◽  
Vol 10 (1) ◽  
pp. 625-640
Author(s):  
Xingyou Yao ◽  
Yanli Guo
Keyword(s):  
Finite Element ◽  
Yield Stress ◽  
Failure Modes ◽  
Design Method ◽  
Steel Structures ◽  
Element Model ◽  
Effective Width ◽  
Test Results ◽  
Bending Capacity ◽  
Cold Formed Steel

The aim of this paper is to investigate the inelastic bending capacity and design method of cold-formed steel lipped channel bending members. The bending tests were conducted on 30 cold-formed steel lipped channel members. The nominal yield stress and the nominal thickness of the bending members were 235 MPa and 2mm. The theoretical global buckling stress was higher three times than the yield stress which can make sure the failure of members were in inelastic stage. For each specimen, an analytical analysis using Finite Element Method (FEM) was also conducted considering the influence of the boundary, the ultimate bending capacity, and the failure mode could also be captured. The test results show that the Chinese cold-formed steel specification Technical code of cold-formed thin-walled steel structures (GB50018-2002) is conservative for lipped channel bending sections in inelastic stage. The test results are used to put forward to a revised design method based on effective width method for the current Chinese cold-formed steel specification. The comparison on the bending capacity between the test results and the calculated results by using the proposed method, effective width method and direct strength method in North American cold-formed steel specification (AISI-S120-2016(draft)) shows that the proposed method can consider the inelastic reserve capacity of bending members well. The failure modes and bending capacity of bending members obtained using the idealized shell finite element model, which are close to the experimental results, shows that the idealized model is very well to model the buckling behavior and calculate capacity of bending members.

Finite Element Analysis of Reinforced Concrete Beams with Exterior FRP Shell

2011 ◽  
Vol 243-249 ◽  
pp. 1461-1465
Author(s):  
Chuan Min Zhang ◽  
Chao He Chen ◽  
Ye Fan Chen
Keyword(s):  
Mechanical Properties ◽  
Finite Element Analysis ◽  
Finite Element ◽  
Reinforced Concrete ◽  
Concrete Beams ◽  
Reinforced Concrete Beams ◽  
Test Results ◽  
Contact Interface ◽  
Accurate Calculation ◽  
Element Analysis

The paper makes an analysis of the reinforced concrete beams with exterior FRP Shell in Finite Element, and compares it with the test results. The results show that, by means of this model, mechanical properties of reinforced concrete beams with exterior FRP shell can be predicted better. However, the larger the load, the larger deviation between calculated values and test values. Hence, if more accurate calculation is required, issues of contact interface between the reinforced concrete beams and the FRP shell should be taken into consideration.

Research on seismic behavior of special-shaped CFST column to H-section steel beam joint

2021 ◽  
pp. 136943322110073
Author(s):  
Yu Cheng ◽  
Yuanlong Yang ◽  
Binyang Li ◽  
Jiepeng Liu
Keyword(s):  
Finite Element ◽  
Finite Element Model ◽  
Seismic Behavior ◽  
Failure Modes ◽  
Joint Stiffness ◽  
Load Ratio ◽  
Element Model ◽  
Steel Tube ◽  
Steel Beam ◽  
Static Test

To investigate the seismic behavior of joint between special-shaped concrete-filled steel tubular (CFST) column and H-section steel beam, a pseudo-static test was carried out on five specimens with scale ratio of 1:2. The investigated factors include stiffening types of steel tube (multi-cell and tensile bar) and connection types (exterior diaphragm and vertical rib). The failure modes, hysteresis curves, skeleton curves, stress distribution, and joint shear deformation of specimens were analyzed to investigate the seismic behaviors of joints. The test results showed the connections of exterior diaphragm and vertical rib have good seismic behavior and can be identified as rigid joint in the frames with bracing system according to Eurocode 3. The joint of special-shaped column with tensile bars have better seismic performance by using through vertical rib connection. Furthermore, a finite element model was established and a parametric analysis with the finite element model was conducted to investigate the influences of following parameters on the joint stiffness: width-to-thickness ratio of column steel tube, beam-to-column linear stiffness ratio, vertical rib dimensions, and axial load ratio of column. Lastly, preliminary design suggestions were proposed.

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