A Study on Shear Strength of the Perfobond Rib Shear Connector for Composite Beam

2015 ◽  
Vol 764-765 ◽  
pp. 1026-1030
Author(s):  
Doo Yong Cho ◽  
Jin Woong Choi ◽  
Sun Kyu Park
Keyword(s):  
Shear Stress ◽  
Direct Shear Test ◽  
Shear Test ◽  
Shear Resistance ◽  
Shear Behavior ◽  
Shear Connector ◽  
Direct Shear ◽  
Mechanical Behaviors ◽  
Shear Connectors ◽  
Main Factors

For safe and efficient use of the Perfobond Rib shear connector, it is essential to investigate mechanical behaviors and evaluate performance of shear resistance. When the Perforbond Rib shear connectors are to be used for a structure, they show flexural-shear behavior due to external force rather than direct shear behavior. Therefore, this study performed a direct shear test and proposed the equation for the shear resistance assessment. Also, a flexural shear test was conducted. Through the direct shear test, main factors that affect directly shear resistance were found. The flexural shear stress and the direct shear stress were calculated and it is revealed that the flexural shear stress is approximately 6% stronger than the direct shear stress.

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.

scholarly journals Determining the Shear Strength Properties of a Soil-geogrid Interface Using a Large-scale Direct Shear Test Apparatus

2020 ◽  
Author(s):  
Jakub Stacho ◽  
Monika Sulovska ◽  
Ivan Slavik
Keyword(s):  
Shear Stress ◽  
Shear Strength ◽  
Large Scale ◽  
Direct Shear Test ◽  
Shear Test ◽  
Strength Properties ◽  
Coarse Grained ◽  
Direct Shear ◽  
Test Apparatus ◽  
Fine Gravel

The paper deals with the laboratory testing of coarse-grained soils that are reinforced using a geogrid. The shear strength properties were determined using a large-scale direct shear test apparatus. The tests were executed on original as well as on reinforced soil, when the geogrid was placed on a sliding surface, which permitted determining the shear strength properties of the soil-geogrid interface. The aim of the tests was to determine the interface shear strength coefficient α, which represents the ratio of the shear strength of the soil-geogrid interface to the unreinforced soil. The tests were executed on 3 samples of coarse-grained materials, i.e., poorly graded sand, poorly graded fine gravel and poorly graded medium gravel. Two types of geogrids were tested, i.e., a woven polyester geogrid and a stiff polypropylene geogrid. The results of the laboratory tests on the medium gravel showed that the reduction coefficient α reached higher values in the case of the stiff polypropylene geogrid. In the cases of the fine gravel and sand, the values of the interface coefficient α were similar to each other. The shear strength of the interface was reduced or was similar to the shear strength of unreinforced soil in a peak shear stress state, but significantly increased with horizontal deformations, especially for the fine gravel and sand. The largest value of the coefficient α was measured in the critical shear stress state. Based on the results of the testing, a correlation which allows for determining the optimal grain size distribution was obtained.

Evaluating the Shear Resistance of Hot Mix Asphalt by the Direct Shear Test

2008 ◽  
Vol 36 (6) ◽  
pp. 101732 ◽  
Author(s):  
M. R. Mitchell ◽  
R. E. Link ◽  
Hai-nian Wang ◽  
Xi-jun Liu ◽  
Pei-wen Hao
Keyword(s):  
Direct Shear Test ◽  
Shear Test ◽  
Hot Mix Asphalt ◽  
Shear Resistance ◽  
Direct Shear

Experimental and Numerical Evaluation of the Parameters Influencing the Shear-Stress Behavior of Interlocking Paver Blocks–Bedding Sand Interface Using Large-Scale Direct Shear Test

2021 ◽  
Vol 33 (6) ◽  
pp. 04021104
Author(s):  
Arjun Siva Rathan Raveendran Thulasibai ◽  
Sunitha Velayudhan ◽  
Murshida Pathath ◽  
Janani Lekshmipathy ◽  
Anusudha Visvanathan
Keyword(s):  
Shear Stress ◽  
Numerical Evaluation ◽  
Large Scale ◽  
Direct Shear Test ◽  
Shear Test ◽  
Direct Shear ◽  
Stress Behavior

scholarly journals Shear Behavior of Sands Depending on Shear Box Type in Direct Shear Test

2015 ◽  
Vol 31 (3) ◽  
pp. 51-62
Author(s):  
Young-Ho Hong ◽  
Yong-Hoon Byun ◽  
Jong-Gil Chae ◽  
Jong-Sub Lee
Keyword(s):  
Direct Shear Test ◽  
Shear Test ◽  
Shear Behavior ◽  
Direct Shear ◽  
Shear Box

scholarly journals Experimental and numerical evaluations of Kirkuk field soil treated with waste shredded tire

2018 ◽  
Vol 7 (3) ◽  
pp. 1768
Author(s):  
Aram Mohammed Raheem
Keyword(s):  
Experimental Data ◽  
Shear Stress ◽  
Direct Shear Test ◽  
Shear Test ◽  
Direct Shear ◽  
Field Soil ◽  
Compression Tests ◽  
Unconfined Compression ◽  
Waste Tire ◽  
Strain Relationship

In this study, an experimental and numerical investigation of Kirkuk real field soil treated with waste tire has been examined. Field soil samples from Kirkuk city have been collected and tested experimentally to evaluate the basic soil properties. The field soil has been treated with waste shredded tires and up to 10%. A series of direct shear tests under different normal stresses and unconfined compression tests with two different rates have been performed on both untreated and waste tire treated soils. For the untreated soil, the maximum shear stress measured by the direct shear test increased by 150% when the normal shear stress increased from 50 kPa to 150 kPa. For the 5% and 10% waste tire treated soils, the maximum shear stresses measured by the direct shear test increased by 110% and 105% when the normal stress increased from 50 kPa to 150 kPa respectively. The peak uniaxial stress measured by the unconfined compression test increased by 83% and 98% as the waste tire treatment increased from 0% to 10% for both testing rates of 0.125 mm/min and 0.25 mm/min respectively. Finally, finite element method using three different models represented by elastic, hyperbolic and Mohr-Coulomb elastic-plastic models have been used to model unconfined compression tests for both untreated and 10% waste tire treated soils. For both untreated and waste tire treated soils, the elastic model over predicted the shear stress versus shear strain relationship whereas the elastic-plastic model had a very good agreement with the experimental data. However, the hyperbolic model had a good prediction for the initial part of the shear stress versus shear strain relationship for both untreated and waste tire treated soils with an overestimation for the second part of the experimental data.  

Particle Flow Simulation of Direct Shear Test of Rock Discontinuities

2014 ◽  
Vol 1065-1069 ◽  
pp. 159-163
Author(s):  
Lei Xu ◽  
Qing Wen Ren
Keyword(s):  
Direct Shear Test ◽  
Shear Test ◽  
Shear Behavior ◽  
Test Method ◽  
Particle Flow ◽  
Inversion Method ◽  
Particle Swarm Algorithm ◽  
Direct Shear ◽  
Physical Test ◽  
Rock Discontinuities

The stability of rock masses is controlled by the shear behavior of rock discontinuities, and it is hard to investigate the shear behavior of rock discontinuities at micro-scale by using traditional physical test method. With this in mind, Particle Flow Code is used to simulate the direct shear test of rock discontinuities. The PFC model of rock discontinuities is established firstly, and its micro-properties are inversed by using the proposed optimization inversion method based on the asynchronous particle swarm algorithm. Then, the PFC simulation of shear behavior of rock discontinuities is performed. The simulation results show that the number of microcracks gradually increases with the increasement of shear displacement, and the accumulated microcracks result in the shear failure of rock discontinuities.

scholarly journals Mathematical Modeling of Shear Stress and Direct Shear Test for Compressible Soil: Case of Soil Bordering the Wouri River

2021 ◽  
Vol 09 (03) ◽  
pp. 385-406
Author(s):  
Michael Soup Teoua Ouagni ◽  
François Ngapgue ◽  
Fabien Kenmogne ◽  
Alain Soup Tewa Kammogne ◽  
Simon Ngoh Koumi
Keyword(s):  
Mathematical Modeling ◽  
Shear Stress ◽  
Direct Shear Test ◽  
Shear Test ◽  
Direct Shear ◽  
Compressible Soil

Effect of opening on the shear behavior of granular materials in direct shear test

2012 ◽  
Vol 16 (7) ◽  
pp. 1132-1142 ◽  
Author(s):  
Byeong-Su Kim ◽  
Satoru Shibuya ◽  
Seong-Wan Park ◽  
Shoji Kato
Keyword(s):  
Granular Materials ◽  
Direct Shear Test ◽  
Shear Test ◽  
Shear Behavior ◽  
Direct Shear

scholarly journals Characterization of peak shear strength of rough rock joints using limited displacement multi-stage direct shear (LDMDS) tests

2019 ◽  
Vol 92 ◽  
pp. 13011
Author(s):  
Mary MacLaughlin ◽  
Steve Berry ◽  
Michael Petro ◽  
Katherine Berry ◽  
Anders Bro
Keyword(s):  
Shear Stress ◽  
Shear Strength ◽  
Direct Shear Test ◽  
Shear Test ◽  
Rock Joints ◽  
Direct Shear ◽  
Peak Shear Strength ◽  
Single Specimen ◽  
Peak Shear Stress ◽  
Multistage Test

Current standard direct shear test methods for rock joints do not account for damage to the specimens' asperity profiles; tests require shearing of a single specimen to large displacements under successive normal stresses (the multistage test), or the use of similar specimens in multiple tests. Due to the inherently unique nature of rock joints and corresponding difficulty in obtaining specimens with identical or even similar geometries, multistage tests are more common. A major issue with the multistage test is that successive shearing of the specimen damages the surface asperities and changes its overall roughness profile, reducing the peak shear stress and consequently resulting in underestimation of the friction angle and overestimation of the joint shear intercept (cohesion). The limited displacement multistage direct shear (LDMDS) test method minimizes these testing imperfections by allowing shearing of a single specimen without extensive asperity damage, accomplished by immediately pausing shear displacement once peak shear stress has been reached, then proceeding to shear the specimen under the following normal stress value, and shearing into the post-peak region only after identifying multiple values of peak shear strength. The authors have validated the LDMDS procedure using cement replicates of rock joints, demonstrating that it yields more accurate strength parameters than the standard multistage direct shear test.

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