scholarly journals Pull-Out Resistance Capacity of a New Perfobond Shear Connector for Steel Pile Cap Strengthening

2016 ◽  
Vol 2016 ◽  
pp. 1-12 ◽  
Author(s):  
Young-Ho Kim ◽  
Jae-Yoon Kang ◽  
Hyun-Bon Koo ◽  
Dae-Jin Kim
Keyword(s):  
Failure Modes ◽  
Shear Connector ◽  
Test Results ◽  
Pull Out ◽  
Dowel Action ◽  
Test Parameters ◽  
Pile Cap ◽  
New Type ◽  
Embedment Length ◽  
The One

This study proposes a new type of the perfobond shear connector, which can be used to strengthen the steel pile cap embedded into the structure foundation, and evaluates its pull-out resistance capacity by performing a test on ten specimens. Test parameters include the embedment length of the shear connector, existence of transverse rebars passing through holes in the shear connector, and their shape, size, and number. The pull-out load versus slip curve is plotted for all specimens, and their failure modes are identified. The effects of the test parameters on the peak pull-out load are examined in this work. The test results show that the perfobond shear connector proposed in this study can retain the peak pull-out load up to 6 times higher than the one without any holes. This indicates that the existence of holes in the shear connector enables the dowel action of concrete inside the hole, resulting in the improvement of the shear resistance capacity of the connector.

scholarly journals Experimental and Parametric Study on the Pull-Out Resistance of a Notched Perfobond Shear Connector

2019 ◽  
Vol 9 (4) ◽  
pp. 764 ◽  
Author(s):  
Shuangjie Zheng ◽  
Yuqing Liu ◽  
Yangqing Liu ◽  
Chen Zhao
Keyword(s):  
Failure Modes ◽  
Concrete Strength ◽  
Shear Connector ◽  
Test Results ◽  
Explicit Finite Element ◽  
Shear Connectors ◽  
Pull Out ◽  
Cutting Out ◽  
Circular Holes ◽  
Alternative Equation

To ease the installation of perforating rebars through multi-holes, an alternative notched perfobond shear connector was proposed by cutting out the hole edge. This paper presents the test results of six pull-out specimens with conventional and notched perfobond shear connectors. The objective was to compare the failure modes and pull-out behaviors of perfobond shear connectors using circular holes and notched holes. Furthermore, the explicit finite element method was introduced and validated to generate parametric results for pull-out tests of notched perfobond shear connectors. A total of 33 parametric simulations were performed to further study the influences of several variables, including the hole diameter, the cut width, the perfobond thickness, the concrete strength, the diameter and strength of the rebar, and the strength of the structural steel. The experimental and numerical results were used to evaluate the previous equations for perfobond shear connectors. Finally, an alternative equation was proposed to estimate the pull-out resistance of notched perfobond shear connectors.

Experimental Study on Shear Behavior of Perfobond Connector with Boot Shaped Slots

2019 ◽  
Author(s):  
Zhanchong Shi ◽  
Qingtian Su ◽  
Xinyi He ◽  
Quanlu Wang ◽  
Kege Zhou ◽  
...  
Keyword(s):  
Failure Modes ◽  
Shear Stiffness ◽  
Shear Capacity ◽  
High Shear ◽  
Test Results ◽  
Precise Location ◽  
Construction Problem ◽  
Circular Holes ◽  
New Type ◽  
Push Out

<p>In order to solve the construction problem of perforating rebars’ precise location and it’s getting through the circular holes for the the conventional perfobond connector, a new type of perfobond connector with boot shaped slots was proposed. This new type perfobond connector has the advantage of convenient construction and pricise location. Three groups of push-out tests with nine specimens were carried out to study the shear capacity of the new type perfobond connector. The effect of the number and the spacing of boot shaped slots on failure modes, shear capacity, peak slip and shear stiffness were mainly studied. The test results show that the new type of perfobond connector with boot shaped slots has a high shear capacity and a good ductility, it could be widely applied on the connection between the steel and the concrete structures.</p>

PULL OUT STRENGTH FOR DIFFERENT SIZE OF DOWEL AND GRAIN DIRECTION OF GLULAM

2016 ◽  
Vol 78 (5-4) ◽  
Author(s):  
Tengku Anita Raja Hussin ◽  
Mohamad Iswandi Jinne ◽  
Rohana Hassan
Keyword(s):  
Failure Modes ◽  
Maximum Load ◽  
Experimental Program ◽  
Drilling Process ◽  
Test Results ◽  
Bond Behaviour ◽  
Pull Out ◽  
Timber Joints ◽  
Different Thickness ◽  
Pull Out Strength

This paper presents an experimental program for testing glued-in dowel glulam timber joints. Hundred thirty glulam specimens, each with a single glued-in rebar parallel to the grain and perpendicular to grain with different size of dowels 12mm, 16mm and 20mm were tested to evaluate the effects of anchorage length and different dowel diameter for parallel and perpendicular to the grain on pull-out strength and bond behaviour of glued-in rebar timber joints. The test results showed that the maximum load for specimen with dowel glued-in parallel to the grain given the higher maximum load than dowel glued-in perpendicular to the grain direction. Failure modes were characterized by pull out failure in the mode of adhesive-dowel, yet one sample failed in timber-adhesive mode. This might happened because the surface of the timber was burned by drilling machine during the drilling process. The pull-out was tested with different thickness grain direction with different dowel size with a rate of 2mm/min and the failure modes were observed after the testing of pull-out test. PRF is the adhesive used for the strengthening purposes. Resistance to the withdrawal of dowels glued-in perpendicularly was 44.2% to 53.5 % lower than that obtained for dowels glued-in parallel to the grain direction. The result shows that the dowel glued-in parallel to the grain given the higher maximum load than dowel glued-in perpendicular to the grain direction.

Development of Splice Connections for Precast Concrete Structures

2014 ◽  
Vol 980 ◽  
pp. 132-136 ◽  
Author(s):  
Ahmad Baharuddin Abd Rahman ◽  
Jen Hua Ling ◽  
Zuhairi Abd Hamid ◽  
Mohd Hanim Osman ◽  
Shahrin Mohammad ◽  
...  
Keyword(s):  
Tensile Strength ◽  
Compressive Strength ◽  
Failure Modes ◽  
Ultimate Load ◽  
Precast Concrete ◽  
Tensile Load ◽  
Test Results ◽  
Steel Bars ◽  
Embedment Length ◽  
Bar Diameter

This paper presents the test results of proposed grouted sleeve connections under increasing tensile load. The objective of this research was to investigate splice connections that could provide tensile strength similar to the full tensile strength of the connected rebars. The parameters varied were splice types, splice length and rebar embedment length. The performance of the splice connection was evaluated based on the load-displacement, ultimate load, displacements and failure modes. The results show that the strength of splice connection depends on the bond strength between sleeve-to-grout and grout-to-rebar; the tensile strength of spliced steel bars and also the tensile strength of sleeve. It is observed that when the grout compressive strength is more than 60N/mm2and bar embedded length is at least 10 bar diameter, the splice connection in BS series is able to provide full tensile strength of the connected rebars.

Studies on Soil Resistance to Pipelines Buried in Sand

2011 ◽  
Vol 243-249 ◽  
pp. 3151-3156 ◽  
Author(s):  
Run Liu ◽  
Lin Ping Guo ◽  
Shu Wang Yan ◽  
Yu Xu
Keyword(s):  
Failure Modes ◽  
Model Tests ◽  
Soil Resistance ◽  
Test Results ◽  
Buried Pipe ◽  
Pull Out ◽  
Soil Failure ◽  
Pipe Segment ◽  
Force Displacement ◽  
Peak Value

A series of model tests were carried out to investigate the soil resistance when the buried pipe segment moved in the sand. In the tests, the pipe segments were pulled out in vertical, lateral and axial directions and the pipe segments movement and soil resistance were recorded. Observed data show that the soil resistance depends on the pipe diameters and the depth of cover. According to the uplift test results, the force-displacement relationships with smaller depth of cover are greatly different from those with larger depth of cover. The results of the lateral sliding and axial pull out tests show that the soil resistance initially increases before a peak value is reached and then keeps the same level. For the same covered depth, the lateral soil resistance is more than twice that for uplift. According to the uplift test results, the soil failure modes with smaller depth of cover are greatly different from those with larger covered depth.

scholarly journals Structural Behavior of Composite Floor System Using Cold-Formed Thin-Walled C Steel Channel Embedded Foam Concrete

2021 ◽  
Vol 11 (21) ◽  
pp. 9888
Author(s):  
Dianzhong Liu ◽  
Feng Fu ◽  
Wanjuan Liu
Keyword(s):  
Failure Modes ◽  
Concrete Slab ◽  
Structural Behavior ◽  
Test Results ◽  
Foam Concrete ◽  
Flexural Capacity ◽  
Composite Slab ◽  
New Type ◽  
Thin Walled ◽  
Floor System

In this paper, a new composite floor system using cold-formed thin-walled C steel channel embedment and a foam concrete slab is developed. This new type of floor system features lightweight, high fire-resistant, and high anti-corrosion features, and can be used for multi-story buildings, providing a promising new alternative floor system for the construction market. Two four-point bending tests were carried out to investigate the flexural capacity and failure modes of this new type of composite slab. Based on the test results, a nonlinear finite element model was developed using general software package ABAQUS. The model is validated using the test results. Using this model, parametric studies were performed to study the key parameters affecting the structural behavior of this new type of composite floor system. Different parameters such as density of the foam concrete, grade of the cold-formed thin-walled C steel channel embedment, and spacing of the cold-formed thin-walled C steel channel were investigated. Their contributions to the overall moment capacity and their effect on the failure modes of this type of composite slab were discovered. Based on experimental results and FE results, design formulas for ultimate flexural capacity of this new type of composite slabs were also developed which can accurately predict their flexural capacity.

Experimental Study on Interfacial Bonded Performance of One-Step Forming BFRP-Rod-Strengthened Bamboo

2014 ◽  
Vol 501-504 ◽  
pp. 1014-1020 ◽  
Author(s):  
Bai Chuan Ding ◽  
Qing Fang Lv ◽  
Ran Zhu
Keyword(s):  
Experimental Study ◽  
Failure Modes ◽  
Basalt Fiber ◽  
Interfacial Bonding ◽  
Pull Out ◽  
Bonding Failure ◽  
Bonding Properties ◽  
One Step ◽  
The One ◽  
Strengthening Method

This work attempts a new strengthening method (one-step forming) between BFRP (basalt fiber reinforcement polymer) rod and bamboo. The interfacial bonding properties of the one-step forming pull-out specimens are achieved. The specimens are composed of bamboo sticks lamination and recombined bamboo respectively containing the plutruded BFRP rods. Through the experiment, bonding failure modes and typical load-slip curves are obtained. Besides, the ultimate bonding stress is compared to bonded-in method of FRP rod which embedded in wood. At last, anchoring calculation recommendations are delivered.

Thermal Safety Study of One New-Type DB Propellant

2014 ◽  
Vol 1004-1005 ◽  
pp. 249-252 ◽  
Author(s):  
Hao Nan Jia ◽  
Gui E Lu ◽  
Zhen Tao An ◽  
Jin Yong Jiang ◽  
Qiang Ge ◽  
...  
Keyword(s):  
Pressure Rise ◽  
Frequency Factor ◽  
Maximum Pressure ◽  
Test Results ◽  
Thermal Safety ◽  
Adiabatic Temperature Rise ◽  
Rise Rate ◽  
New Type ◽  
The One ◽  
Double Base

The thermal safety of one new-type DB propellant SZQu-1 was studied by ARC. The test results were compared with the one of double-base propellant SF-3. The ARC test results show that, in an ideal adiabatic environment, the initial exothermic temperature for SZQu-1 is 129.0°C, the adiabatic temperature rise is 787.0°C, the maximum self-heating rate is 23329.9°C/min, the maximum pressure rise rate is 51.2×105Pa·min-1, and the maximum pressure produced by unit mass is 124.1×105Pa·g-1. The activation energy E is 212.2kJ·mol-1, the frequency factor A is 1.3×1022 s-1, and TD24 is 123.0°C, which are calculated by the velocity constant method. The studies have revealed that, comparing with SF-3, SZQu-1 has worse thermal stability and stronger explosiveness.

scholarly journals Push-out Test of Profiled Metal Decking Slabs with Cold-formed Steel Beams and Rebar Shear Connector

2021 ◽  
Vol 18 (12) ◽  
Author(s):  
Achmad Abraham S. ARMO ◽  
Anis SAGGAFF ◽  
Mahmood Bin Md. TAHIR
Keyword(s):  
Composite Beam ◽  
Failure Modes ◽  
Shear Capacity ◽  
Shear Connector ◽  
Test Results ◽  
Modes Of Failure ◽  
Beam Design ◽  
Two Samples ◽  
Cold Formed Steel ◽  
Push Out

New methods to provide shear strength on the cold-formed steel (CFS) lipped c-channel section composite beam encased with concrete partially is proposed using rebars embedded in concrete. The development of research on the CFS composite beams technology with partial encasement shows that the section of the composite beam encased with concrete partially can provide ductile flexural action for the composite beam. The application of profiled metal decking slabs in the composite beam is becoming increasingly popular compared to solid slabs. However, it has a detrimental effect on the structural behavior of a composite beam. This research is aimed primarily at presenting the behavior of the rebar shear connector to evaluated ductility, shear capacity, and modes of failure. Two samples using a rebar 12 mm in diameter in the profiled metal decking slabs and solid slabs were tested using the standard push-out test till failure. For the composite beam design, the proposed shear connector embedded in the slab concrete and the CFS encased with concrete partially used the test results’ shear capacity, greater than the values as proposed by section 3.1, BS 5950. Due to rebars shear-off, the solid slab specimen failed with the highest load of 489.6 kN while the Profiled Metal Decking Slab specimen failed due to the formation of the cracks on the PMDS at 421.1 KN ultimate loading. HIGHLIGHTS A new system of the rebar shear connectors for the Cold-Formed Steel (CFS) composite beam partially encased in concrete have been developed The main purpose of push-out testing is to investigate the shear capacity and ductility of the proposed shear connector failure modes and load-slip connections The shear capacity of the test results is greater than the values as indicated by BS 5950 Part 3.1 The proposed rebars as a shear connector for partly embedded CFS can be used in the construction GRAPHICAL ABSTRACT

scholarly journals Experimental Investigation on the Fire Resistance of Glued-In Rod Timber Joints with Heat Resistant Modified Epoxy Resin

Materials ◽  
2020 ◽  
Vol 13 (12) ◽  
pp. 2731
Author(s):  
Liquan Luo ◽  
Benkai Shi ◽  
Weiqing Liu ◽  
Huifeng Yang ◽  
Zhibin Ling
Keyword(s):  
Epoxy Resin ◽  
Fire Resistance ◽  
Test Results ◽  
Heat Resistant ◽  
Pull Out ◽  
Test Parameters ◽  
Timber Joints ◽  
Fireproof Coating ◽  
In Fire ◽  
Modified Epoxy

This paper presents an experimental evaluation of the fire resistance of glued-in rod timber joints using epoxy resin, with and without modification. A heat-resistant modified resin was designed by adding inorganic additives into the epoxy resin, aiming to improve the heat resistance. Joints that were made using the modified epoxy resin at room temperature showed a bearing capacity comparable to those with commercial epoxy resin. Twenty-one joint specimens with the modified epoxy resin and six with a commercial epoxy resin were tested in a fire furnace to evaluate the fire resistance. The main failure mode was the pull-out of the rod, which is typical in fire tests of this type of joints. As to the effects of the test parameters, this study considered the effects of adhesive types, sectional sizes, stress levels, and fireproof coatings. The test results showed that the fire resistance period of a joint can be evidently improved by modifying the resin and using the fireproof coating, as the improvements reached 73% and 35%, respectively, compared with the joint specimens with commercial epoxy resin. It was also found that, for all specimens, the fire resistance period decreased with an increase in the stress level and increased with an increase in the sectional sizes.

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