scholarly journals Experimental and Statistical Analysis of Formwork Beams Reinforced with CFRP

2019 ◽  
Author(s):  
Krisztián Andor ◽  
András Lengyel ◽  
Rudolf Polgár ◽  
Tamás Fodor ◽  
Zsolt Karácsonyi
Keyword(s):  
Statistical Analysis ◽  
Bearing Capacity ◽  
Failure Modes ◽  
Reference Sample ◽  
Construction Materials ◽  
Structural Behaviour ◽  
Load Bearing Capacity ◽  
Simultaneous Formation ◽  
Load Bearing ◽  
Reinforced Plastics

Enhancement of structural behaviour of various construction materials using fibre reinforced plastics (FRP) is an important branch of engineering research, including the increasing application for structural timber as well. This study deals with the reinforcement of standard construction formwork timber beams with carbon fibre reinforced plastics (CFRP). Beams with various amount of reinforcement were prepared using simultaneous formation of lamella and bonding. Laboratory bending tests are carried out and load-deflection data were measured to experimentally determine the change of load-bearing capacity and stiffness with respect to non-reinforced reference sample, as well as to assess the structural behaviour. Evaluation of failure modes is carried out on each specimen. A statistical analysis of the experimental results using t-test is also made. The experiments prove the enhancement of structural behaviour, especially in terms of the increased load-bearing capacity, the increased ductility in certain cases, the decrease of the scattering of results, and also in failure modes.

scholarly journals Tests and Analyses of Slotted-In Steel-Plate Connections in Composite Timber Shear Wall Panels

2017 ◽  
Vol 2017 ◽  
pp. 1-20
Author(s):  
Ulf Arne Girhammar ◽  
Bo Källsner
Keyword(s):  
Bearing Capacity ◽  
Failure Modes ◽  
Design Method ◽  
Shear Walls ◽  
Test Results ◽  
Horizontal Shear ◽  
Load Bearing Capacity ◽  
Wood Panel ◽  
Load Bearing ◽  
Plate Connections

The authors present an experimental and analytical study of slotted-in connections for joining walls in the Masonite flexible building (MFB) system. These connections are used for splicing wall elements and for tying down uplifting forces and resisting horizontal shear forces in stabilizing walls. The connection plates are inserted in a perimeter slot in the PlyBoard™ panel (a composite laminated wood panel) and fixed mechanically with screw fasteners. The load-bearing capacity of the slotted-in connection is determined experimentally and derived analytically for different failure modes. The test results show ductile postpeak load-slip characteristics, indicating that a plastic design method can be applied to calculate the horizontal load-bearing capacity of this type of shear walls.

Effect of Concrete-Filled in Chord Tubes on Mechanical Behavior of RHS Steel Tube Trusses

2010 ◽  
Vol 163-167 ◽  
pp. 2171-2175 ◽  
Author(s):  
Jun Ping Liu ◽  
Yong Jian Liu ◽  
Jian Yang
Keyword(s):  
Bearing Capacity ◽  
Failure Modes ◽  
Steel Tube ◽  
Structural Stiffness ◽  
Static Behavior ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Compression Load ◽  
Hollow Section ◽  
Joint Deformation

Based on the experimental results, this paper presents the effects of concrete-filled in chord on the static behavior of rectangular hollow section (RHS) steel tubular trusses, including failure modes, load bearing capacity and structural stiffness. Failure of RHS trusses occurs at joints wether concrete-filled in chord or not, concrete-filled in chord changed the failure mode. Load bearing capacity and stiffness of joints subjected to compression load increased significantly, while it is limited to the tension joints. Concrete-filled in the compression chord tube can increase its stiffness significantly, while tension chord tube, it is not that obvious. Finally, based on the results discussed, failure modes and their formulas of calculating the load bearing capacity are discussed. Meanwhile, two methods, that is, amplified factor method and stiffness discounting method, which calculate the structural displacement when considering the joint deformation effects are presented.

Assesment of Main Models for Predicting Debonding Load-Bearing Capacity against Intermediate Crack-Induced Debonding Failure in FRP-Strengthened RC Beams

2011 ◽  
Vol 311-313 ◽  
pp. 1941-1944
Author(s):  
Gui Bing Li ◽  
Yu Gang Guo ◽  
Xiao Yan Sun
Keyword(s):  
Bearing Capacity ◽  
Failure Mode ◽  
Failure Modes ◽  
Rc Beams ◽  
Test Results ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Accuracy Test ◽  
New Models ◽  
Debonding Load

intermediate crack-induced debondingis one of the most dominant failure modes in FRP-strengthened RC beams. Different code models and provisions have been proposed to mitigateintermediate crack-induced debondingfailure.However, these models and provisions can not mitigate this failure mode effectively. Recnetly, new models have been proposed to solve this problem. Out of all the existing models, four typical ones are investigated in the current study. A comprehensivecomparison among these models is carried out in order to evaluate their performance and accuracy. Test results offlexural specimens with intermediate crack-induced debonding failurecollected from the existing literature are used in the current comparison. The effectivenessand accuracy of each model have been evaluated based on these experimental results. It is shown that the current modals are all conservative and inadequite to effectively mitigate intermediate crack-induced debonding in flexurally strengthened members.

Glass Columns under Impact - Experimental and Numerical Analyses

2017 ◽  
Vol 755 ◽  
pp. 82-89
Author(s):  
Chiara Bedon ◽  
Roman Kalamar ◽  
Martina Eliášová
Keyword(s):  
Bearing Capacity ◽  
Numerical Models ◽  
Construction Materials ◽  
Careful Consideration ◽  
Full Scale ◽  
Structural Glass ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Glass Columns ◽  
Traditional Construction

Compared to traditional construction materials, structural glass members subjected to main compression are relatively unusual in buildings, despite a substantially high material compressive strength. The major limit for the use of glass columns is in fact represented by an overall residual load-bearing capacity highly affected by the tensile brittle fracture of glass. An optimal and fail-safe design approach, in this regard, should take care of a multitude of geometrical and mechanical aspects, including boundary details and possible defects, as well as accidental loading scenarios. Aiming to assess the feasibility and vulnerability of structural glass members, based on earlier research efforts, the paper deals on the load-bearing performance of a reference set of full-scale glass columns. Careful consideration is in fact paid for the experimental investigation of glass members with square hollow cross-section and subjected to dynamic impacts, being representative of an accidental loading scenario. Full-scale experimental results are presented, as well as further considered for validation and calibration of Finite Element (FE) numerical models accounting for possible damage propagation in all the structural components, hence allowing to assess the residual load-bearing capacity of the examined structural typology.

Study on failure mechanism and end construction influences of double rectangular tube assembled buckling-restrained brace

2016 ◽  
Vol 20 (10) ◽  
pp. 1572-1585 ◽  
Author(s):  
Zi-qin Jiang ◽  
Yan-lin Guo ◽  
Ai-Lin Zhang ◽  
Chao Dou ◽  
Cai-Xia Zhang
Keyword(s):  
Bearing Capacity ◽  
Rational Design ◽  
Failure Modes ◽  
High Strength ◽  
Design Parameters ◽  
Local Pressure ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Buckling Restrained Brace ◽  
Rectangular Tube

The double rectangular tube assembled buckling-restrained brace is a new type of buckling energy consumption buckling-restrained brace. Because of its external restraining members, which are bound by high-strength bolts, its mechanical mechanism is more complicated and its failure modes are more varied. In this study, the double rectangular tube assembled buckling-restrained brace composition and three types of end constructions are introduced in detail. The influences of different design parameters on the performance of double rectangular tube assembled buckling-restrained brace are studied by numerical analysis methods; the possible failure modes and the influence of the end strengthening construction of double rectangular tube assembled buckling-restrained brace are also investigated, and a number of suggestions are proposed to improve this design. This study shows that the pinned double rectangular tube assembled buckling-restrained brace has four types of typical failure modes, namely, overall buckling failure, external end local pressure-bearing failure, bending failure of the extended strengthened core region and bolt threading failure. Rational design can prevent a buckling-restrained brace from losing its load-bearing capacity. In addition, compared with the end strengthening scheme with an external hoop, the end strengthening scheme with a strengthened bench can improve the load-bearing capacity of the double rectangular tube assembled buckling-restrained brace more effectively, and a reasonable design can also save materials.

scholarly journals Structural performance of textile reinforced concrete sandwich panels under axial and transverse load

2021 ◽  
Vol 60 (1) ◽  
pp. 64-79
Author(s):  
Junqing Hong ◽  
Shaofeng Zhang ◽  
Hai Fang ◽  
Xunqian Xu ◽  
Honglei Xie ◽  
...  
Keyword(s):  
Reinforced Concrete ◽  
Bearing Capacity ◽  
Failure Modes ◽  
Ultimate Load ◽  
Wire Mesh ◽  
Transverse Load ◽  
Composite Panels ◽  
Textile Reinforced Concrete ◽  
Load Bearing Capacity ◽  
Load Bearing

Abstract The performance of textile reinforced concrete composite panels (TRCCPs) under the action of pseudo-static load up to collapse was evaluated. The test of TRCCPs under axial and transverse loading was conducted, and the results were compared with those for steel wire mesh reinforced-concrete composite panels (SMRCCPs). Ceram-site concrete was utilized as the panel matrix owing to its lightweight and insulation characteristics. The ultimate load bearing capacity, load-deformation and load-strain relationships, and failure modes were discussed and investigated in comparison with the findings of non-linear finite-element-model (FEM) analysis and the analytic method on the basis of the reinforced concrete (RC) theory. The analysis results indicate that TRCCP is suitable for use as a potential structural member for a wall or slab system of buildings, and the typical RC theory can be applied to predict the ultimate load bearing capacity if modified suitably.

The Load-Bearing Capacity of Aluminum Alloy T-Stub Joints

2011 ◽  
Vol 261-263 ◽  
pp. 765-769 ◽  
Author(s):  
Han Xu ◽  
Xiao Nong Guo ◽  
Yong Feng Luo
Keyword(s):  
Aluminum Alloy ◽  
Bearing Capacity ◽  
Parametric Analysis ◽  
Failure Modes ◽  
Ultimate Load ◽  
Numerical Results ◽  
Effective Length ◽  
Geometrical Parameters ◽  
Load Bearing Capacity ◽  
Load Bearing

The application of Aluminum alloy T-stub joints has been found widely in China recently, while the research achievements of the joint are far from adequate for design. This paper is focused on the ultimate load-bearing capacity of aluminum alloy T-stub joints. On the basis of Kulak prying model, formulas for calculating ultimate load-bearing capacity, considering four types of failure modes, are derived. The numerical simulation is carried out by means of ABAQUS FEA. Numerical results are verified by comparing with previous results obtained from experimental analysis. A parametric analysis is performed to investigate the influence of several geometrical parameters on the behavior of aluminum alloy T-stub joints including failure modes, ultimate load-bearing capacity and effective length of flanges. These numerical results are also compared with those calculated by relevant formulas in EC9.

scholarly journals MECHANICAL BEHAVIOUR OF TIMBER‐TO‐CONCRETE CONNECTIONS WITH INCLINED SCREWS

2007 ◽  
Vol 13 (3) ◽  
pp. 201-207 ◽  
Author(s):  
Saulius Kavaliauskas ◽  
Audronis Kazimieras Kvedaras ◽  
Balys Valiūnas
Keyword(s):  
Bearing Capacity ◽  
Failure Modes ◽  
Ultimate Load ◽  
Strength Properties ◽  
High Tensile Strength ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Plastic Failure ◽  
Axial Tension ◽  
Concrete Joints

The purpose of this paper is to adopt the Johansen's yielding theory as a possibility to predict the ultimate load for timber‐to‐concrete joints using self‐tapping threaded connectors screwed at an angle into the wood. The ultimate load‐bearing capacity of a single connector is predicted to be when either the stresses in the wood reach the plastic failure stress level or when a combination of plastic failure in wood and dowel is attained. K. W. Johansen assumed that no axial tension occurred in the dowel and, thus no frictional contribution affected the lateral load‐bearing capacity. However, the joints with inclined fasteners are first affected by tension load, so the withdrawal capacity of the screws has to be taken into account. In order to determine the load bearing capacity for specific connector geometry, the kinematical possible failure modes are determined. The screw in the concrete part of connection was taken as rigidly embedded and thus no deformations appeared. The study showed that the load‐bearing capacity for connections with inclined high tensile strength screws can be predicted using the yielding theory, but this theory was unable to predict precisely the failure mode. Possible reasons for that include limited fastener ductility and influence of the screw inclination on the strength properties of timber.

Evaluation of Main Code Models for Predicting Flexural Load-Bearing Capacity against Intermediate Crack-Induced Debonding in FRP-Strengthened RC Beams

2011 ◽  
Vol 71-78 ◽  
pp. 1465-1468
Author(s):  
Gui Bing Li ◽  
Yu Gang Guo ◽  
Xiao Yan Sun
Keyword(s):  
Bearing Capacity ◽  
Failure Modes ◽  
Experimental Results ◽  
Rc Beams ◽  
Test Results ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Accuracy Test ◽  
Comprehensive Comparison ◽  
Code Provisions

Intermediate crack-induced debonding is one of the most dominant failure modes in FRP-strengthened RC beams. Different code models and provisions have been proposed to predict intermediate crack-induced debonding failure. Out of all the existing code provisions and models, four typical ones are investigated in the current study. A comprehensive comparison among these code provisions and models is carried out in order to evaluate their performance and accuracy. Test results of flexural specimens with intermediate crack-induced debonding failure collected from the existing literature are used in the current comparison. The effectiveness and accuracy of each model have been evaluated based on these experimental results. It is shown that the current recommendations are inadequite to effectively mitigate intermediate crack-induced debonding in flexurally strengthened members.

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