scholarly journals Load-carrying capacity and failure mode of composite steel-concrete truss element under monotonic loading

2020 ◽  
Vol 982 ◽  
pp. 012032
Author(s):  
Nanang Gunawan Wariyatno ◽  
Yanuar Haryanto ◽  
Ay Lie Han ◽  
Buntara Sthenly Gan ◽  
Gathot Heri Sudibyo
Keyword(s):  
Failure Mode ◽  
Carrying Capacity ◽  
Monotonic Loading ◽  
Load Carrying Capacity ◽  
Truss Element ◽  
Load Carrying ◽  
Composite Steel

An Experimental Study on the Evaluation of Failure Behavior of Pipe With Local Wall Thinning

2002 ◽  
Author(s):  
Jin Weon Kim ◽  
Chi Yong Park
Keyword(s):  
Internal Pressure ◽  
Failure Mode ◽  
Carrying Capacity ◽  
Axial Length ◽  
Failure Behavior ◽  
Load Carrying Capacity ◽  
Wall Thinning ◽  
Load Carrying ◽  
Deformation Ability ◽  
Local Wall Thinning

The pipe failure tests were performed using 102mm-Sch.80 carbon steel pipe with various simulated local wall thinning defects, in the present study, to investigate the failure behavior of pipe thinned by flow accelerated corrosion (FAC). The failure mode, load carrying capacity, and deformation ability were analyzed from the results of experiments conducted under loading conditions of 4-point bending and internal pressure. A failure mode of pipe with a defect depended on the magnitude of internal pressure and axial thinning length as well as stress type and thinning depth and circumferential angle. Also, the results indicated that the load carrying capacity and deformation ability were depended on stress state in the thinning region and dimensions of thinning defect. With increase in axial length of thinning area, for applying tensile stress to the thinning region, the dependence of load carrying capacity was determined by circumferential thinning angle, and the deformation ability was proportionally increased regardless of the circumferential angle. For applying compressive stress to thinning region, however, the load carrying capacity was decreased with increase in axial length of the thinned area. Also, the effect of internal pressure on failure behavior was characterized by failure mode of thinned pipe, and it promoted crack occurrence and mitigated a local buckling of the thinned area.

Interconnection of widely spaced angles

1988 ◽  
Vol 15 (4) ◽  
pp. 732-741 ◽  
Author(s):  
Murray C. Temple ◽  
Joo Chai Tan
Keyword(s):  
Key Words ◽  
Failure Mode ◽  
Carrying Capacity ◽  
Structural Design ◽  
Failure Load ◽  
Building Codes ◽  
Load Carrying Capacity ◽  
Insignificant Effect ◽  
Load Carrying ◽  
Theoretical Results

Research on the interconnection of widely spaced back-to-back angles has not been conducted. This research was carried out with the aim of developing rules for the design and spacing of interconnectors in such members. Four parameters—the number of interconnectors, the back-to-back spacing between angles, the weld pattern used to connect the interconnectors to the angles, and the thickness of the interconnectors—were studied. The experimental and the theoretical results for the slender double angles confirm that only one interconnector, of practical proportions, is required to make the widely spaced angles act as an integral unit. Both the separation between angles, within reason, and the weld pattern used to connect the interconnectors to the angles had an insignificant effect on the failure load and the failure mode. The thickness of the interconnector did affect the load-carrying capacity of the strut, but only when the thickness of the interconnector was impractically small. The forces and moments in the interconnectors are very small. Key words: angles, back-to-back, buckling, building (codes), columns (structural), design interconnection.

scholarly journals INFLUENCE OF CONCRETE AND FIBRE CONCRETE ON THE LOAD‐CARRYING CAPACITY AND DEFORMABILITY OF COMPOSITE STEEL‐CONCRETE COLUMNS

2007 ◽  
Vol 13 (1) ◽  
pp. 55-61 ◽  
Author(s):  
Elżbieta Szmigiera
Keyword(s):  
Carrying Capacity ◽  
Load Capacity ◽  
Concrete Columns ◽  
Considerable Effect ◽  
Load Carrying Capacity ◽  
Steel Columns ◽  
Fibre Concrete ◽  
Load Carrying ◽  
Increasing Load ◽  
Composite Steel

The report presents the results of laboratories’ tests on steel columns strengthened by concrete casing. During testing of steel I‐shape column the strength of concrete casing and the way of the column loading were parameters subjected to changes. The possibility of increasing load capacity of columns by strengthening the supporting zones was checked, too. On the basis of tests performed, it has been stated that there is a considerable effect of concrete casing on the performance and capacity of steel columns. Possibility of increasing the load capacity of columns by making heads of fibre concrete has been shown.

Nonlinear Finite Element Modeling of Concrete-Filled Circular FRP Arch Tubes under Monotonic Loading

2012 ◽  
Vol 446-449 ◽  
pp. 69-72
Author(s):  
Ying Wen ◽  
Jing Guang Teng ◽  
Tao Yu ◽  
Guan Lin
Keyword(s):  
Carrying Capacity ◽  
Failure Modes ◽  
Maximum Load ◽  
Monotonic Loading ◽  
Material Behavior ◽  
Fe Model ◽  
Load Carrying Capacity ◽  
Concrete Core ◽  
Numerical Predictions ◽  
Load Carrying

This paper aims to develop a numerical model to predict the in-plane load-deflection behavior and the maximum load carrying capacity of concrete-filled circular FRP arch tube (CFFAT) which to date has rarely been investigated. The present model employs the well known fiber element approach to consider the material behavior of concrete core and external FRP tube. The composite arch was idealized as an assembly of stepwise two dimensional (2D) straight prismatic beam-column elements. The established FE model was then implemented into Opensees software framework to obtain the load-deflection characteristics up to the limit strength state of CFFAT under monotonic loading. Comparisons between the present numerical predictions and experimental results reported elsewhere were made concerning the load carrying capacity as well as the ultimate failure modes. The proposed analytical model was shown to provide, with sufficient accuracy for practical use, the estimates of nonlinear static behaviour of CFFAT.

Rehabilitation of Strength of Steel Plate with a Corroding Hole Bonded by Composite Patches

2012 ◽  
Vol 226-228 ◽  
pp. 883-888
Author(s):  
Xiang Ming Zhang ◽  
Li Wei Chen ◽  
Ze Long You ◽  
Ming Yong Hu ◽  
Shao Hong Yang
Keyword(s):  
Failure Mode ◽  
Carrying Capacity ◽  
Present Method ◽  
Ultimate Load ◽  
Steel Plate ◽  
Fiber Composite ◽  
Load Carrying Capacity ◽  
Carbon Fiber Composite ◽  
Composite Patch ◽  
Load Carrying

The failure mode of steel plate with a center elliptic corroding hole double-sided adhesively bonded by carbon fiber composite patch is identified and studied, and analytical solution to load-carrying capacity of damaged steel plate bonded by composite patch is presented in this paper. Ultimate load of patched steel plate corresponding to each failure mode is derived and calculated respectively, the load carrying capacity of the patched plate is equal to the minimum value of these calculations. Yielding load when yielding occurs near the hole-edge of repaired structure from present method was compared to the results of ANSYS FEA, and the ultimate load of repaired plate from present method was compared to the test results. Results indicate: Repaired by bonded composite patch, static strength and loading carrying capacity of damaged steel plate or structures can be effectively restored. Yielding load and ultimate load of patched steel plate is visibly increased. The present analytical results have a good agreement with FEA and experimental results.

scholarly journals Experimental Investigation on the Failure Behavior of Carbon Fiber Reinforced Polymer (CFRP) Strengthened Reinforced Concrete T-beams

2021 ◽  
Vol 23 (2) ◽  
pp. 115-122
Author(s):  
Junaedi Utomo ◽  
Muhammad Nur Khusyeni ◽  
Windu Partono ◽  
Ay Lie Han ◽  
Buntara S. Gan
Keyword(s):  
Carbon Fiber ◽  
Failure Mode ◽  
Carrying Capacity ◽  
Fiber Reinforced Polymers ◽  
Failure Behavior ◽  
Load Carrying Capacity ◽  
Fiber Reinforced ◽  
Conventional Concrete ◽  
Load Carrying ◽  
Carbon Fiber Reinforced

Carbon Fiber Reinforced Polymers (CFRP) are widely used as external concrete reinforcement. The behavior of T-beams strengthened in shear and flexure using CFRP sheets and plates was studied to analyze the load carrying capacity and failure mode as compared to conventional concrete members. The bonding response of the plate-to-concrete was investigated by comparing a specimen with a plate anchored at the far ends, one without anchoring. The sheets were in situ wet lay-up, the plate was pre-impregnated and pultruded during manufacturing. The test result suggested that this integrated strengthening method notably improved the load-carrying capacity, it was also demonstrated that anchoring had a positive but insignificant effect on the moment capacity and deformation. The influence of anchoring was noteworthy from the point of view that it shifted the failure mode from debonding to CFRP plate rupture. The most important factors influencing the behavior of CFRP strengthened beams are outlined.

Influence of Yield Strength Variability over Cross-Section to Steel Beam Load-Carrying Capacity

2005 ◽  
Vol 10 (2) ◽  
pp. 151-160 ◽  
Author(s):  
J. Kala ◽  
Z. Kala
Keyword(s):  
Yield Strength ◽  
Cross Section ◽  
Carrying Capacity ◽  
Bending Moment ◽  
Statistical Characteristics ◽  
Load Carrying Capacity ◽  
Load Carrying ◽  
Strength Variability ◽  
Hot Rolled ◽  
Hot Rolled Steel

Authors of article analysed influence of variability of yield strength over cross-section of hot rolled steel member to its load-carrying capacity. In calculation models, the yield strength is usually taken as constant. But yield strength of a steel hot-rolled beam is generally a random quantity. Not only the whole beam but also its parts have slightly different material characteristics. According to the results of more accurate measurements, the statistical characteristics of the material taken from various cross-section points (e.g. from a web and a flange) are, however, more or less different. This variation is described by one dimensional random field. The load-carrying capacity of the beam IPE300 under bending moment at its ends with the lateral buckling influence included is analysed, nondimensional slenderness according to EC3 is λ¯ = 0.6. For this relatively low slender beam the influence of the yield strength on the load-carrying capacity is large. Also the influence of all the other imperfections as accurately as possible, the load-carrying capacity was determined by geometrically and materially nonlinear solution of very accurate FEM model by the ANSYS programme.

Fuzzy Sets Theory in Comparison with Stochastic Methods to Analyse Nonlinear Behaviour of a Steel Member under Compression

2005 ◽  
Vol 10 (1) ◽  
pp. 65-75 ◽  
Author(s):  
Z. Kala
Keyword(s):  
Fuzzy Sets ◽  
Carrying Capacity ◽  
Stochastic Methods ◽  
Nonlinear Behaviour ◽  
Load Carrying Capacity ◽  
Load Carrying ◽  
Input Parameters ◽  
Stochastic Solution ◽  
Fuzzy Solution ◽  
Sets Theory

The load-carrying capacity of the member with imperfections under axial compression is analysed in the present paper. The study is divided into two parts: (i) in the first one, the input parameters are considered to be random numbers (with distribution of probability functions obtained from experimental results and/or tolerance standard), while (ii) in the other one, the input parameters are considered to be fuzzy numbers (with membership functions). The load-carrying capacity was calculated by geometrical nonlinear solution of a beam by means of the finite element method. In the case (ii), the membership function was determined by applying the fuzzy sets, whereas in the case (i), the distribution probability function of load-carrying capacity was determined. For (i) stochastic solution, the numerical simulation Monte Carlo method was applied, whereas for (ii) fuzzy solution, the method of the so-called α cuts was applied. The design load-carrying capacity was determined according to the EC3 and EN1990 standards. The results of the fuzzy, stochastic and deterministic analyses are compared in the concluding part of the paper.

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