Evaluation on ultimate load-carrying capacity of concrete-filled steel tubular arch structure with preload

2019 ◽  
Vol 22 (13) ◽  
pp. 2755-2770
Author(s):  
Fuyun Huang ◽  
Yulong Cui ◽  
Rui Dong ◽  
Jiangang Wei ◽  
Baochun Chen
Keyword(s):  
Finite Element ◽  
Initial Stress ◽  
Carrying Capacity ◽  
Ultimate Load ◽  
Load Carrying Capacity ◽  
Test Results ◽  
Arch Bridge ◽  
Load Carrying ◽  
Arch Structure ◽  
Ultimate Load Carrying Capacity

When casting wet concrete into hollow steel tubular arch during the construction process of a concrete-filled steel tubular arch bridge, an initial stress (due to dead load, etc.) would be produced in the steel tube. In order to understand the influence of this initial stress on the strength of the concrete-filled steel tubular arch bridge, a total of four single tubular arch rib (bare steel first) specimens (concrete-filled steel tubular last) with various initial stress levels were constructed and tested to failure. The test results indicate that the initial stress has a large influence on the ultimate load-carrying capacity and ductility of the arch structure. The high preloading ratio will reduce significantly the strength and ductility that the maximum reductions are over 25%. Then, a finite element method was presented and validated using the test results. Based on this finite element model, a parametric study was performed that considered the influence of various parameters on the ultimate load-carrying capacity of concrete-filled steel tubular arches. These parameters included arch slenderness, rise-to-span ratio, loading method, and initial stress level. The analysis results indicate that the initial stress can reduce the ultimate loading capacity significantly, and this reduction has a strong relationship with arch slenderness and rise-to-span ratio. Finally, a method for calculating the preloading reduction factor of ultimate load-carrying capacity of single concrete-filled steel tubular arch rib structures was proposed based on the equivalent beam–column method.

Experimental Study for Single-Angle Beam-Column Members Attached by one Leg

2010 ◽  
Vol 163-167 ◽  
pp. 433-438
Author(s):  
Xian Lei Cao ◽  
Ji Ping Hao ◽  
Chun Lei Fan
Keyword(s):  
Experimental Study ◽  
Finite Element ◽  
Carrying Capacity ◽  
Model Experiment ◽  
Ultimate Load ◽  
High Strength ◽  
Load Carrying Capacity ◽  
Compression Members ◽  
Load Carrying ◽  
Ultimate Load Carrying Capacity

To obtain a better understanding of the behavior and load-carrying capacity of Q460 high-strength single-angle compression members bolted by one leg, using static loading way to 48 angles carried out experimental study. The experiments show test specimens produce biaxial bending, most small slenderness ratio members are controlled by local buckling, and slender specimens are controlled by overall buckling. In addition to these factors in model experiment, influences of residual stresses on ultimate load-carrying capacity were analyzed by finite element numerical simulation analysis, the results show the residual stresses affect the ultimate load-carrying capacity of angles by about 5％ or less. Comparison of the load-carrying capacity of experimental and theoretical results indicate the difference of experimental and finite element values ranges from -9.99％ to +9.76％, American Design of Latticed Steel Transmission Structure (ASCE10-1997) and Chinese Code for Design of Steel Structures (GB50017-2003) underestimate separately the experimental load-carrying capacity by about 2.34％～33.93％ and 1.18％～63.3％, and the agreement is somewhat good between experimental program and the finite element analysis. Based on model experiment and simulated experiment, the formula of stability coefficient of single-angle compression members was established. It provides basic data for spreading Q460 high-strength single-angles members attached by one leg.

Experiment Study on Influence of Initial Stress in Concrete Filled Steel Tubular Latticed Columns under Axial Load

2014 ◽  
Vol 518 ◽  
pp. 170-177
Author(s):  
Fu Yun Huang ◽  
Guan Yu ◽  
Bao Chun Chen ◽  
Jian Zhong Li
Keyword(s):  
Initial Stress ◽  
Carrying Capacity ◽  
Axial Load ◽  
Ultimate Load ◽  
Load Carrying Capacity ◽  
Experiment Study ◽  
Load Carrying ◽  
Plastic Phase ◽  
Cfst Columns ◽  
Ultimate Load Carrying Capacity

The testing of concrete filled steel tubular (CFST) latticed columns with initial stress had been conducted under axial load. The set-ups subjected to initial stress, the curves of load to deformation as well as the hooping effect were analyzed. The trial results indicate that the CFST columns with initial stress have smaller of combined stiffness and ultimate load-carrying capacity as compared with CFST columns without initial stress. Furthermore, the presence of initial stress will advance the coming of plastic phase, and contemporary, put off the appearances of hooping effect so that it cannot be sufficient exerted, which decrease the ultimate load-carrying capacity at all. Nevertheless, the mechanical behaviour of lacing tubes does not vary with the initial stress and all the lace tubes are stayed in the elastic phase during the testing.

scholarly journals Repairing of Reactive Powder Concrete T-Beams Containing Web Opening by CFRP Strips

2019 ◽  
Vol 26 (1) ◽  
pp. 9-19
Author(s):  
Mazin B. Abdulrahman ◽  
Husham M. Rashid
Keyword(s):  
Carrying Capacity ◽  
Ultimate Load ◽  
Experimental Program ◽  
Reactive Powder Concrete ◽  
Shape Effect ◽  
Load Carrying Capacity ◽  
Test Results ◽  
Load Carrying ◽  
Ultimate Load Carrying Capacity ◽  
Reactive Powder

In modern buildings, transverse openings are often used beams for the purpose of supplying and service pipes. Due to the presence of the openings in the concrete beams lead to the formation of cracks around the openings due to the stresses concentration in a small area above and below of the opening. The repairing, maintenance, and upgrading of structural members, are maybe one of the most pivotal problems in civil engineering applications. In this research, an experimental work is conducted to study the behavior of the reinforced RPC T-beams that containing openings and repair this beams using CFRP strips. The Experimental program of the present study includes two parts, the first part includes testing of seven reinforced reactive powder concrete RPC T-beams, which casted and tested, one beam is without opening as a reference beam and the rest, were provided with an opening. and these beams are divided into two groups. The first group was used to study the effect of the openings shape (circular and square) and the second group was used to study the effect of the openings locations, which consists three locations (Lc/2, Lc/3 and Lc/4).These are measured from the support center to the openings center. While the second part including a repaired all beams in the first part the using carbon fiber polymer. The test results indicated that the presence of openings in the beams web caused a reduction in the reinforced RPC T-beams ultimate load carrying capacity with about (10-55)%, Also lead to increasing in deflection compared to control beam before repairing at same loading. Studying the shape effect showed that the beams with square openings have average ultimate load carrying capacity lower by 36% compared with the control beams.While beams with containing circular openings have average ultimate load carrying capacity lower 29%. From the test results, it could be concluded that the presence of the openings in the shear region led to a decrease in ultimate load carrying capacity a about 38% to 49% for opening of opening at (Lc/3 and Lc/4) respectively. While the presence of openings in the flexural region led to a decrease in the ultimate load carrying capacity rate of 11%. Related to the repairing study part it was found that the average ultimate load carrying capacity for repairing beams was 103% compared with the not repaired beams.

Nonlinear Analysis on Ultimate Flexural Bearing Capacity of the N-Shaped Steel Tubular Joints

2013 ◽  
Vol 405-408 ◽  
pp. 1177-1181
Author(s):  
Xian Liao ◽  
Jun Yong ◽  
Zhong Qing Wang
Keyword(s):  
Finite Element ◽  
Carrying Capacity ◽  
Ultimate Load ◽  
Steel Pipe ◽  
Load Carrying Capacity ◽  
Flexural Capacity ◽  
Tubular Joints ◽  
Load Carrying ◽  
Ultimate Load Carrying Capacity ◽  
Pipe Size

As the author has discovered in the pratice of the project design, the steel pipe size in the truss structure will increase with the expanded span of the spatial structure, far exceeding its original range of application. Therefore, the resulting effect of the joint additional moment on the steel pipe crossing nodes should not be ignored, and how to calculate the ultimate flexural capacity of the steel tubular joints has become an urgent problem to be solved in the joint design. However, the research on ultimate load-carrying capacity is mainly restricted in utilizing the current data and Code for Design of Steel Structures to analyze the axial load-carrying capacity, and the research on ultimate load-carrying capacity of the joint under additional moment is still inadequate. This paper, from the joint stiffness perspective, initiates with brief analysis of the effect of steel pipe size on the joint additional moment so as to illustrate the rationale and necessity for taking into account the joint additional moment in the steel pipe structure, and follows with the adoption of both three-dimensional four-joint 181 elastoplastic shell element and the finite element model (by which N-shaped circular steel pipe crossing nodes is established for the ideal elastoplastic material in ANSYS finite element program) to fit the formula for the flexural capacity of the N-shaped joints based on orthogonal test method and regression technique with geometric nonlinearity and material nonlinearity taken into consideration. It is designed to provide some reference for the design and application of steel tubular intersecting joints in the future.

scholarly journals Numerical Analysis of Precast Wall Panels with Openings

2020 ◽  
Vol 11 (2) ◽  
Author(s):  
Saad Abdulqader Ali Joda ◽  
◽  
Abdul Aziz Abdul Samad ◽  
Noridah Mohamed ◽  
◽  
...  
Keyword(s):  
Finite Element ◽  
Experimental Work ◽  
Carrying Capacity ◽  
Ultimate Load ◽  
Fe Analysis ◽  
Load Carrying Capacity ◽  
Load Carrying ◽  
Wall Panels ◽  
Sandwich Wall ◽  
Ultimate Load Carrying Capacity

A finite element (FE) analysis study on precast concrete solid and sandwich wall panels with various openings subjected to axial eccentric load (tw/6) is presented in this paper. Experimental work of nine full-scale and six half-scale wall panels from selected studies were modelled using ABAQUS 6.13 software. The cracking pattern, plastic strain and ultimate load carrying capacity of these FE models were analyzed and comparison from the selected studies was conducted for verification. Results from the FE analysis revealed that the behavior of the wall panels was influenced by the size and location of the openings and its slenderness ratios. From the ultimate load carrying capacity of a solid wall panel and sandwich wall panels with openings, a difference of within 10% of the experimental work from the selected studies was recorded. This observation verifies that ABAQUS finite element software is a reliable and effective technique in determining and establishing the structural behavior of precast wall panels with openings.

scholarly journals Eigenproblem Versus the Load-Carrying Capacity of Hybrid Thin-Walled Columns with Open Cross-Sections in the Elastic Range

Materials ◽  
2021 ◽  
Vol 14 (13) ◽  
pp. 3468
Author(s):  
Zbigniew Kolakowski ◽  
Andrzej Teter
Keyword(s):  
Cross Sections ◽  
Carrying Capacity ◽  
Ultimate Load ◽  
Equilibrium Path ◽  
Load Carrying Capacity ◽  
Nonlinear Buckling ◽  
Elastic Range ◽  
Load Carrying ◽  
Thin Walled ◽  
Ultimate Load Carrying Capacity

The phenomena that occur during compression of hybrid thin-walled columns with open cross-sections in the elastic range are discussed. Nonlinear buckling problems were solved within Koiter’s approximation theory. A multimodal approach was assumed to investigate an effect of symmetrical and anti-symmetrical buckling modes on the ultimate load-carrying capacity. Detailed simulations were carried out for freely supported columns with a C-section and a top-hat type section of medium lengths. The columns under analysis were made of two layers of isotropic materials characterized by various mechanical properties. The results attained were verified with the finite element method (FEM). The boundary conditions applied in the FEM allowed us to confirm the eigensolutions obtained within Koiter’s theory with very high accuracy. Nonlinear solutions comply within these two approaches for low and medium overloads. To trace the correctness of the solutions, the Riks algorithm, which allows for investigating unsteady paths, was used in the FEM. The results for the ultimate load-carrying capacity obtained within the FEM are higher than those attained with Koiter’s approximation method, but the leap takes place on the identical equilibrium path as the one determined from Koiter’s theory.

Experimental study on the axial compression performance of GFRP-reinforced concrete square columns

2018 ◽  
Vol 22 (7) ◽  
pp. 1554-1565 ◽  
Author(s):  
Jianwei Tu ◽  
Kui Gao ◽  
Lang He ◽  
Xinping Li
Keyword(s):  
Carrying Capacity ◽  
Ultimate Load ◽  
Fiber Reinforced Polymer ◽  
Load Carrying Capacity ◽  
Longitudinal Reinforcement ◽  
Rc Columns ◽  
Compression Performance ◽  
Reinforced Polymer ◽  
Load Carrying ◽  
Ultimate Load Carrying Capacity

At present, extensive studies have been conducted relative to the topic of fiber-reinforced polymer(FRP)- reinforced concrete (RC) flexural members, and many design methods have also been introduced. There have, however, been few studies conducted on the topic of FRP-RC compression members. In light of this, eight glass-fiber-reinforced polymer (GFRP)-RC square columns (200×200×600 mm) were tested in order to investigate their axial compression performance. These columns were reinforced with GFRP longitudinal reinforcement and confined GFRP stirrup. These experiments investigated the effects of the longitudinal reinforcement ratio, stirrup configuration (spirals versus hoops) and spacing on the load-carrying capacity and failure modes of GFRP-RC rectangular columns. The test results indicate that the load-carrying capacity of longitudinal GFRP bars accounted for 3%-7% of the ultimate load-carrying capacity of the columns. The ultimate load-carrying capacity of RC columns confined with GFRP spirals increased by 0.8%-1.6% with higher ductility, compared to GFRP hoops. Reducing the stirrup spacing may prevent the buckling failure of the longitudinal bars and increase the ductility and load-carrying capacity of the GFRP-RC columns. It has been found that setting the GFRP compressive strength to 35% of the GFRP maximum tensile strength yields a reasonable estimate of ultimate load-carrying capacity of GFRP-RC columns.

Structural Performance of Fiber-Reinforced Polymer Honeycomb Sandwich Panels: Evaluation of Size Effect and Wrap Strengthening

2003 ◽  
Vol 1845 (1) ◽  
pp. 191-199 ◽  
Author(s):  
Ondrej Kalny ◽  
Robert J. Peterman ◽  
Guillermo Ramirez ◽  
C. S. Cai ◽  
Dave Meggers
Keyword(s):  
Carrying Capacity ◽  
Ultimate Load ◽  
Sandwich Panels ◽  
Fiber Reinforced Polymer ◽  
Load Carrying Capacity ◽  
Flexural Capacity ◽  
Reinforced Polymer ◽  
Load Carrying ◽  
Honeycomb Sandwich ◽  
Ultimate Load Carrying Capacity

Stiffness and ultimate load-carrying capacities of glass fiber-reinforced polymer honeycomb sandwich panels used in bridge applications were evaluated. Eleven full-scale panels with cross-section depths ranging from 6 to 31.5 in. (152 to 800 mm) have been tested to date. The effect of width-to-depth ratio on unit stiffness was found to be insignificant for panels with a width-to-depth ratio between 1 and 5. The effect of this ratio on the ultimate flexural capacity is uncertain because of the erratic nature of core-face bond failures. A simple analytical formula for bending and shear stiffness, based on material properties and geometry of transformed sections, was found to predict service-load deflections within 15% accuracy. Although some factors influencing the ultimate load-carrying capacity were clearly identified in this study, a reliable analytical prediction of the ultimate flexural capacity was not attained. This is because failures occur in the bond material between the outer faces and core, and there are significant variations in bond properties at this point due to the wet lay-up process, even for theoretically identical specimens. The use of external wrap layers may be used to shift the ultimate point of failure from the bond (resin) material to the glass fibers. Wrap serves to strengthen the relatively weak core–face interface and is believed to bring more consistency in determining the ultimate load-carrying capacity.

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