High strength expansive concrete-encased-steel filled carbon fiber reinforced polymer tubes under axial monotonic and cyclic load

2020 ◽  
Vol 54 (29) ◽  
pp. 4557-4573
Author(s):  
Qi Cao ◽  
Xianrui Lv ◽  
Xiaojun Li ◽  
Changjun Zhou ◽  
Shide Song
Keyword(s):  
Axial Strain ◽  
Peak Load ◽  
High Strength ◽  
Fiber Reinforced Polymer ◽  
Cross Sectional ◽  
Loading Mode ◽  
Expansive Concrete ◽  
Reinforced Polymer ◽  
Load Carrying ◽  
Sectional Shape

High-strength concrete-encased-steel filled CFRP (carbon fiber reinforced polymer) tube (HCSFC) takes advantages of high strength of concrete, steel and confinement of FRP, resulting in enhanced structural load carrying capacity and deformability. In this study, expansive high-strength concrete is filled between CFRP tube and sectional steel to study the mechanical properties of high-strength expansive concrete-encased-steel filled CFRP tube (HECSFC) under monotonic and cyclic axial compression. Twenty-four specimens were fabricated in this study. The variables included the number of CFRP layers (0, 1, 2 layers), cross-sectional shape (circular and square), self-stress level (with or without self-stress) and loading mode (monotonic and cyclic). Test results show that the peak load of HCSFC specimen is greater than their nominal load-carrying capacity, which indicates that CFRP plays a confinement role on the internal core concrete-encased-steel. As the number of layers increases, both the normalized peak load and the ultimate axial strain increase. For specimens under the same number of layers, cross sectional shape and loading mode, the ultimate axial strain and strain reduction factor of self-stressing specimens are higher than those of nonprestressed specimens. At the same time, it is found that the confinement efficiency of CFRP on circular specimen is higher than that of square specimen. Analytical results show that the modified existing stress-strain models of CFRP confined concrete predict well with the experimental results.

Influence of Slenderness on Behavior of High-Strength Concrete-Filled FRP Tubes under Axial Compression

2014 ◽  
Vol 501-504 ◽  
pp. 963-968
Author(s):  
Thomas Vincent ◽  
Togay Ozbakkaloglu
Keyword(s):  
Cross Sections ◽  
High Strength Concrete ◽  
Axial Strain ◽  
High Strength ◽  
Fiber Reinforced Polymer ◽  
Compressive Behavior ◽  
Strength Concrete ◽  
Strength Enhancement ◽  
Reinforced Polymer ◽  
Frp Tubes

This paper presents an experimental investigation on the influence of specimen slenderness on axial compressive behavior of concrete-filled fiber reinforced polymer (FRP) tubes (CFFTs). A total of 18 aramid FRP- (AFRP) confined high-strength concrete (HSC) specimens with circular cross-sections were tested. Specimens with height-to-diameter ratios of 1, 2, 3 and 5 were manufactured and tested, with all specimens maintaining a nominal diameter of 150 mm. The results indicate that specimens with an H/D of 1 exhibit significantly higher strength and strain enhancements compared to specimens with H/D ratios of 2 to 5. The influence of slenderness on specimens with H/D ratios between 2 and 5 was found to be significant in regards to axial strain enhancement, with a decrease observed as specimen slenderness increased. On the other hand, the influence of slenderness on axial strength enhancement of specimens with H/D ratios between 2 and 5 was found to be negligible.

Contrastive Analysis on Limitation Span between Suspension Bridge Using Steel and CFRP Cable

2012 ◽  
Vol 568 ◽  
pp. 57-60 ◽  
Author(s):  
Yang Jiang ◽  
Li Jun Jia
Keyword(s):  
Mass Density ◽  
High Strength ◽  
Suspension Bridge ◽  
Small Mass ◽  
Fiber Reinforced Polymer ◽  
Theoretical Formula ◽  
Main Cable ◽  
Reinforced Polymer ◽  
Load Carrying ◽  
The Ideal

Bridge constructions of crossing wider sea straits allowed the span of suspension bridge to move forward unceasingly, but the self-weight stress of the traditional high-strength steel as the material of main cable accounted for the ratio of allowable stress would be increasing with the growth of main span. That would limit the main span and load-carrying efficiency. Due to its high tensile strength，small mass density，excellent corrosion and fatigue resistant ability, the carbon fiber reinforced polymer(CFRP) was the ideal material for the main cable of suspension bridge. In this paper the limitation spans of two suspension bridge systems were studied by the static analysis and the theoretical formula derived from the ultimate strength of the main cable.

Influence of Prestress on Axial Compressive Behavior of High-Strength Concrete-Filled FRP Tubes

2015 ◽  
Vol 744-746 ◽  
pp. 173-178
Author(s):  
Thomas Vincent
Keyword(s):  
Cross Sections ◽  
High Strength Concrete ◽  
Axial Strain ◽  
High Strength ◽  
Fiber Reinforced Polymer ◽  
Compressive Behavior ◽  
Strength Concrete ◽  
Reinforced Polymer ◽  
Frp Tubes ◽  
Different Levels

This paper presents an experimental investigation on the influence of prestress on axial compressive behavior of concrete-filled fiber reinforced polymer (FRP) tubes (CFFTs). A total of 12 aramid FRP- (AFRP) confined high-strength concrete (HSC) specimens with circular cross-sections were tested under monotonic axial compression. All specimens were cylinders with 152 mm diameter and 305 mm height and their unconfined concrete strengths were approximately 100 to 110 MPa. The influence of FRP prestress was examined by applying 3 different levels of lateral prestress ranging from 4.29 to 7.27 MPa. In addition to the prestressed specimens, companion specimens with no applied prestress were manufactured and tested to establish reference values. Results of the experimental study indicate that the influence of prestress on compressive strength is significant, with an increase in ultimate strength observed in all prestressed specimens compared to that of non-prestressed specimens. On the other hand, the influence of prestress on axial strain was found to be minimal, with prestressed specimens displaying a slight decrease in ultimate strain, compared to their non-prestressed counterparts. The results also indicate that prestressing the AFRP shell prevents the sudden drop in strength, typically observed in FRP-confined HSC specimens, that initiates at the transition point which connects the first and second branches of the stress-strain curves.

scholarly journals Shear Strength of Externally U-Bonded Carbon Fiber-Reinforced Polymer High-Strength Reinforced Concrete

Materials ◽  
2021 ◽  
Vol 14 (13) ◽  
pp. 3659
Author(s):  
Basil Ibrahim ◽  
Moussa Leblouba ◽  
Salah Altoubat ◽  
Samer Barakat
Keyword(s):  
Reinforced Concrete ◽  
High Strength ◽  
Fiber Reinforced Polymer ◽  
Experimental Program ◽  
Fiber Reinforced ◽  
Premature Failure ◽  
Displacement Ductility ◽  
Reinforced Polymer ◽  
Load Carrying ◽  
Frp Strips

In this paper, we investigate the contribution of Fiber-Reinforced Polymer (FRP) to the load-carrying capacity of shear-strengthened Reinforced Concrete (RC) beams. Specifically, the investigation is focused on the FRP’s contribution in the presence and absence of shear stirrups. To this end, two sets of full-scale RC beam specimens were tested to failure in a simply supported setup. Set 1 consisted of specimens without shear stirrups whereas Set 2 included steel stirrups spaced at 170 mm. One and two layers of FRP discrete strips were bonded to the beams in a U-jacketing configuration. To investigate the contribution of FRP and its interaction with the stirrups, two different locations were considered when bonding the FRP strips: between the stirrups (referred to as Off-beams) and at the same level of the stirrups (referred to as On). Results of the experimental program showed that strengthening the beams with two layers of FRP does not necessarily translate to improved capacity. Furthermore, the location of FRP strips with respect to the location of shear stirrups has an influence on the beam’s overall behavior, especially its displacement ductility. This is an important parameter to consider to avoid premature failure of RC members. Test results were then used to assess the performance and accuracy of the predictions of ACI PRC-440.2-17 and fib-TG9.3. Both design codes were found to be conservative with an average prediction-to-test ratio of 0.7.

Experimental Behavior of Glass-FRCM Composites Applied onto Masonry and Concrete Substrates

2017 ◽  
Vol 747 ◽  
pp. 390-397 ◽  
Author(s):  
Jaime Gonzalez-Libreros ◽  
Tommaso D'Antino ◽  
Carlo Pellegrino
Keyword(s):  
Peak Load ◽  
High Strength ◽  
Engineering Industry ◽  
Fiber Reinforced Polymer ◽  
Fiber Reinforced ◽  
Bond Behavior ◽  
Frp Composites ◽  
Reinforced Polymer ◽  
Set Up ◽  
Inorganic Matrix

The use of Fiber Reinforced Polymer (FRP) composites has become a popular solution for retrofitting and strengthening of existing concrete and masonry structures. However, some drawbacks of this technique, mainly associated with the use of organic resins, have been reported. To overcome such drawbacks, the development of composite materials in which the organic resins are replaced with inorganic matrices has recently caught the attention of the civil engineering industry. Among these newly developed systems, Fiber Reinforced Cementitious Matrix (FRCM) composites, which are comprised of high strength fibers embedded within an inorganic matrix, have shown promising results. However, research on this topic is still limited and important aspects, such as the bond behavior between the composite and the substrate, are not fully understood and require further study. This paper presents the results of an experimental campaign aimed at investigating the influence of the type of matrix and substrate on the bond behavior of FRCM composites. Glass-FRCM composite strips were applied onto concrete and masonry substrates and then tested by means of a classical push-pull single-lap direct-shear test set-up. A cementitious and a lime-based matrix were employed to apply the same type of fiber on concrete and masonry substrates, respectively. FRCM-concrete and FRCM-masonry joints reported the same failure mode. However, higher values of the peak load were obtained for the lime-based glass-FRCM composite applied onto masonry substrates than with the cementitious glass-FRCM composite applied onto concrete substrates.

Study on Applicable Spans and Static Performance of the Suspension Bridges Using CFRP Cables

2011 ◽  
Vol 255-260 ◽  
pp. 1115-1119 ◽  
Author(s):  
Yang Jiang ◽  
Li Jun Jia
Keyword(s):  
Mass Density ◽  
High Strength ◽  
Suspension Bridge ◽  
Small Mass ◽  
Fiber Reinforced Polymer ◽  
Suspension Bridges ◽  
Main Cable ◽  
Reinforced Polymer ◽  
Load Carrying ◽  
Static Performance

Bridge constructions of crossing wider sea straits allow the span of suspension bridge to move forward unceasingly, but the self-weight stress of the traditional high-strength steel as the material of main cable accounts for the ratio of allowable stress will be increasing with the growth of main span.That will limit the main span and load-carrying efficiency.Due to its high tensile strength,small mass density,excellent corrosion and fatigue resistant ability,the carbon fiber reinforced polymer(CFRP) is the ideal material for the main cable of suspension bridge.In this paper, the feasibility of applying CFRP materials in the suspension bridges was proved and the applicable spans for the suspension bridges with CFRP cables were also provided.

HYDRAULIC BULGE TESTING TO COMPARE FORMABILITY OF CONTINUOUS AND STRETCH BROKEN CARBON FIBER PREPREG LAMINATES

2021 ◽  
Author(s):  
YONI SHCHEMELININ ◽  
JARED W. NELSON ◽  
ROBERTA AMENDOLA
Keyword(s):  
Carbon Fiber ◽  
High Strength ◽  
Biaxial Stress ◽  
Fiber Reinforced Polymer ◽  
Aviation Industry ◽  
Strain Behavior ◽  
Reinforced Polymer ◽  
Fiber Reinforced Polymer Composites ◽  
Bulge Testing ◽  
Hydraulic Bulge

The use of carbon fiber reinforced polymer composites has increased with the increased need for high-strength, low-density materials, particularly in the aviation industry. Stretch broken carbon fiber (SBCF) is a form of carbon fiber created by the randomized breaking of aligned fibers in a tow at inherent flaw points, resulting in a material constituted of collimated fiber fragments longer than chopped fibers. While continuous carbon fibers possess desirable material properties, the limited formability prevents their wider adoption. SBCF composites exhibit pseudo-plastic deformation that can potentially enable the use of traditional metal forming techniques like stamping and press forming well established in mass production applications. To investigate the formability of SBCF composites prepared with either continuous or stretch broken Hexcel IM-7 12K fiber, impregnated with Huntsman RDM 2019-053 resin, hydraulic bulge testing was performed to explore the strain behavior under biaxial stress conditions at elevated temperature under atmospheric pressure. Initial results show better formability of SBCF compared to continuous fiber, characterized by the axisymmetric response to the applied stress.

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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