Carbon Fiber Reinforced Polymer Jackets Research Articles

Mechanical response of coal pillar-backfill composite confined by CFRP jackets: parametrical study

The composite structure consisting of the coal pillar and backfill material is the critical component for the room-and-pillar mining system, the stability of which is mainly relevant to the interface in between. To eliminate the premature instability and potential disasters attributed to the breakage of the weak interface, the innovative strengthening technique incorporating the carbon fiber-reinforced polymer (CFRP) jacket was recently developed and the comprehensive studies including the uni-axial compression tests and the numerical investigation were carried out. In the present study, the digital interface of the coal-backfill composite was initially reconstructed with the 3D laser scanning and then imported into the mesoscopic continuum-discontinuity coupling model via the PFC-FLAC coupling method. Based on the analysis of the deformation characteristics and damage patterns of the coal -backfill composite, the strengthening mechanism of the exterior CFRP jacket was discussed. The results showed that both the load-bearing performance and the stability of the coal-backfill composite interface have been well enhanced mainly attributed to the effective lateral confinement provided by the exterior CFRP jacket. Moreover, the application of the CFRP jacket enhances the energy dissipation capacity of the coal-backfill composite as suggested by laboratory tests. It is also suggested that both the peak strength and elastic modulus of the coal-backfill composite exhibited the initial decrease and then rising as the interface angle increases. As demonstrated by the systematic research, the CFRP strengthening technique is effective in maintaining the stability of the coal-backfill composites for underground mines.

Acoustic emission responses and damage estimation of coal with carbon fiber-reinforced polymer confinement under uniaxial compression

Fiber-reinforced polymer (FRP) wrapping is a potential technique for coal pillar reinforcement. In this study, an acoustic emission (AE) technique was employed to monitor coal specimens with carbon FRP (CFRP) jackets during uniaxial compression, which addressed the inability to observe the cracks inside the FRP-reinforced coal pillars by conventional field inspection techniques. The spatiotemporal fractal evolution of the cumulated AE events during loading was investigated based on fractal theory. The results indicated that the AE response and fractal features of the coal specimens were closely related to their damage evolution, with CFRP exerting a significant influence. In particular, during the unstable crack development stage, the evolutionary patterns of the AE count and energy curves of the CFRP-confined specimens underwent a transformation from the slight shock–major shock type to the slight shock–sub-major shock–slight shock–major shock type, in contrast to the unconfined coal specimens. The AE b-values decreased to a minimum and then increased marginally. The AE spatial fractal dimension increased rapidly, whereas the AE temporal fractal dimension fluctuated significantly during the accumulation and release of strain energy. Ultimately, based on the AE count and AE energy evolution, a damage factor was proposed for the coal samples with CFRP jackets. Furthermore, a damage constitutive model was established, considering the CFRP jacket and the compaction characteristics of the coal. This model provides an effective description of the stress–strain relationship of coal specimens with CFRP jackets.

Constitutive behavior of CFRP-confined normal- and high-strength geopolymer concrete: Experiments and modelling

The constitutive behavior of geopolymer concrete (GPC), which is essential to the design of GPC structures, has not been well explored, especially in multi-axial stress state. This study therefore performs an investigation on the constitutive behavior of normal- and high-strength GPC confined by carbon fiber-reinforced polymer (CFRP) jacket. A total of 36 CFRP-confined GPC specimens are fabricated, which cover six GPC mixtures and three thickness of CFRP jacket. A dataset comprising of 24 specimens is employed to develop the models for ultimate condition and axial stress-strain curve. Two testing datasets, one consisting of the rest 12 specimens and the other composed of six specimens collected from the literature, are exploited to test the models. A linear function of actual confinement ratio is competent for modelling the compressive strength, whereas a nonlinear function is capable of characterizing the ultimate axial strain. The average absolute error of predicted compressive strengths and ultimate axial strains is less than 8.0 % and 15.0 % for both testing datasets. A single four-parameter function originally proposed for OPCC can be extended to represent the axial stress-strain curve of CFRP-confined GPC by formulating expressions for the parameters. The correlation coefficient between predicted and measured curves is more than 0.96.

Comparative study of compressive behavior of confined NSC and UHPC/UHPFRC cylinders externally wrapped with CFRP jacket

This study conducted a fundamental investigation on compressive behaviors of carbon fiber-reinforced polymer (CFRP)-confined normal-strength concrete (NSC) and ultra-high performance concrete (UHPC)/ultra-high performance fiber-reinforced concrete (UHPFRC) subjected to concentric axial loading. The mechanical behavior of confined UHPC/UHPFRC, such as the failure mode, stress-strain response, and lateral dilation behavior, was found different from that of confined NSC. Specifically, the passive confining behavior of UHPC/UHPFRC was distinguished from NSC in terms of concrete crack evolution. Diverse cracking propagation patterns resulted in distinct dilation ratios and CFRP efficiency factors. The CFRP confinement could delay the formation of shear cracks, resulting in a linear increasing stage of the first branch in the stress-strain curve of CFRP-confined UHPC/UHPFRC. Moreover, existing stress-strain models available for CFRP-confined UHPC/UHPFRC were profoundly evaluated in this study.

Behavior of FRP grid-reinforced ultra-high performance concrete (UHPC) pipes under lateral compression

In this paper, ultra-high performance concrete (UHPC) pipes internally reinforced with fiber-reinforced polymer (FRP) grid (abbreviated as “FRP grid-UHPC pipe”) are proposed. The lateral load carrying performance of FRP grid-UHPC pipes was explored by testing 15 pipe specimens. The test variables included the presence and amount of FRP grid reinforcements, pipe thickness, as well as the presence of carbon FRP (CFRP) jacketing. Results showed that separation failure and flexural fracture were the primary failure modes for the pipes with and without FRP grid reinforcements, respectively. The typical load-vertical displacement curve of a FRP grid-UHPC pipe exhibited a two-stage ascending behavior. Without CFRP jacketing, the two ascending segments were linked by a load reduction, while the transition was smooth with CFRP jacketing. For the variables, it is found that the presence of FRP grid reinforcements could enhance the pipe initial cracking load by approximately 30%, while increasing the FRP grid layers could lead to a much steeper rising in the second ascending segment. Increasing pipe thickness and applying CFRP jacketing could increase the slopes of both initial and second ascending segments. Therefore, increasing pipe thickness (from 30 mm to 45 mm) and applying 1-ply CFRP jacketing could enhance the pipe ring stiffness by 422% and 115% respectively, which was more efficient that increasing the FRP grid layers.

Finite element, analytical, artificial neural network models for carbon fibre reinforced polymer confined concrete filled steel columns with elliptical cross sections

In the present era of architecture, different cross-sectional shapes of structural concrete elements have been utilized. However, this change in shape has a significant effect on load-carrying capacity. To restore this, the use of column confinements with elliptical sections has gained attention. This paper aim to investigate the effect of elliptical shape sections of confined concrete reinforced with Carbon Fiber Reinforced Polymer (CFRP) and steel tube on axial load-carrying capacity. This study is achieved using following tools Finite Element (FE) in Abaqus and Artificial Neural Networks (ANN) modeling. The study involved a 500-mm-high column with three sets of aspect ratios: 1.0, 1.5, and 2.0. In each aspect ratio, three different layers of CFRP were used, i.e., .167, .334, and .501-mm. Analytical results showed that with the increase in aspect ratio from 1 to 2, there is a decrease in ultimate axial load of about 23.2% on average. In addition, the combined confining pressure of steel tube and CFRP increases with a decrease in dilation angle as the number of CFRP layers increases. The failure mode for the column with a large aspect ratio is local buckling at its mid-height along the minor axis. The result showed a good correlation between FE and experimental results of ultimate stress and strains, with a mean squared error of 2.27 and .001, respectively. Moreover, ANN and analytical models showed a delightful correlation of R2 of .97 for stress models and .88 for strain models, respectively. The elliptical concrete section of the column confined with steel tubes can be adopted for a new architectural type of construction; however, with more than three aspect ratios, the wrapping of the section with CFRP jackets is highly recommended.

Seismic performance and damage assessment of earthquake-damaged HSRAC columns with UHSS repaired by CFRP jackets

In this paper, ultra-high-strength steel bars (UHSS) were innovatively applied to the high-strength recycled aggregate concrete (HSRAC) columns to achieve resilient structures cast from green building materials. Quasi-static tests were conducted to investigate the seismic performance and reparability of HSRAC columns with UHSS under the first-excursion failure mode, and to analyze and discuss the effect of cumulative damage on earthquake-damaged resilient columns repaired by carbon fiber-reinforced polymer (CFRP) composites jackets. The research showed that the damage state of HSRAC columns at 2% drift ratio was mild, and residual displacement satisfied the reparability limit. And the earthquake-damaged resilient columns possessed satisfactory seismic performance after rapid repaired by CFRP jackets. Based on the experiment results and observations, a lateral load carrying capacity prediction model for HSRAC columns with UHSS under first and non-first seismic action was established, and fatigue damage energy was defined. In addition, damage model was introduced to assess the performance degradation of resilient column under first and non-first earthquake effects. The models were then verified by comparing prediction results with test results.

Axial behavior of square and circular concrete columns confined with CFRP sheets under elevated temperatures: Comparison with welded-wire mesh steel confinement

The main goal of this study was to carry out an experimental investigation of the effectiveness and the efficiency of using carbon fiber-reinforced polymer (CFRP) strips and welded wire mesh jackets for retrofitting square and circular columns exposed to highly elevated temperatures. The investigated variables included the geometry of the column, strengthening scheme, and heating temperature. The samples were divided into three groups. The first group contains column samples not exposed to elevated temperatures and had no strengthening applied. The second category contains un-strengthened column samples subjected to elevated temperatures; the third category comprises strengthened column samples exposed to elevated temperatures. The elevated temperature exposure consisted of heating the specimens to 600 °C for 3 h. The column samples were subjected to axial compression testing till failure. The test results showed that both the circular and square columns exhibited reductions in axial capacity and initial stiffness when exposed to elevated temperatures. The use of welded wire mesh confinement around the circular and square columns exposed to elevated temperatures provided a more significant increase in strength as well as stiffness compared to strengthening the columns with unidirectional CFRP strips. In contrast, the CFRP repaired heated columns exhibited a significant increase in ductility and deformation capability without any reduction in strength than the WWM jacketed heated columns. Furthermore, the confinement effectiveness of CFRP jacketing provides considerable confinement to micro-cracked concrete compared to the WWM jacketed RC circular columns. However, in square columns the confining effectiveness for WWM was better compared to CFRP strips. Moreover, the use of CFRP strips were ineffective for recovering the stiffness of columns exposed to elevated temperatures. In addition, the results demonstrated that the use of welded wire mesh confinement and CFRP strips are cost-effective retrofitting techniques that could be used for circular and square RC columns.

Acoustic emission characteristics and energy mechanism of CFRP-jacketed coal specimens under uniaxial compression

Fiber-reinforced polymer (FRP) wrapping is a potentially attractive coal-pillar reinforcement technique. To study the effect of carbon fiber-reinforced polymer (CFRP) jacketing on mechanical properties, crack evolution, and energy dissipation mechanism of coal specimens, a series of uniaxial compression tests with acoustic emission (AE) monitoring were conducted on coal specimens with 0–2 CFRP-jacket layers. The results showed that the CFRP jacket had visible effects on the core failure process of coal specimens. (1) With an increase in the number of CFRP-jacketed layers, the specimens showed stronger strain-softening characteristics in the unstable crack growth stage, and the damage stress threshold increased significantly. (2) The correlation analysis between average frequency (AF) and rise angle (RA) demonstrated that with an increase in the number of CFRP-jacketed layers, the tendency of crack classification to change from tensile mode to shear mode increased. (3) The spatiotemporal evolution of AE event locations showed that CFRP jackets changed the AE event location concentration mode from a longitudinal distribution along the coal specimen to a distribution near the fracture. Moreover, the strain energy density evolution of coal specimens with 0–2 layers of CFRP jacketing was analyzed based on the mechanical equilibrium and energy conservation of CFRP-jacketed coal specimens. The dissipation strain energy ratio was introduced to define the damage variable, and the damage constitutive model with regards to CFRP jackets was constructed; the model describes the CFRP-jacketed coal specimen stress–strain relationship for strain-hardening, strain-softening, and sudden failure.

Dynamic splitting behaviour of ultra-high-performance concrete confined with carbon-fibre-reinforced polymer

Fibre-reinforced polymer (FRP) wrapping is highly effective in enhancing the compressive properties of concrete. However, the dynamic splitting performance of FRP-confined ultra-high-performance concrete (UHPC) remains unexplored. This study investigated the impact resistance of carbon FRP (CFRP)-confined UHPC under splitting loads. The UHPC cylinders were wrapped in CFRP jackets of thicknesses from one to three plies. Several impact tests were conducted using a Ø100mm split Hopkinson pressure bar apparatus at different strain rates ranging from 2 s−1 to 17 s−1. The dynamic behaviours of the specimens were investigated and compared with those under quasi-static loading. The results indicated that the splitting properties of UHPC exhibited a strong strain-rate dependency; however, the confinement of CFRP reduced the strain-rate sensitivity of UHPC. The rupture of the CFRP following UHPC cracking governed the failure of CFRP-confined UHPC under dynamic splitting loads. Although the quasi-static splitting tensile strength could be improved approximately linearly by the CFRP confinement ratio, the CFRP confinement effect decreased with increasing strain rate. A new model that considers the effects of confinement ratio and core concrete inertia is proposed to predict the splitting tensile strength of CFRP-confined UHPC under impact loading.

Несуча здатність доведених до граничного стану (ULS) пошкоджених бетонних балок з ВFRP, підсилених фіброармованими пластиками (СFRP)

The aim of this article is to familiarize with the experimental and theoretical study of the load-bearing capacity of BFRP concrete beams damaged in previous studies and brought to failure, reinforced with carbon-plastic fabric in the lower stretched zone and carbon-plastic jackets in the supporting areas under the action of low-cycle sign-repeated transverse loading of high levels with the development of initial data for the physical model of the methodology for calculating the strength of their normal and inclined sections. The article presents the results of testing concrete beams reinforced with ВFRP, strengthened with carbon fiber reinforced polymer (CFRP) strips in the lower tensile zones and carbon fiber reinforced polymer jackets at support sections, previously tested to ultimate limit state (ULS). The load-carrying capacity of the reinforced FRP support sections of beam structures, brought to the ultimate limit state (ULS), should be determined primarily under the action of bending moment through the critical inclined crack. The performed experimental and theoretical studies have established the possibility and feasibility of strengthening damaged and brought to the boundary state (ULS) concrete structures with BFRP external fiber-reinforced plastics (CFRP) while observing the established technology. The bearing capacity of CFRP-reinforced damaged concrete beams with BFRP should only be determined for the action of bending moments along normal sections in elements with large (a/d = 3) and medium (a/d = 2) shear spans and along inclined sections in beams with small (a/d=1) shear spans.

Long-Term Performance of Seawater Sea-sand Concrete (SSC) Columns Wrapped with CFRP Strips Under Simulated Marine Environment

This article presents a durability study of carbon fiber-reinforced polymer (CFRP) partially wrapped seawater sea-sand concrete (SSC) columns exposed to natural seawater to explore the effect of exposure duration on the long-term performance of the specimens. Thirty-two cylinders were wrapped with CFRP jackets and exposed to different times of wet-dry cycles (up to 360 days) in an outdoor simulated marine environment. Test results indicate that exposure has no obvious influence on the failure process and ultimate strains of specimens, but the compressive strengths of confined columns (fcc) increase with the increment of exposure time, especially for the partially confined concrete specimens. Moreover, due to the significant variation of unconfined concrete strength fco*), the retentions of fcc and fcc/fco * exhibit an opposite trend. Therefore, the increase of fco* should be considered when using the parameter of the confined-to-unconfined ratio of strength to evaluate the long-term performance of the specimens.

Case study on structural health assessment for existing reinforced concrete building

Retrofitting is a method of renovating/repairing and strengthening the weak structure that was affected due to the excessive load on structure during any uncertainty load like earthquake or due to end of service life of the infrastructure. The objectives of this paper are to design reinforced concrete and fiberreinforced polymer jacketing of failed columns of an existing building, after addition of two more storey in previous design and to compare suitability of before mentioned methods of retrofitting. The presented work also describes design procedure of reinforced concrete, carbon fiber reinforced polymer jacketing for strengthening existing columns. This study is fruitful to gauge suitability of the two retrofitting methods for weakened structural members. The existing buildings in Nepal designed as using Mandatory Rules of Thumb are most vulnerable types of building; to mitigate further crack in structural members with appropriate type of retrofit will be considered with proper management of construction related to post-earthquake activity. After analysis and design of existing building its extremely necessary to plan construction management for economic and safety concern. Most cases of such projects will lead improper work without proper construction management leading uneconomic and prolonging of completion of project.

Seismic evaluation and strengthening of reinforced concrete buildings

One of the best ways of achieving sustainability is to prolong the life span of existing structures instead of the “demolish and rebuild” option. Structure rehabilitation reduces construction waste, conserves natural resources, reduces negative environmental consequences, saves time, and saves cost, etc. Two main categories can be noticed in rehabilitation: repairing and strengthening. This study will focus on the strengthening category. The seismic analysis of existing reinforced concrete buildings before and after strengthening their columns is considered in this study. Three strengthening techniques (Ferro-cement jacket, steel jacket and Carbon fiber reinforced polymer jacket) are used to strengthen the reinforced concrete columns. The building is considered to be subjected to El Centro earthquake in two horizontal directions. The main objective is to investigate the optimum number and locations of the columns required to be strengthened so that the strengthened building satisfies the performance level. Four states of the building are considered; the original building and three strengthened buildings. The strengthening of a part of column height (only one meter along the potential plastic hinge) is considered. The results show that all three strengthening techniques are efficient to resist the seismic loads. This study helps engineers to select suitable, feasible and efficient strengthening techniques for structural members in existing buildings.

Repair of post-heated short rectangular reinforced concrete columns with FRP jackets

The residual strength and stiffness of concrete columns are decreased when exposed to elevated temperatures. This study proposes an external confinement provided by fiber-reinforced polymer (FRP) to rehabilitate deficiencies of concrete columns that originate from fire damage. Recent studies show that the efficiency of this strategy is a function of column cross-section geometry and the number of FRP sheet layers applied. The current study investigates the repair of post-heated short rectangular RC (SRRC) columns with FRP jackets. Rectangular heat-damaged columns are wrapped with one or two layers of carbon FRP (CFRP) and glass FRP (GFRP). The experimental results indicate that the ultimate axial load capacity of post-heated columns, repaired with two layers of FRP was improved to a considerable level of the axial load capacity of the unheated columns. Moreover, it was found that the pseudo-ductility and energy dissipation capacity of the post-heated columns wrapped with two layers of CFRP jackets are larger than those of the unheated columns.

Behavior and Strength Predictions for CFRP Confined Rubberized Concrete under Axial Compression

This paper presents experimental versus theoretical comparison of carbon fiber reinforced polymer (CFRP) confined rubberized concrete (a new structural material). A total of sixty six rubberized concrete cylinders were tested in axial compression. The specimens were cast using 0 to 50% rubber replacement. Twenty seven cylinders were then confined with one, two and three layers of CFRP jackets. Axial compression results of the experimental study were compared with the North American and European design guidelines. The results indicate that the addition of rubber content in the concrete leads to premature micro cracking and lateral expansion in concrete. This increased lateral dilation exploited the potential of FRP jackets. The axial compressive strength and strain values for CFRP confined RuC cylinders reached up to unprecedented 600 and 330 percent of unconfined samples. Furthermore, the current international design guidelines developed for conventional concrete confinement failed to predict the compressive strength of rubberized concrete. There is a strong need to re-evaluate the current design codes and their applicability to investigate fiber reinforced confined rubberized concrete. Moreover, the proposed equations in this research can better predict the axial compressive strength of FRP confined RuC.

Effect of active and passive concrete confinement on the bond stress-slip response of steel bars in tension

This paper summarizes the results of an experimental investigation undertaken to evaluate the effect of different types of concrete confinement on the bond strength and the local bond stress-slip behavior of steel bars in tension. Thirty-two pullout specimens were tested. The investigated parameters included type and level of confinement, and ratio of concrete cover to steel bar diameter (c/db). Two categories covering four different types of confinement were evaluated: (1) active confinement applied as external transverse pressure and (2) passive confinement using: (i) conventional transverse steel ties, (ii) carbon fiber reinforced polymer (CFRP) jackets, (iii) a combination of CFRP jackets and transverse steel ties, or (iv) a combination of CFRP jackets and CFRP anchors. The specimens developed three distinct modes of bond failure: splitting mode associated with splitting of the concrete cover, pullout mode associated with pullout of the steel bar from the concrete, and a combination of pullout and splitting modes. Confining the concrete with any of the confinement methods used increased significantly the local bond strength, altered the failure mode from splitting to pullout or mixed splitting/pullout, and improved the ductility of local bond stress-slip response when compared to unconfined concrete. These improvements were highly dependent on the type and level of confinement used as well as the ratio of concrete cover to bar diameter c/db. The failure modes, the maximum local bond strength, and the local bond stress-slip behavior corresponding to the different types of confinement were compared and discussed vis-à-vis unconfined concrete. The intrinsic shapes of the experimentally measured local bond stress-slip responses were compared with the prediction of available analytical bond constitutive relationships.

Experimental evaluation of seismic performance of corroded precast RC bridge columns and the retrofit measure using CFRP jackets

Precast reinforced concrete (RC) bridge columns are critical substructure components for Accelerated Bridge Construction (ABC), which attracts significant attention all over the world in recent decades. However, seismic behavior of precast RC bridge columns in corrosive environment and related retrofit methods are rarely studied. To fill out this knowledge gap, in this study, four, 1/4-scaled precast RC bridge columns of various corrosion levels were designed, constructed and tested in a pseudo-static manner to gain in-depth understanding of corrosion on the seismic behavior of this type of columns. Two of these columns with higher corrosion levels were retrofitted with carbon fiber reinforced polymer (CFRP) fabrics in the plastic hinge zone to assess the effectiveness of this retrofit measure. Corrosion levels of the specimens were obtained through an electrochemical method to accelerate the corrosion process at the plastic region. It was found that corrosion in the reinforcement was uneven across the section and was much severer at the joint of precast bridge columns. It was also found that even the low corrosion level of longitudinal reinforcement (i.e. 7.2%) can result in a significant decrease (i.e. >15%) in the lateral load capacity, energy dissipation, ductility and ultimate displacement. Hence, the retrofit of corroded precast RC bridge columns should be performed at low-level of corrosion. The test results also indicate that corrosion has more adverse effect on the ultimate displacement and ductility than the strength. In addition, retrofitting bridge columns of higher corrosion levels (i.e., >10%) using CFRP jackets could effectively protect the columns from damage in the plastic hinge zones. However, the damage pattern was shifted to fracture of the longitudinal rebars at the column-footing interface, resulting in substantial reduction in the ultimate displacement capacity. Therefore, it is not recommended to retrofit precast RC bridge columns of high corrosion level using CFRP jackets alone.

Axial capacity and stiffness of post-heated circular and square columns strengthened with carbon fiber reinforced polymer jackets

The exposure of reinforced concrete (RC) columns to elevated temperatures is detrimental to its axial capacity and stiffness. Selecting the proper strengthening technique to repair heat-damaged RC columns is critical to ensure that the axial capacity and stiffness are restored. This paper examines the performance of different strengthening schemes using carbon fiber reinforced polymer (CFRP) jackets and near-surface mounted (NSM) steel bars in repairing circular and square RC columns damaged due to the exposure to high elevated temperature. The tested columns were divided into three categories, un-heated and un-strengthened columns, post-heated and un-strengthened columns, and post-heated and strengthened columns. The heated columns were exposed to 600 °C for 3 h. Two strengthening schemes were evaluated. The first strengthening scheme consisted of unidirectional CFRP strips in combination with NSM steel bars. The second scheme consisted of strengthening with unidirectional CFRP strips only. All the columns were tested under axial compression until failure. The test results showed that exposure to elevated temperatures caused a reduction in the load-carrying capacity of 38% in circular columns and 29% in square columns. Both strengthening schemes were effective in restoring and exceeding (by approximately 16%) the initial load-carrying capacity of heat-damaged RC columns. The use of CFRP strips in combination with NSM steel bars was more effective in restoring the initial stiffness of the post-heated columns compared to using CFRP strips alone. The initial stiffness recovery was more pronounced in circular columns compared to square columns. Circular columns exhibited 15% higher initial stiffness when compared to the control columns before heat-exposure. For square columns, the initial stiffness was equivalent to the initial stiffness of the control RC columns before heat-exposure.

Numerical modeling of low strength reinforced concrete column strengthened with CFRP jacketing

Reinforced concrete column strengthened with Carbon Fiber Reinforced Polymer (CFRP) has been investigated numerically. Reinforced concrete column with low compression strength is used in this study. Concrete column is modeled by 3D solid elements with 8 nodes linear brick elements (C3D8R), whereas reinforcement bars modeled by 3D truss elements with 2 nodes first order elements (T3D2). In order to simulate concrete response in the specimen, concrete damage plasticity model with specifying damage parameters in both of compression and tension has been adopted in this paper. The specimen is subjected to uniaxial compression loading applied with displacement-controlled method. The effects of CFRP jacketing on reinforced concrete column with low compression strength are observed. The characteristic of reinforced concrete column combined with CFRP in terms of load-displacement behaviour and stress distributions are also evaluated. It is found that the numerical technique proposed in this study is quite efficient to predict the behaviour of low strength reinforced concrete column strengthened with CFRP with regard to the ultimate load, CFRP strain, and concrete strain distribution.