GFRP HOLLOW-CORE REBARS FOR CONCRETE BEAMS

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1 GFRP HOLLOW-CORE REBARS FOR CONCRETE BEAMS Guillermo Claure 1, Francisco De Caso y Basalo 2 and Antonio Nanni 3 1 PhD Candidate, Civil Engineering, University of Miami 1251 Memorial Drive, MEB 105, Coral Gables, FL 33146, USA. g.claure@umiami.edu 2 PhD, LEED, Research Assistant Professor Dept. of Civil, Architectural & Environmental Engineering (CAE), University of Miami 1251 Memorial Drive, MEB 308, Coral Gables, FL 33146, USA. f.decasoybasalo@umiami.edu 3 PhD, PE, Inaugural Senior Scholar, Professor and Chair, CAE, University of Miami 1251 Memorial Drive, MEB 325, Coral Gables, FL 33146, USA. nanni@miami.edu Keywords: Area, bond, concrete, GFRP, glass fiber, hollow-core ABSTRACT GFRP rebars are typically similar to their steel counterparts having solid circular cross-section as well as surface deformations or sand coating to develop bond to concrete. Recently, a circular GFRP rebar with a hollow-core has been developed. The two main advantages that hollow-core rebars provide are: i) increase in surface area, yielding higher bond to concrete; and ii) reduction of shear lag effect, increasing the effective cross-sectional area of glass fibers carrying load, as opposed to the fibers in the center of a round solid rebar which are less engaged. This paper presents an evaluation of the structural behavior of concrete beams reinforced with hollow-core GFRP rebars compared to similar beams reinforced with round solid GFRP rebars with equal nominal cross-sectional area. Additionally, design guidelines as per ACI 440.1R are shown to remain applicable to hollow-core GFRP RC beam design. 1 INTRODUCTION Traditionally, GFRP rebars used as internal reinforcement for concrete structures are circular and solid in cross-section. This paper covers the structural behavior of concrete beams reinforced with hollow-core GFRP (GFRP-H) rebars. The novelty of this type of circular GFRP rebar with a hollowcore comes by reducing the shear lag effect which is responsible for decreasing the tensile strength as a function of the diameter of the bar. In fact, the fibers located at the core of a solid GFRP bar are less engaged and, therefore, carry limited tensile load [1]. Though GFRP-H rebars in terms of ultimate strength are proven to be equivalent to solid cross-section GFRP rebars [2], these bars have never been evaluated as reinforcement in structural concrete elements. The structural behavior of GFRP-H rebars as internal reinforcement of reinforced concrete (RC) beams is presented in the current paper through a comparison with RC beams reinforced with equivalent area round solid GFRP (GFRP-S) rebars. The objectives involve an evaluation of the structural behavior of GFRP-H rebars compared to GFRP-S rebars and to a limited extent, the applicability of ACI 440.1R design guidelines [3] to hollow-core GFRP reinforcement. The current design guidelines are used to analyze the design capacity of GFRP-H and -S RC members compared to their experimental capacity. To this end, the longitudinal reinforcement of RC beams is designed with both types of rebars having equivalent cross-sectional area. 2 EXPERIMENTAL INVESTIGATION A total of 12 RC beams are reported in this study, where three specimens per each design and rebar type were fabricated and tested. Two types of flexural designs were considered: underreinforced design where failure of the RC specimen was predicted to be controlled by the GFRP bars in tension, and over-reinforced where failure of the RC specimen was predicted to be controlled by crushing of the concrete. The selected longitudinal GFRP rebar size denomination was #4 with nominal diameter of 12.7 mm (0.5 in.) for all flexural specimens. Since the objective focused on flexural ultimate capacity, shear reinforcement was included in all specimens as solid GFRP #3 stirrups with nominal diameter 9.5 mm (0.38 in.) placed at 100 mm (4 in.) on center hanging from two

2 solid GFRP #3 longitudinal bars, which were needed to hold the reinforcing cage together. Evaluation of test results was made on the basis of values obtained from tests of three specimens for each test condition. 2.1 Beam Specimens As shown in Table 1, specimens are identified using the format XYZ-#, where X stands for RC element type (B for beams); Y refers to the type of internal GFRP reinforcement (H for hollow-core and S for solid); Z identifies the design type (U for under-reinforced and O for over-reinforced); and lastly # refers to the repetition of the specimen (1 to 3). Table 1 presents GFRP flexural reinforcement, nominal area, measured cross-sectional area [2], and the ratio of measured to nominal cross-sectional area (R m/n ) which shows the excess of GFRP area with respect to the nominal area used for design. In the case of the GFRP-H bars, the excess in cross-sectional area is due to the presence of the skin surface enhancement intended to develop bond to concrete. Figure 1 shows the reinforcement lay-out and the position of loading point in reference to the support locations. Figure 2 shows GFRP bar types and cage fabrication. Based on manufacture s data and nominal area, GFRP rebars have guaranteed tensile strength (f f ) of 689 MPa (100 ksi) (value used for design). Beams were monolithically cast with one single batch of concrete and left to cure for over 28 days as per ASTM C192 [4] before testing. The average 28-day compressive concrete strength was to 42.3 MPa (6135 psi), determined from compression testing of five 100 mm (4 in.) diameter by 200 mm (8 in.) long concrete cylinders as per ASTM C39 [5]. Table 1 Test matrix and GFRP rebar areas for RC Beams Specimen ID BHU-1, -2, -3 BHO-1, -2, -3 BSU-1, -2, -3 BSO-1, -2, -3 Reinforcement Nominal Area Measured Area R m/n #4 (mm 2 ) (in 2 ) (mm 2 ) (in 2 ) 1 GFRP-H GFRP-H GFRP-S GFRP-S Figure 1 GFRP RC beams layout (Note: 1 in. = 25.4 mm) Figure 2 Characteristics of GFRP rebars and specimen fabrication

3 2.2 Testing and Equipment Extracting from a large research program intended to certify GFRP rebars as reinforcement of concrete structures [1], a three-point-bending test setup [6] was selected with a clear span of 1,700 mm (66 in) and testing was performed using a hydraulic MTS fatigue-rated universal test frame under load control at a rate of 222 N/sec (50 lb/sec) in four twin loading/unloading cycles corresponding to 50, 67, 83, and 100 percent of 85% of Pn (the ultimate design load capacity). The last cycle was followed by a final ramp under displacement control until failure as illustrated in Figure 3 (a). During testing, the applied load was recorded using the internal force transducer; the mid-span deflections and settlement at the supports were also recorded with linear displacement transducers (LVDTs). Additionally, mid-span internal strain measurements of the longitudinal GFRP rebars were recorded using adhesively bonded strain gauges as well as the mid-span strain of the concrete in compression (top concrete surface of the RC specimens). A sketch for the location of the instruments and set-up is provided in Figure 3 (b) where 1, 2, and 3 are LVDTs; 4 and 5 are load cells; 6 and 7 are strain gauges applied to concrete; 8 and 9 are strain gauges applied to internal GFRP rebars. All measurements were gathered using a National Instruments data acquisition system. Figure 3 Loading sequence, specimen setup and instrumentation Figure 4 (a) illustrates actual three-point bending test set up of a representative under-reinforced GFRP-H beam showing prior to testing condition; whereas, Figure 4 (b) shows beam failure after testing. Figure 4 Under-reinforced BHU-2 prior to and after testing 3 EXPERIMENTAL RESULTS AND DISCUSSION The beams reinforced with GFRP-S rebars show an ultimate average load capacity of kn (21.98 kip) for under-reinforced beams and kn (32.40 kip) for over-reinforced beams. On the other hand, the under-reinforced GFRP-H beams show an ultimate average load capacity of kn (22.69 kip), and kn (34.12 kip) for the over-reinforced beams. Flexural strength of beams computed with nominal cross-sectional areas is summarized in Table 2 that shows ultimate experimental load (P u,exp ); ratio of experimental to theoretical capacity (P u_exp / P Th ); and, ratio of experimental to design capacity (P u_exp / P Des ), where the theoretical capacity (P Th ) disregards strength

4 (φ) and environmental (C E ) reduction factors and the design capacity (P Des ) accounts for reduction factors as per ACI 440.1R [3]. Detailed discussions on strain measurements from all tested specimens corroborating failure modes and damage in the concrete or GFRP rebars are not included in this paper. However for the representative GFRP-H beam illustrated in Figure 5 and Figure 6, it can be stated that the underreinforced beam experienced damage in the GFRP-H rebar due to flexural tension as confirmed by the strain measurements which reached 2.1% at peak load when the strain on the concrete most top fibers reached an average of 0.19%. On the other hand, the over-reinforced GFRP-H beam failure was dictated by concrete crushing when the strains in the most top concrete fibers reached 0.4% at peak load and the strains in the GFRP rebars reached an average strain of 1.6%. Table 2 presents the efficiency of the GFRP bars relating the ultimate load capacity of GFRP RC beams to the respective ratio of measured to nominal cross-sectional area (R m/n ) given in Table 1. Table 2 Load bearing capacity of GFRP RC beams Specimen P u_exp P Th P u_exp P Des ID (kn) (kip) (kn) (kip) / P Th (kn) (kip) φ C E P u_exp /P Des P u_exp /R m/n BHU BHU BHU Average BSU BSU BSU Average BHO BHO BHO Average BSO BSO BSO Average The GFRP-S RC beams behaved as expected under flexure, where both types of designs developed the anticipated crack pattern during loading and unloading cycles. The same observations were made after testing the GFRP-H RC beams as the crack patterns at different stages of testing were recorded and load-deflection graphs were produced for analysis. Shear capacity computed in accordance to ACI 440.1R was never reached as the specimens behaved in agreement to the design criteria. Both types of beams provided similar level of energy dissipation as seen from the hysteresis loops shown in Figure 5 and Figure 6 where load-deflection diagrams illustrate: the load cycle loops and the final ramp to failure of representative under-reinforced and over-reinforced beams, respectively; the design capacity, accounting for strength reduction factors; and, theoretical capacity, disregarding strength reduction factors.

5 Figure 5 Load-deflection comparison of representative under-reinforced beams 4 CONCLUSIONS Figure 6 Load-deflection comparison of representative over-reinforced beams This paper presents the structural behavior of hollow-core GFRP rebars as internal reinforcement of concrete beams subjected to three-point bending. As benchmark, solid GFRP RC beams using equivalent nominal size #4 rebars were used. Overall, hollow-core GFRP rebars were as effective as solid rebars. In addition, ACI 440.1R design guidelines were applicable to predict the performance of hollow-core GFRP rebars. The following conclusions can be drawn based on the experimental results: Based on ACI 440.1R, the ultimate capacity of beams reinforced with a nominal #4 hollow-core GFRP rebar reached and exceeded the expected design capacity. Both under- and over-reinforced beams reinforced with #4 hollow-core GFRP rebars showed the expected failure crack pattern and ultimate failure modes.

6 Disregarding strength and environmental reduction factors, when the governing failure mode of the hollow-core GFRP RC beams was concrete crushing, the experimental ultimate capacity of the elements was 24% higher than the theoretical capacity. When failure of GFRP-H beams was tension governed, the ratio of experimental to theoretical capacity was Accounting for strength (φ) and environmental (C E ) reduction factors in the design capacity (P Des ) according to ACI 440.1R, the ratio of experimental to the design capacity was 3.78 and 2.84 for under- and over-reinforced beams, respectively; Figure 5 and Figure 6 also illustrate the conservativeness of the design criteria which reduces the load bearing capacity in more than half of the theoretical capacity. ACKNOWLEDGMENTS The authors gratefully acknowledge the National Science Foundation (NSF) and its industrial members for the support provided to the Industry/University Center for Integration of Composites into Infrastructure (CICI) at the University of Miami under grant IIP REFERENCES [1] Claure, G., De Caso y Basalo, F. J. and Nanni, A., "GFRP Hollow-core Bars as Reinforcement of Concrete Beams," CAMX Conference Proceedings, Orlando, FL, October 13-16, CAMX The Composites and Advanced Materials Expo, CD-ROM 14 pp. [2] Claure, G., De Caso y Basalo, F. J. and Nanni, A., "Cross-Sectional Area of GFRP Bars for Concrete Reinforcement," ASTM, West Conshohocken, PA. (Under Review) [3] ACI Committee 440. (2006). "Guide for the design and construction of structural concrete reinforced with FRP bars." ACI 440.1R. American Concrete Institute, Farmington Hills, MI. [4] ASTM Subcommittee C (2014) Standard Practice for Making and Curing Concrete Test Specimens in the Laboratory. ASTM C192/C192M. West Conshohocken, PA. [5] ASTM Subcommittee C (2014) Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens. ASTM C39/C39M. West Conshohocken, PA. [6] Claure, G., De Caso y Basalo, F. J. and Nanni, A., "GFRP Hollow-core Bars as Internal Reinforcement for Concrete Slabs," Advanced Composites in Construction 2015 Conference Proceedings, Cambridge, UK.

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