STRENGTHENING OF UNBONDED POST-TENSIONED CONCRETE SLABS USING EXTERNAL FRP COMPOSITES
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1 STRENGTHENING OF UNBONDED POST-TENSIONED CONCRETE SLABS USING EXTERNAL FRP COMPOSITES F. El M e s k i 1 ; M. Harajli 2 1 PhD student, Dept. of Civil and Environmental Engineering, American Univ. of Beirut; formerly, Project Engineer at Khatib and Alami, Beirut, Lebanon. fme09@aub.edu.lb 2 Professor, Dept. of Civil and Environmental Engineering, American Univ. of Beirut, Lebanon. mharajli@aub.edu.lb Abstract This paper presents the results of an experimental study undertaken for evaluating the potential use of FRP laminates for strengthening unbonded post-tensioned concrete members. Twelve full-scale simply supported slab specimens reinforced with internal unbonded tendon system and strengthened externally with FRP sheets were tested to failure. All specimens had the same geometrical dimensions. Different parameters were investigated, including area of prestressing steel, tendon profile and area of external FRP reinforcement. Aspects of the behavior evaluated included the initial stiffness, the loaddeflection response, the maximum deformation capacity or ductility, and finally the ultimate flexural capacity of the slabs. Different failure modes were observed, including concrete compression failure, FRP tension rupture and FRP debonding. The results showed that strengthening using external FRP increases the flexural stiffness and capacity of slabs without substantial reduction in ductility. Keywords: Fiber reinforced polymers; flexural behavior; partial prestressing; post-tensioning; prestressed concrete; unbonded prestressing; strengthening. 1. Introduction Strengthening using external fiber reinforced polymer (FRP) composites has evolved over the last two decades as a viable alternative to traditional strengthening methods. Some of the advantages of FRP composites are that they are light weight and non-corrosive material, quick to apply, and do not require expensive equipment or labor, nor change the appearance of the structure. Also, FRP wraps do not significantly increase the flexural stiffness of the structural members when compared to other conventional strengthening methods, which could be critical in seismic rehabilitation. While the use of FRP composites for strengthening reinforced concrete (RC) structures has been extensively evaluated over the last two decades and numerous guidelines for using this technology for strengthening RC members have been developed, only a limited number of studies have focused on prestressed concrete members. In fact, it was only recently that the ACI Committee 440 (2008) [1] provided guidelines for using FRP technology for strengthening post-tensioned prestressed concrete structural systems. However, unfortunately, because of limited studies in this area, the guidelines covered only bonded prestressed concrete members. That is, unbonded post-tensioned members, which represent a sub-class of post-tensioned construction, and which occupy a significant share of the prestressed concrete construction market, has not been covered in the guidelines. This study concentrates on experimental evaluation of the flexural behavior of unbonded posttensioned concrete slabs when strengthened using external FRP composites. Aspects of the 1
2 behavior that were evaluated included the flexural strength and stiffness of the load-deflection response under service load, maximum deformation capacity or ductility, and mode of flexural failure. 2. Experimental Program Twelve full-scale simply supported slab specimens reinforced with internal unbonded tendon system and strengthened externally with FRP sheets were tested to failure. All specimens have an overall section height of 120 mm, width of 360 mm, and a span length of 3.0 m. Typical dimensions of the specimens and reinforcement layout are shown in Fig. 1. A summary of the specimens designation, test parameters and relevant test results is provided in Table 1. The main parameters investigated included area of prestressing steel, tendon profile (horizontal, parabolic), and area of external FRP reinforcement. In addition to the prestressing steel, each specimen was reinforced with two 8 mm in diameter deformed bars required as minimum bonded reinforcement in accordance with the ACI Building code (318-08) [2]. In order to simulate actual slab design and construction, no shear reinforcement was provided in the specimens. P/2 P/2 ds= FRP 2 T (8)/3(9.5) US1-H T (8) 2 T (8) ds=var. US1-P 120 ds=85 US2-H 120 ds=var. US2-P T (9.5) T (9.5) 360 Figure 1. Specimens dimensions and steel layout The slabs were manufactured using Ready Mix concrete with a specified 28-day cylindrical concrete compressive strength f ' c of 35 MPa. The aggregate:sand:cement proportions by weight were 0.47:0.35:0.18, with a water to cement ratio of 0.4. The actual concrete compressive strength is provided in Table 2. The prestressing steel consisted of 8 mm and 9.5 mm 7-wire strands, having a design ultimate tensile strength of 1725 MPa (Grade 250) and 1860 MPa (Grade 270), respectively. The areas of prestressing steel provided in the slabs represented a 46% and 76%, respectively of the maximum reinforcement area specified in the ACI code. Unidirectional carbon fiber reinforced polymer (CFRP) flexible sheets were used for FRP strengthening. The dry properties as well as the composite (dry fiber plus epoxy) laminate properties of the fiber reinforcement are provided in Table 3. CFRP sheets, having a 2
3 width of 150 or 300 mm and extended until the face of the support, were applied in accordance with the manufacturer recommendation at the tension face of the slab specimens for strengthening. Table 1. Summary of experimental results Specimen Designation US1-H FRP sheet width (mm) N/A Test Parameters Steel reinf. Tendon profile f pe (MPa) P u (kn) Δ u (mm) μ strain in FRP Failure mode Concrete crushing two 8 mm 7-wire strands US1-H-F FRP rupture Horizontal US1-H-F Partial rupure + partial debonding US1-P N/A Concrete crushing US1-P-F US1-P-F US2-H N/A three 9.5 mm 7-wire strands Parabolic FRP rupture + concrete crushing FRP rupture + concrete crushing Concrete crushing US2-H-F Concrete crushing + partial debonding US2-H-F Concrete crushing US2-P N/A Concrete crushing US2-P-F Concrete crushing US2-P-F Concrete crushing Table 2. Concrete compressive strength Specimens Concrete Compressive Strength f (MPa) Control 40 Strengthened using 150 mm wide FRP sheet 37 Strengthened using 300 mm wide FRP sheet 37 ' c 3
4 Table 3. Dry and composite properties of FRP laminates Dry Composite Ultimate Tensile Strength (MPa) Tensile Modulus (MPa) Elongation at Break (%) Thickness (mm) The eccentricity of the horizontal tendons was 25 mm, while the eccentricities of the parabolic tendons were 25 mm at midspan and zero at the support. Each prestressing strand was tensioned from one end of the slab. The average effective prestress f at the time of testing, monitored with the help of both the pressure gauge of the hydraulic jack used for prestressing and the electric strain gages attached on the prestressing strands for each specimen is given in Table 1. The specimens were loaded with two concentrated point loads applied symmetrically relative to the middle of the span and separated by a distance equal to 1/6 the span length to simulate as closely as possible the moment diagram produced using uniformly applied load (Fig. 1). For each combination of test parameters, three specimens were tested, one control, and two strengthened using two different areas of FRP reinforcement. The test was conducted in deflection control. Each specimen was first loaded in 6 cycles between two load levels representing 30% and 70% of the calculated nominal flexural capacity of the control (unstrengthened) specimen, and then subjected to a monotonically increasing load to failure. The strengthened specimens were pre-cracked before strengthening by loading them in 6 cycles, then unloading to apply the FRP sheet. They were then subjected to a loading protocol similar to the control unstrengthened companion specimens. Test measurements included the applied actuator load, slab central deflection, strains in the unbonded prestressing steel and FRP reinforcement. Deflections were measured using a Linear Voltage Differential Transfomer (LVDT), while strains were measured using electric strain gages. More details of the test program are provided elsewhere [3]. 3. Test Results and Discussions 3.1 Mode of Failure All control specimens, US1-H, US1-P, US2-H, US2-P failed in ductile mode due to concrete crushing in the extreme compression zone of the section within the constant moment region at a load of 22.7 kn, 21.3 kn, 35.1 kn, and 36.9 kn and deflection of 62.0 mm, mm, 87.0 mm and 66.0 mm, respectively. Specimens US1-P and US2-H experienced yielding of the prestressing steel immediately after concrete crushing. None of the strengthened specimens experienced yielding of the prestressing steel. Specimen US1-H-F1 failed due to rupture of the FRP sheet at a load of 34.3 kn and a deflection of 63.0 mm, followed by localized concrete crushing within the maximum moment region. Specimen US1-H-F2 failed due to rupture of half width of the FRP sheet at a load of 43.0 kn and a deflection of 66.0 mm, followed by partial debonding of the remaining width of the FRP sheet. Specimen US1-P-F1 failed due to debonding of FRP at a load of 34.5 kn and a deflection of 68.0 mm, followed by concrete crushing. Specimen US1-P-F2 failed due to simultaneous rupture of the FRP reinforcement and concrete crushing at a load of 48.1 kn and a deflection of 75.0 mm. Specimen US2-H-F1 failed due to concrete crushing and partial debonding of the FRP sheet at 4 pe
5 a load of 42.6 kn and a deflection of 62.0 mm, followed by complete debonding of the FRP reinforcement. The remaining slabs specimen (US2-H-F2, US2-P-F1 and US2-P-F2) failed due to concrete crushing at loads of 57.2 kn, 47.6 kn and 59.8 kn and deflections of 75.0 mm, 68 and 67.0 mm, respectively. Crushing of the concrete in these specimens was immediately followed by interfacial debonding of the FRP sheets and excessive widening of a flexural crack leading to sudden and brittle failure. Typical failure modes of the specimens are shown in Fig.2, and are summarized in Table 1. Figure 2. Failure modes: (a) FRP rupture; (b) FRP debonding; (c) concrete crushing 3.2 Load-Deflection Response Typical load versus central deflection curves for the tested specimens are shown in Fig. 3. The load-deflection response followed a typical of a three-stage behavior: precracking stage, postcracking stage, and a stage of post-elastic response. It can be clearly observed from Fig. 3 that due to FRP strengthening, the post-cracking stiffness increased considerably with increasing area of the FRP reinforcement relative to the stiffness of the control unstrengthened companion specimens. After failure (debonding or rupturing) of the FRP reinforcement, the strengthened specimens experienced a sudden drop in the load resistance leading to a loaddeflection response more or less coinciding with the response of the control unstrengthened specimens. On the other hand, partial rupture or debonding of the FRP sheets resulted in a progressive drop of the load resistance until complete rupture or failure of the FRP reinforcement. For the strengthened specimens that failed due to a simultaneous concrete crushing and FRP debonding (US2-H-F2, US2-P-F1, US2-P-F2), the load resistance dropped suddenly to zero. The increase in ultimate load capacity of the slab specimens strengthened using 150 mm wide FRP sheets relative to the control specimens attained 52% (US1-H-F1), 5
6 Figure 3. Load vs. central deflection curves 62% (US1-P-F1), 21% (US2-H-F1), and 29% (US2-P-F1), respectively. The corresponding reductions in deflection relative to the control specimens were 0%, 31%, 29%, and 0%, respectively. The increase in ultimate load capacity of the slab specimens strengthened using 300 mm wide FRP sheets relative to the control specimens attained 90% (US1-H-F2), 126% (US1-P-F2), 63% (US2-H-F2), and 62% (US2-P-F2), and the corresponding reductions in deflect ion were 0%, 25%, 14%, and 0%, respectively. 3.3 Load-Strain Response in the FRP and the Prestressing Steel Typical variations of applied load versus measured strain in the FRP reinforcement and prestressing steel are shown in Figs. 4 and 5, respectively. The maximum FRP strains developed at failure load for the specimensare presented in Table 1. The strain in the FRP reinforcement at ultimate load varied between a minimum of 60% (US2-H-F2, US2-P-F2) and a maximum of 90% (US1-H-F1) of the specified breaking strain. The corresponding strains at peak load tended to be smaller with increase in the area of the FRP reinforcement, as would be expected. It can be seen from Fig. 5 that the load- strain response of the prestressing steel followed the same trend as the load-deflection response, which indicates a close relationship between deflection and stress increases in the unbonded prestressing tendons. The strain in the prestressing steel at peak load varied between a minimum of 6000 (US2-H-F1) and a maximum of 7200 (US1-H-F1) and decreased as the area of the tension reinforcement (FRP plus unbonded prestressing steel) increased. While some of the control specimens 6
7 experienced yielding immediately after concrete crushing and failure of the specimens, none of the strengthened specimens experienced yielding of the prestressing steel before flexural failure. Figure 4. Load vs. strain in FRP sheet Figure 5. Load vs. strain in prestressing steel 4. Conclusions Based on the experimental results, the following conclusions can be drawn: The failure mode of the slab specimens alternated between concrete crushing, FRP rupturing and/or FRP debonding. Strengthening using FRP materials is very effective in increasing the flexural capacity of unbonded post-tensioned slabs. The increase in load capacity varied between a minimum of 52% and a maximum of 126%. In addition to increases in load capacity, the stiffness of the slabs within the postcracking elastic response tended also to increase with increase in the FRP reinforcement. The increase in load capacity due to FRP strengthening did not result in a significant reduction in the deformation capacity or ductility.. 7
8 The response of the applied load versus strain in the unbonded prestressing steel followed the same trend of the load-deflection response. However, the corresponding stress at ultimate decreased as the area of the FRP reinforcement increased. Depending on the mode of flexural failure, the strain in the FRP reinforcement varied between a minimum of 60% and a maximum of 90% of the specified manufactured rupture strain. 4 Acknowledgements The authors would like to acknowledge the support of FyFe Europe for providing the CFRP strengthening materials. Acknowledgement is also due to the Faculty of Engineering and Architecture (FEA) at the American University of Beirut (AUB) for providing the laboratory test facilities. 5 References [1] ACI Committee 440, ACI 440.2R-08, (2008), "Guide for the Design and Construction of Externally Bonded FRP Systems for Strengthening Concrete Structures", American Concrete Institute, P.O.Box 9094, Farmington Hills, Michigan, [2] ACI Committee 318, "Building Code Requirements for Structural Concrete (ACI ). and Commentary (318R-02"), American Concrete Institute, Farmington Hills, Michigan, [3] El Meski, F., "Strengthening of Unbonded Post-tensioned Concrete Systems Using External FRP Composites: Experimental Evaluation and Analytical Modeling", PhD Thesis, in preparation, Department of Civil and Environmental Engineering, American University of Beirut. 8
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