Experimental testing on reinforced concrete beam-column connections with strand slippage for seismic design

Experimental testing on reinforced concrete beam-column connections with strand slippage for seismic design | Research Square window.SnipcartSettings = { analytics: { enabled: false } }; (function() { var accessVector = localStorage.getItem('access_vector') || ''; window.dataLayer = window.dataLayer || []; if (accessVector) { window.dataLayer.push({ user: { profile: { profileInfo: { snid: accessVector } } } }); } })(); (function(w,d,s,l,i){w[l]=w[l]||[];w[l].push({'gtm.start':new Date().getTime(),event:'gtm.js'});var f=d.getElementsByTagName(s)[0],j=d.createElement(s),dl=l!='dataLayer'?'&l='+l:'';j.async=true;j.src='https://www.googletagmanager.com/gtm.js?id='+i+dl;f.parentNode.insertBefore(j,f);})(window,document,'script','dataLayer','GTM-K279D39R'); Browse Preprints In Review Journals COVID-19 Preprints AJE Video Bytes Research Tools Research Promotion AJE Professional Editing AJE Rubriq About Preprint Platform In Review Editorial Policies Our Team Advisory Board Help Center Sign In Submit a Preprint Cite Share Download PDF Research Article Experimental testing on reinforced concrete beam-column connections with strand slippage for seismic design Andrei Faur, Traian-Nicu Nicu Toader This is a preprint; it has not been peer reviewed by a journal. https://doi.org/ 10.21203/rs.3.rs-6862735/v1 This work is licensed under a CC BY 4.0 License Status: Posted Version 1 posted You are reading this latest preprint version Abstract Seismic analysis of concrete structures requires detailed information on how the members and their connections behave under large deformation cycles. Moment frames are commonly used in seismic regions, but achieving code compliance can be challenging when beams are reinforced with steel strands. This is due to the different elongation values at breaking for steel strands (e.g., ε uk = 3.5% for Y1860 S7) compared to ordinary high-ductility steel reinforcement (e.g., ε uk = 7.5% for B500 C). In such cases, the novel solution must be verified through calculations and, when possible, experimental testing. In the critical region of reinforced concrete structural members, both proper strength and ductility must be ensured, meaning there must be sufficient plastic rotation capacity. The results of a structural testing program on reinforced concrete beam-column connections for moment resisting frames in seismic regions are reported in this paper. Tests were carried out on scaled specimens at the Technical University of Cluj-Napoca. Five specimens were tested by a protocol consistent with the recommendations of ACI 374.2R-13, respectively ACI T.1.1R-01. Analysis of the recorded data showed that the hybrid specimens (a combination of steel rebars and bonded strands) have comparable hysteretic response and energy dissipation capacity as the reference one. Structural testing Plastic rotation capacity Moment resisting frame Figures Figure 1 Figure 2 Figure 3 Figure 4 Figure 5 Figure 6 Figure 7 Figure 8 Figure 9 Figure 10 1 Introduction For moment resisting frame structures, seismic energy dissipation is designed to occur mainly through incursions into the post-elastic domain (plastic hinging, namely critical regions in EC8 (CEN 2004 ) and P100-1 (MDRAP 2013 )) at both ends of each span of primary seismic beam frames, represented by the cracking of concrete and yielding of reinforcement. The length of the critical regions at beams is l cr = h w (where h w denotes the height of the beam) for structures designed for medium ductility class - DCM (5.4.3.1.2 (1)P, EN 1998-1:2004), respectively l cr = 1.5 h w for those designed for high ductility class - DCH (5.5.3.1.3 (1)P, EN 1998-1:2004) (CEN 2004 ). Applying the provisions of EN 1998-1:2004 to frames with precast prestressed concrete beams, it is necessary that the strands are unbonded along the critical regions, the only continuous reinforcement (top and bottom) being the passive ones anchored in the beam-column joint. These measures result from the different values of elongation at breaking of the strands (e.g. ε uk = 3,5% for Y1860 S7) compared to the ordinary reinforcement (e.g. ε uk = 7,5% for B500 C). By complying with these provisions, the plastic rotational capacity of the beam end can be calculated as for a reinforced concrete cross-section, and in most cases, values obtained indicate a high plastic rotational capacity. There is great interest in finding adequate solutions for steel strands to be used as longitudinal reinforcement in concrete moment frame structures (Yu et al. 2020 ) (Mao & Wang 2021 ) (Pang & Li 2024 ) for seismic design, but successful results were recorded when tendons were prestressed, mostly for structures with precast members endowed with self-centering property, where the strands are positioned centrically to generate a restoring force and having little contribution to the bending moment capacity of the member (Priestley et al. 1999 ) (EngIekrk 2002 ) (Faur, 2012 ) (Kiss 2018 ) (fib 2003) (fib 2008) (fib 2016) (Fang et al 2024 ), and seldomly for structures with strands in the upper chord (Liao et al. 2024 ). The before cited experimental investigations showed that large drifts (e.g. 3.50%) with no sudden loss in strength nor stiffness were achieved for specimens with unbonded strands. Nevertheless, (Ou et al. 2022 ), (Joju et al. 2022 ) and (Ou et al. 2023 ) tested novel beam-column specimens (namely EJM and IJM) designed with seven-wire strands as partial replacement of longitudinal ductile reinforcing steel rebars B420C with steel strands of Y1860 and results pointed out the following: the specimens failed by plastic hinging of the beam near the column, a reduction of up to 34% of energy dissipation (A h ) when compared with the reinforced concrete control specimen (namely EJD), the drift capacities were above 5.0% and the equivalent viscous damping (ξ) reduced to 0.29 for the IJM specimen and to 0.32 for the EJM compared to the conventionally reinforced concrete control specimen (EJD) for which ξ = 0.43. Similar results were obtained for concrete columns reinforced with partially bonded ultra-high strength rebars (Luo et al. 2023 ). The paper presents experimental results for a proposed technical solution involving the low anchoring of bonded strands in the beam-column joint. The ends of the strands along the depth of the joint are either embedded in standard concrete (C30/37) (labelled as NGS2 and NGS3) or in grout with the same concrete strength, but with only 40% of the tension strength (labelled as NGS4 and NGS5), allowing for reduced bond and smoother slippage of the strand. The pull-out strength of the strand was determined experimentally (Toader et al. 2024 ) for both standard concrete (V3 and V4) and concrete with same compression strength but reduced tensile strength (V6), following a biomimetic approach (Toader et al. 2024 ). The end of the strand is partially anchored in the beam-column joint on a short length so that during seismic actions a controlled slide of the strand in the concrete takes place, with a back-and-forth movement. This proposal brings two advantages: strands may be left as bonded in the critical regions (it will no longer be necessary to create an unbonded segment on each strand at the critical length from the ends of the beam) and occurrence of damping by degradation due to controlled slippage of the strands in the beam-column joint. In this way, the plastic rotational capacity of the beam end is not reduced and the amount of seismic energy dissipated may be increased through additional damping. The geometry of the tested specimens is shown in Fig. 1(a) and one of the reinforcement cages (namely NGS2) prior to casting in Fig. 1(b). The testing setup depicted in Fig. 1(c) includes a stiff steel frame bolted on a strong floor and the concrete specimen inside of the frame. The displacements of the specimen are monitored at the ends of the column and beam using displacement transducer (labelled with F1-5 and TD1). Additionally, the issue of reinforced concrete frames with rigid joints in seismic areas can be reduced to address the following key aspects: the beam-column joint, ensuring the beams have sufficient plastic rotation capacity, and meeting energy dissipation requirements. The experimental study focuses on measuring the plastic rotation capacity and hysteresis behaviour reinforced concrete beams with various configurations for beam-column joints with moment continuity and monolithic joints. A comparison with reference specimen is made and conclusions regarding the influence of partially anchored strands on plastic rotation capacity and energy dissipation are drawn. 2 Testing program The minimum acceptance criteria for new moment-resisting frames located in high seismic regions that do not fully meet the prescriptive requirements of the technical regulations are defined in the standard ACI T1.1-01 "Acceptance Criteria for Moment Frames Based on Structural Testing. Reported by ACI Innovation Task Group 1 and Collaborators" (ACI 2001), developed by the American Concrete Institute in the United States of America. In the absence of similar Romanian or European standards, ACI T1.1-01 (ACI 2001) may be used for designing reinforced concrete frames that follow the strong column/weak beam principle but do not fully meet the requirements of the seismic design code P100-1/2013 (MDRAP 2013) or the standard SR EN 1998-1/2004 (CEN 2004). The acceptance of a new structural solution is based on experimental evidence and mathematical analysis. The procedure for designing the test module, its configuration, the testing method, and the criteria for evaluating satisfactory performance are briefly outlined below: (a) The tested specimens must be reliable and predictable in terms of stiffness, strength, deformation capacity and dissipated energy, in accordance with the acceptance criteria; (b) In sizing the specimens to be tested, the generic shape of the prototype frame meant to be evaluated is preserved. The transition from prototype to model is achieved by scaling down the dimensions of structural elements (e.g., formwork and reinforcement), as well as their load-bearing capacity and applied loads. The design process accounts for material nonlinearity (including cracking), element and joint deformations, and cyclic loading effects. The model’s dimensions (including reinforcement) and loading conditions can be determined using the theory of similitude (Nicoreac et al., 2010); (c) Experimental tests will be conducted in an independent specialized facility, under the supervision of an engineer with experience in the seismic design of structures; (d) At least one specimen shall be tested for each configuration used (e.g. beam-column joint with segments of the structural elements concurrent in the joint), and the scale of the model relative to the prototype shall be at least 1:3; (e) The specimens are tested under cyclic loading with displacement control. For each relative displacement (drift) value, three consecutive alternating cycles are applied, starting with an initial drift within the linear elastic response range of the specimen. Testing continues with a gradual increase in drift, at least 25% and up to 50% greater than the previous drift, until a relative displacement of 3.5% is reached or exceeded (Fig. 2). The use of a slowly applied equivalent seismic load is acceptable (ACI 2013); (f) Data recording during the experiment must enable both quantitative and qualitative assessment of the specimen's structural performance. An experimental test program was conducted to determine the hysteretic behaviour of the joint. Several T-shaped beam-column specimens (with edge joint at the intermediate level with column segments and beam end) were tested under alternating loading-unloading cycles, beyond the elastic behaviour limit. The structural elements were scaled down to 1:2 using theory of similitude. The materials used included concrete of strength class C30/37, reinforced with B500 C rebars (steel ribbed bars) and Y1770 S7 strands (with 7 smooth steel wires). The reinforcement details of each of the 5 specimens is given in Figs. 3, 4 and 5 and can be described as follows: (a) Each module is designed to comply with the strong column - weak beam principle, the bending bearing capacity of the column being greater than that of the beam concurrent in the joint; (b) The development of a potential plastic region (i.e. plastic hinge) in the beam over a length of 1.5∙h w (where h w is the beam height), measured from the edge of the column, is ensured by providing adequate shear and rotational capacity to facilitate the formation of this failure mechanism; (c) The module geometry is preserved for all 5 specimens NGS1-5; (d) Specimen NGS1 fully meets the specific requirements for reinforced concrete frame structures with rigid joints as outlined in the seismic design codes EC8 (CEN 2004) and P100-1 (MDRAP 2013), and is used as the benchmark in the study; (e) The transverse reinforcement of both the column and beam is identical across all specimens, as is the column's longitudinal reinforcement. The variation lies in the beam's longitudinal reinforcement. For a negative bending moment, 2ϕ16 rebars are used, while for a positive bending moment, the following configurations are applied: 2ϕ12 rebars for NGS1, 2ϕ12 rebars and 1ϕ9.3 strand for NGS2 and NGS4, and 2ϕ9.3 strands for NGS3 and NGS5; (f) All rebars are fully anchored to their capacity, while strands are anchored to approximately 50% of their capacity for NGS2 and NGS3, and to about 20% of their capacity for NGS4 and NGS5. The beam was loaded with a concentrated force at the free end using two hydraulic pistons, under incremental displacement and a quasi-static loading regime. Displacements were applied cyclically in both directions, with a low loading rate that prevented the generation of significant inertia forces (ACI 2013) (Popa et al. 2015) (FEMA 2007) (Popa et al. 2019). The displacement loading protocol consisted of 11 stages, each with 3 complete cycles, corresponding to relative displacements of 0.20%, 0.25%, 0.35%, 0.50%, 0.75%, 1.00%, 1.40%, 1.75%, 2.20%, 2.75%, and 3.50%. This protocol followed the acceptance criteria for frames with rigid joints based on experimental tests outlined in ACI T1.1-01 ‘Acceptance Criteria for Moment Frames Based on Structural Testing’ (ACI 2001) and the ‘Guide for Testing Reinforced Concrete Structural Elements under Slowly Applied Simulated Seismic Loads’ (ACI 2013). During the tests, the applied load values, measured deformations, and crack development were recorded. 3 Test results All tested modules exhibited a high deformation capacity (exceeding 3%), with no structural failures observed during the experiments. The hysteretic response under incremental loading is shown in Fig. 6 (see also Fig. 2 ). Compared to the reference module NGS1, both NGS2 and NGS4 showed an increase of about 20% in the maximum force (from DF2) when the beam was loaded for positive bending moments. In contrast, NGS3 and NGS5 recorded decreases of 45% and 75%, respectively (Fig. 6 and Fig. 7 ). It can be observed that when the reinforcement is mixed (bars and strand), the maximum positive bending moment increases. However, when the lower beam fibre is reinforced only with partially anchored strand, the bending capacity decreases, as expected. The maximum negative bending moment (reinforced with 2ϕ16) showed variations of up to 7% across the five tested modules. The ratio of final to initial stiffness, based on measurements, was 0.11 (DF2) and 0.13 (DF1) for NGS1. For the other modules, it varied from − 60% (DF2) for NGS5 to + 34% (DF2) for NGS4, and from − 48% (DF1) for NGS4 to + 42% (DF1) for NGS3. The lack of consistency in stiffness differences between the reference module (NGS1) and the others (NGS2, NGS3, NGS4, and NGS5) may be attributed to two factors: first, the partially anchored strands, where sliding led to significant residual deformations (Fig. 7 ), which in turn caused substantial degradation of the concrete (through cracking and expulsion) in the compressed region at the beam end. Second, uncontrolled degradation of the concrete in the core of the beam-column joint resulted from the back-and-forth motion of the sliding strand. No element failed in shear, but inclined cracks appeared on the lateral face of the beam-column joint in three out of the five specimens (NGS1, NGS2, and NGS4) as shown in Fig. 8 . Specifically, all specimens with reinforcing bars fully anchored for both positive and negative bending moments, when subjected to large drifts from DF1, developed inclined cracks in the joint (Fig. 8 ). Shear cracks also formed at the end of the beam in NGS1. In NGS5, cracks began perpendicular to the beam axis and, as they propagated, developed a slightly inclined path, indicating a combination of bending and shear stress (under the forces from DF2). The dominant cracking observed in all five tested specimens was bending-related (cracks perpendicular to the beam axis), as shown in Fig. 8 . In NGS1, bending cracks were closely spaced, with small intervals between them of approximately 0.3 h w . In contrast, in NGS2, NGS3, NGS4, and NGS5, the cracks were more widely spaced, with the distance between them increasing to about 0.5 hw. Additionally, in NGS5, normal (perpendicular) cracks appeared only on the side of the beam reinforced with two bars (passive reinforcement anchored to capacity). On the side reinforced with two partially anchored strands (at about 20% of capacity), the beam remained uncracked. The rotation of the beam under positive bending moment (from DF1) occurred only from the opening of a crack at the beam-column interface, combined with the elastic deformation of the stretched concrete, which had a negligible contribution to the total rotation. A third type of crack occurred at the interface between the reinforcing bars and the concrete. These cracks were visible on the lateral face of the beams along the anchorage of the reinforcing bars in the beam-column joint (in all tested specimens), and were also observed locally, over short lengths (about 70 mm) in front of the ϕ16 bars (Fig. 8 ). The maximum crack opening was observed in the crack perpendicular to the beam axis, localized at the column interface (Fig. 8 ). However, in specimens NGS1, NGS2, and NGS3, this crack extended into the interior of the column, reaching the intersection with the longitudinal reinforcement. The maximum crack opening at positive bending moment (from DF1) and the relationship between it and the imposed drift were similar across all five specimens (Fig. 9 , brown curves). The maximum crack opening reached 8–10 mm in the final loading cycle (brown curves in Fig. 9 ). At negative bending moment (from DF2), the crack opening was approximately equal to that measured at positive bending moment in NGS1, but in NGS2, NGS3, and NGS4, it ranged between 50% and 65% of the positive bending value, and in NGS5, it was only about one fifth of that. 4 Evaluation of structural performance and acceptance criteria For acceptance, test results on each frame module must meet several criteria (ACI 2001), Fig. 10: (a) The maximum force in the third loading cycle at the 3.5% drift stage must be at least 75% of the maximum force recorded during all stages and cycles for the same loading direction (Tab. 1, col. 4). (b) The relative energy dissipation, β, calculated from the measured results for the third loading cycle at the 3.5% drift stage, must be at least 0.125 (Tab. 1, col. 5). In previous experimental studies, it was observed that for frame structures with semi-rigid joints made from partially prefabricated elements, β ≅ 0.30 was obtained at 3.5% drift (Toader 2015) (Toader & Kiss 2014). For hybrid reinforced concrete modules with prestressing at 2.5% drift, β ≅ 0.13 was recorded (Faur 2012). At a drift of 3.0%, β values of ≅ 0.30 (Cheok, Stone & Nakaki 1996) and ≅ 0.40 (Fathi et al. 2017) were obtained for reinforced concrete modules, β ≅ 0.17 for hybrid reinforced concrete with prestressing (Cheok, Stone & Nakaki 1996), and β ≅ 0.10 for prestressed concrete modules (Stanton & Mole 1994) (Priestley 1993). In a frame building, compared to the test module, damping is also provided by incursions into the post-elastic behaviour (plastic hinge) of the columns at the base of the frame. Therefore, the β value for frames with rigid joints is likely to be higher than that obtained from module tests; (c) The secant stiffness, determined from the measured results for the third loading cycle at the 3.5% drift stage, must be at least 5% of the secant stiffness calculated from the first loading stage at initial drift (Tab. 1, col. 6). K DF2 is the secant stiffness corresponding to a positive bending moment (from DF2), and K DF1 is the secant stiffness corresponding to a negative bending moment (from DF1); (d) The column must not fail. xxx Table 1 Evaluation of the performance of the tested specimens (NGS1-NGS5) in relation to the qualification criteria provided by ACI T1.1-01 (ACI 2001) and ACI 374.2R-13 (ACI 2013), based on experimental results. Maximum force Minimum force F max / F min Energy dissipation capacity Final stiffness / Initial stiffness 1 2 3 4 5 6 / / Absolute Relative / / kN kN - kN∙m - - NGS1 33.7 -54.4 31.3 -51.5 0.928 0.947 1.5398 0.2654 0.111 0.130 NGS2 40.6 -54.8 37.7 -52.8 0.929 0.964 1.5349 0.2434 0.078 0.143 NGS4 41.4 -52.2 34.2 -50.7 0.826 0.971 0.6968 0.1255 0.149 0.067 NGS3 18.5 -56.0 11.2 -53.2 0.605 0.950 0.5295 0.1135 0.045 0.185 NGS5 8.3 -58.1 5.9 -57.3 0.711 0.986 0.3765 0.0768 0.044 0.119 Qualifi-cation criteria - - ≥ 0.75 - ≥ 0.125 ≥ 0.05 5 Conclusions Based on the experimental study (Tab. 1), it can be concluded that: (a) The beam-column module (NGS1), in accordance with the provisions of EC8-1/2004 and P100-1/2013, has demonstrated favourable mechanical behaviour in terms of energy dissipation, rotation capacity, cracking patterns, shear force, and bending moment resistance of the beam, column, and beam-column joint. It successfully meets the acceptance criteria outlined in ACI T1.1-01 (ACI 2001) and ACI 374.2R-13 (ACI 2013); (b) Compared to the reference specimen NGS1 (reinforced concrete beam-column joint with steel ribbed rebars as longitudinal reinforcement, with ductility class C), which meets all the requirements of P100-1/2013 and EC8-1/2004, all specimens with partially anchored strands in the joint revealed sufficient rotation capacity (moment-curvature) but exhibited reduced energy dissipation. NGS2 showed a decrease in energy dissipation of less than 1%, while NGS3-NGS5 experienced much more significant reductions, ranging from 55% to 76%. (c) NGS1, NGS2, and NGS4 meet all the requirements set by the acceptance criteria in ACI T1.1-01 (ACI 2001) and ACI 374.2R-13 (ACI 2013). However, although NGS2 has a higher percentage of reinforcement at positive bending moment (due to the addition of a strand anchored at 50% of its capacity at the tensioned fibre), its energy capacity decreased by 8%, and the cracking behaviour was more unfavourable compared to NGS1. This was due to the formation of wide cracks as a closed contour, followed by displacement of the concrete in that area. For NGS4, the situation is even more unfavourable, with energy dissipation reduced by 47% compared to NGS1; (d) the use of partially bonded strand reinforcement in joints for reinforced concrete frame structures with rigid joints has proven to be either ineffective (NGS2) or detrimental (NGS4) in terms of energy dissipation; (e) the conclusions drawn from the quantitative analysis (based on mathematical calculations using data from structural tests), which indicate that the dissipated energy decreases with the introduction of partially anchored strands in the joint, are further confirmed by the cracking patterns of the tested specimens. The reference specimen, NGS1, exhibited significant cracking, distributed over a length greater than twice the beam height, with symmetry on both sides. In contrast, the other specimens showed greater spacing between cracks, fewer cracks overall, and symmetrical cracking only in NGS2 and NGS4. In NGS3 and NGS5, the cracking was asymmetrical; (f) It was observed that the use of partially anchored strands (50% of the required anchoring length for strand in NGS2 and NGS3, and 20% in NGS4 and NGS5): o allowed the strand to slide both in tension and compression each time; o provided sufficient rotation capacity, with no strand breakages recorded. This contrasts with elements reinforced with fully anchored, prestressed strands, where the rotation capacity is considerably lower, and failure occurs through strand breakage (Chirițescu et al. 2013a) (Chirițescu et al. 2013b) (Chirițescu 2016); o showed lack of dowel effect in shear when strands without rebars were used for the tensioned fibre. (g) The hydrogel behaviour observed in small specimens (with strands embedded in concrete tested for pullout) is also evident on a larger scale in bending-stressed elements, as seen in the force-displacement curves of NGS3 and NGS5. Regarding design practice, considering the previous conclusions, the following recommendations can be made: (a) The use of strands as reinforcement, without being combined in the same fibre with rebars (e.g., B500C ribbed steel), is not recommended for beam-column joints in frame structures with rigid nodes designed to dissipate seismic energy; (b) Relying on the energy dissipated by the sliding of partially anchored strands in the joint has proven ineffective, or even detrimental, to the energy dissipation mechanism. Therefore, in beams reinforced with strands at the extreme fibres (bottom and/or top), it is recommended stop the active reinforcement at the column face together with breaking their adhesion along the potential plastic length of the beam. (c) It is confirmed to start the anchorage length of the longitudinal reinforcement in the beam at the joint, in frame structures with rigid nodes designed for high ductility class (DCH), from the face of the column plus 5 diameters. Experiments have shown that, in most cases, beam cracking due to bending moments did not occur at the column face but deeper within the column, roughly along the longitudinal reinforcement. In practice, the normal crack extended into the column through the thickness of the concrete cover and the stirrup bar, until it encountered the longitudinal reinforcement in the column. Declarations Funding and Acknowledgments The research program is funded and hosted by the Technical University of Cluj-Napoca, under GNAC ARUT 2023, research grant with registration number 7/01-07-2024, ID 6834, namely “Structuri cu Amortizare vâscoelastică și capacitate de Auto-centrare Bioinspirate de Arbori Coniferi (RO)/Structures with viscoelastic damping and self-centering capacity bioinspired by Spruce trees (EN)” https://research.utcluj.ro/index.php/lansare-competitii.html (accessed on 11 October 2024). The precast concrete factory S.C. CON-A S.R.L. in Sibiu, Romania, produced and sponsored the tested specimens. Additionally, CSI Romania offered free software licenses of ETABS and SAP 2000. To all people who made the implementation of the research program possible, the authors owe them gratitude. Data availability The data that support the findings of this study are available from the corresponding author upon reasonable request. Author Contribution Conceptualization, drawings, writing—original draft preparation, visualization and translation: T.-N.T.; methodology, validation, formal analysis, data curation and supervision: A.F. and T.-N.T. All authors have read and agreed to the published version of the manuscript. Conflict of interest statements The authors declare no conflicts of interest. References ACI 374.1 (2013) Guide for testing reinforced concrete structural elements under slowly applied simulated seismic loads. 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Sci Rep 14, 12327 (2024). https://doi.org/10.1038/s41598-024-63083-y Joju, J., Ou, Y.-C.., Liu, Y.-C., Hsu, W.-C., Hsieh, Y. (2022). Unstressed Steel Strands as Longitudinal Reinforcement in Reinforced Concrete Elements. (2022) . Unstressed Steel Strands as Longitudinal Reinforcement in Reinforced Concrete Elements. Conference: 8th Asia Conference on Earthquake Engineering. Taipei, Taiwan. https://www.researchgate.net/publication/368646910_Unstressed_Steel_Strands_as_Longitudinal_Reinforcement_in_Reinforced_Concrete_Elements Ou, Y.-C., Joju, J., Hsieh, M.-Y. (2023). Seismic behavior of reinforced concrete beam-column joints with unstressed steel strands fully or partially used for beam longitudinal reinforcement. Journal of Building Engineering 67 (105932) https://doi.org/10.1016/j.jobe.2023.105932 Ou, Y.-C., Joju, J., Hsieh, M.-Y. (2022). Cyclic behavior of shear-critical concrete columns with unstressed steel strands as longitudinal reinforcement, Engineering Structures, 264(114465). https://doi.org/10.1016/j.engstruct.2022.114465. Kim, J., Stanton, J., MacRae, G., Day, S., Sugata, M. (2004). Cyclic load testing of precast hybrid frame connections. 13th World Conference on Earthquake Engineering Vancouver, B.C., Canada. https://www.iitk.ac.in/nicee/wcee/article/13_1671.pdf Luo, J., Yuan, S., Zhao, J., & Sun, Y. (2023). Seismic Behavior of Concrete Columns Reinforced with Weakly Bonded Ultra-High Strength Rebars and Confined by Steel Tubes. Materials, 16(21), 6868. https://doi.org/10.3390/ma16216868 Fang, H., Shi, H.-R., Li, X.-H., Wang, C.-L., Zeng, B. (2024). Experimental evaluation of bonded/unbonded prestressed precast concrete joints under repetitive loading scenarios: Seismic performance and retrofit intervention. Engineering Structures, 321 (118980). https://doi.org/10.1016/j.engstruct.2024.118980 EngIekrk, R. E. (2002). Design-Construction of The Paramount — A 39-Story Precast Prestressed Concrete Apartment Building. 47(4), pp. 56-7. https://doi.org/10.15554/pcij.07012002.56.71 Popa, V., Papurcu, A., Cotofana, D., Pascu, R. (2015). Experimental testing on emulative connections for precast columns using grouted corrugated steel sleeves. Bull Earthquake Eng, 13, 2429–2447. https://doi.org/10.1007/s10518-014-9715-9 FEMA (2007) Interim testing protocols for determining the seismic performance characteristics of structural and non-structural components, Report No. FEMA 461. Washington DC, US. Popa, V., Lozincă, E., Papurcu, A., Pavel, M., Iovănică, E. (2019). Studiu experimental privind îmbinările grinzilor prefabricate cu continuitate de moment. Revista Construcțiilor, 161, pp.52-58, https://www.revistaconstructiilor.eu/index.php/2019/08/01/studiu-experimental-privind-imbinarile-grinzilor-prefabricate-cu-continuitate-de-moment/ Chirițescu, M., Kiss, Z., Mureșan R.-M. (2013a). A finite element numerical simulation on different types of prestressed concrete Columns. In 13th International Scientific Conference VSU 2013, Sofia-Bulgaria. Chirițescu, M., Kiss, Z., Mureșan R.-M. (2013b). An experimental study on a series of three types of prestressed concrete columns. In 13th International Scientific Conference VS 2013, Sofia-Bulgaria. Chirițescu, M. (2016). Utilizarea precomprimării la elemente prefabricate lungi din beton, solicitate preponderent la compresiune cu Încovoiere. PhD Thesis, UTCN, Cluj-Napoca. Fardis MN, Biskinis DE (2003) Deformation capacity of RC members, as controlled by flexure or shear. Proceeding. In: Kabeyasawa T, Shiohara H (eds) Performance-based engineering for earthquake resistant reinforced concrete structure. Department of Arhitecture, University of Tokyo, Tokyo, pp 511–530 Cite Share Download PDF Status: Posted Version 1 posted You are reading this latest preprint version Research Square lets you share your work early, gain feedback from the community, and start making changes to your manuscript prior to peer review in a journal. As a division of Research Square Company, we’re committed to making research communication faster, fairer, and more useful. We do this by developing innovative software and high quality services for the global research community. Our growing team is made up of researchers and industry professionals working together to solve the most critical problems facing scientific publishing. Also discoverable on Platform About Our Team In Review Editorial Policies Advisory Board Help Center Resources Author Services Accessibility API Access RSS feed Manage Cookie Preferences © Research Square 2026 | ISSN 2693-5015 (online) Privacy Policy Terms of Service Do Not Sell My Personal Information {"props":{"pageProps":{"initialData":{"identity":"rs-6862735","acceptedTermsAndConditions":true,"allowDirectSubmit":true,"archivedVersions":[],"articleType":"Research Article","associatedPublications":[],"authors":[{"id":470290273,"identity":"aa6a21ea-71c7-47df-8a32-4a5300385132","order_by":0,"name":"Andrei Faur","email":"","orcid":"","institution":"Technical University of Cluj Napoca Faculty of Civil Engineering: Universitatea Tehnica Cluj Napoca Facultatea de Constructii","correspondingAuthor":false,"prefix":"","firstName":"Andrei","middleName":"","lastName":"Faur","suffix":""},{"id":470290274,"identity":"c2e3ee8b-38ee-40cc-91a1-ff6578720f24","order_by":1,"name":"Traian-Nicu Nicu Toader","email":"data:image/png;base64,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","orcid":"https://orcid.org/0000-0002-6170-1623","institution":"Technical University of Cluj Napoca Faculty of Civil Engineering: Universitatea Tehnica Cluj Napoca Facultatea de Constructii","correspondingAuthor":true,"prefix":"","firstName":"Traian-Nicu","middleName":"Nicu","lastName":"Toader","suffix":""}],"badges":[],"createdAt":"2025-06-10 11:53:14","currentVersionCode":1,"declarations":"","doi":"10.21203/rs.3.rs-6862735/v1","doiUrl":"https://doi.org/10.21203/rs.3.rs-6862735/v1","draftVersion":[],"editorialEvents":[],"editorialNote":"","failedWorkflow":false,"files":[{"id":84819036,"identity":"9853e11b-73b3-4174-a6ae-0eb748dedff1","added_by":"auto","created_at":"2025-06-17 15:57:01","extension":"png","order_by":1,"title":"Figure 1","display":"","copyAsset":false,"role":"figure","size":136048,"visible":true,"origin":"","legend":"\u003cp\u003eFormwork of the specimens (a), specimen prior to casting (b) and test setup (c) (all dimensions are in mm). TD1 is a displacement transducer (0.0001 mm) which monitors beam deflection at end; CM1 and CM2 are electronic micrometres (0.001 mm) for determination of normal strain in concrete and reinforcement due to bending; F1-5 are wired micrometres (0.1 mm) monitoring the specimen displacements at ends; while DF1 and DF2 represent the position of the load cell (0.0001 kN) used to record the force magnitude.\u003c/p\u003e","description":"","filename":"1.png","url":"https://assets-eu.researchsquare.com/files/rs-6862735/v1/1d9b91939e1bf3ddcca020bc.png"},{"id":84819033,"identity":"2373473a-a31e-46db-8f50-7d1a4004850e","added_by":"auto","created_at":"2025-06-17 15:57:01","extension":"png","order_by":2,"title":"Figure 2","display":"","copyAsset":false,"role":"figure","size":59399,"visible":true,"origin":"","legend":"\u003cp\u003eDisplacement loading protocol applied at the free end of the beam. The lateral drift is to be evaluated considering the total deflection of tested module, cumulating deformation of the beam and column.\u003c/p\u003e","description":"","filename":"2.png","url":"https://assets-eu.researchsquare.com/files/rs-6862735/v1/126c87c847d9ff553a7d0f8b.png"},{"id":84819038,"identity":"5fa52ece-4f90-42b8-a05d-85ccd9e6c92e","added_by":"auto","created_at":"2025-06-17 15:57:01","extension":"png","order_by":3,"title":"Figure 3","display":"","copyAsset":false,"role":"figure","size":49560,"visible":true,"origin":"","legend":"\u003cp\u003eReinforcement layout of reference specimen NGS1 (all dimensions are in mm)\u003c/p\u003e","description":"","filename":"3.png","url":"https://assets-eu.researchsquare.com/files/rs-6862735/v1/9bf03b0df7253cfe8dfaba56.png"},{"id":84821772,"identity":"bda2ce4e-c8d1-4907-9c90-6e75b2688ae2","added_by":"auto","created_at":"2025-06-17 16:13:01","extension":"png","order_by":4,"title":"Figure 4","display":"","copyAsset":false,"role":"figure","size":101987,"visible":true,"origin":"","legend":"\u003cp\u003eReinforcement layout of specimens NGS2 and NGS3 (all dimensions are in mm)\u003c/p\u003e","description":"","filename":"4.png","url":"https://assets-eu.researchsquare.com/files/rs-6862735/v1/1fb4306e6125d92f19ed31ba.png"},{"id":84819901,"identity":"9c9430c3-4edd-4824-9847-877a7e17acb3","added_by":"auto","created_at":"2025-06-17 16:05:01","extension":"png","order_by":5,"title":"Figure 5","display":"","copyAsset":false,"role":"figure","size":104884,"visible":true,"origin":"","legend":"\u003cp\u003eReinforcement layout of specimens NGS4 and NGS5 (all dimensions are in mm)\u003c/p\u003e","description":"","filename":"5.png","url":"https://assets-eu.researchsquare.com/files/rs-6862735/v1/2712ce9c1b1dce30d667b913.png"},{"id":84819039,"identity":"4bc0285b-a275-40fe-ada7-03f093393add","added_by":"auto","created_at":"2025-06-17 15:57:01","extension":"png","order_by":6,"title":"Figure 6","display":"","copyAsset":false,"role":"figure","size":100642,"visible":true,"origin":"","legend":"\u003cp\u003eRecorded hysteresis curves, force (kN) versus displacement (mm) at the end of the and the envelope of the last loading-unloading cycle, of each specimen NGS1 to NGS5. The curves are represented with the absolute displacement at the free end of the beam (rotation of the column is included).\u003c/p\u003e","description":"","filename":"6.png","url":"https://assets-eu.researchsquare.com/files/rs-6862735/v1/cf7c72b582c7555a3eac1190.png"},{"id":84819904,"identity":"ee4a4397-b048-471a-b472-c6442d946a43","added_by":"auto","created_at":"2025-06-17 16:05:02","extension":"png","order_by":7,"title":"Figure 7","display":"","copyAsset":false,"role":"figure","size":89215,"visible":true,"origin":"","legend":"\u003cp\u003eRecorded hysteretic behaviour, force (kN) versus drift (%) and the envelope of the last loading-unloading cycle, of each specimen NGS1 to NGS5. The plots include both the rotation of the beam as well as of the column (total rotation is considered).\u003c/p\u003e","description":"","filename":"7.png","url":"https://assets-eu.researchsquare.com/files/rs-6862735/v1/6bf635442127759657faea9b.png"},{"id":84819069,"identity":"08fd4020-2946-4940-8abe-7abbc7670623","added_by":"auto","created_at":"2025-06-17 15:57:02","extension":"png","order_by":8,"title":"Figure 8","display":"","copyAsset":false,"role":"figure","size":46591,"visible":true,"origin":"","legend":"\u003cp\u003eCrack pattern of specimens NGS1 to NGS5 after the testing protocol was completed and unloaded (measured drift: 3.5%).\u003c/p\u003e","description":"","filename":"8.png","url":"https://assets-eu.researchsquare.com/files/rs-6862735/v1/421cb2a883316b7d0c8c1c0e.png"},{"id":84819906,"identity":"ba865d01-9d47-4c5e-896f-27fe9d016471","added_by":"auto","created_at":"2025-06-17 16:05:02","extension":"png","order_by":9,"title":"Figure 9","display":"","copyAsset":false,"role":"figure","size":116347,"visible":true,"origin":"","legend":"\u003cp\u003eEvolution of crack opening, maximum width (mm) versus drift (%) obtained experimentally. The plots are represented for the relative displacement at the free end of the beam (rotation of the column is deducted).\u003c/p\u003e","description":"","filename":"9.png","url":"https://assets-eu.researchsquare.com/files/rs-6862735/v1/2eaeb1266311e313806b8bc0.png"},{"id":84819056,"identity":"820e8710-29e7-472f-b5c1-9a59c3c66f33","added_by":"auto","created_at":"2025-06-17 15:57:02","extension":"png","order_by":10,"title":"Figure 10","display":"","copyAsset":false,"role":"figure","size":71648,"visible":true,"origin":"","legend":"\u003cp\u003eGraphic representation for acceptance criteria in ACI T1.1.-01 (ACI 2001)\u003c/p\u003e","description":"","filename":"10.png","url":"https://assets-eu.researchsquare.com/files/rs-6862735/v1/04a36a8ba39076907907f043.png"},{"id":91168056,"identity":"ac792c6a-2cbd-4322-993e-c1ac6e1a76f4","added_by":"auto","created_at":"2025-09-12 11:06:16","extension":"pdf","order_by":0,"title":"","display":"","copyAsset":false,"role":"manuscript-pdf","size":1128256,"visible":true,"origin":"","legend":"","description":"","filename":"manuscript.pdf","url":"https://assets-eu.researchsquare.com/files/rs-6862735/v1/643f96a1-1f65-4cca-b93e-f3b091deda57.pdf"}],"financialInterests":"","formattedTitle":"Experimental testing on reinforced concrete beam-column connections with strand slippage for seismic design","fulltext":[{"header":"1 Introduction","content":"\u003cp\u003eFor moment resisting frame structures, seismic energy dissipation is designed to occur mainly through incursions into the post-elastic domain (plastic hinging, namely critical regions in EC8 (CEN \u003cspan class=\"CitationRef\"\u003e2004\u003c/span\u003e) and P100-1 (MDRAP \u003cspan class=\"CitationRef\"\u003e2013\u003c/span\u003e)) at both ends of each span of primary seismic beam frames, represented by the cracking of concrete and yielding of reinforcement. The length of the critical regions at beams is l\u003csub\u003ecr\u003c/sub\u003e = h\u003csub\u003ew\u003c/sub\u003e (where h\u003csub\u003ew\u003c/sub\u003e denotes the height of the beam) for structures designed for medium ductility class - DCM (5.4.3.1.2 (1)P, EN 1998-1:2004), respectively l\u003csub\u003ecr\u003c/sub\u003e = 1.5 h\u003csub\u003ew\u003c/sub\u003e for those designed for high ductility class - DCH (5.5.3.1.3 (1)P, EN 1998-1:2004) (CEN \u003cspan class=\"CitationRef\"\u003e2004\u003c/span\u003e). Applying the provisions of EN 1998-1:2004 to frames with precast prestressed concrete beams, it is necessary that the strands are unbonded along the critical regions, the only continuous reinforcement (top and bottom) being the passive ones anchored in the beam-column joint. These measures result from the different values of elongation at breaking of the strands (e.g. \u0026epsilon;\u003csub\u003euk\u003c/sub\u003e\u0026thinsp;=\u0026thinsp;3,5% for Y1860 S7) compared to the ordinary reinforcement (e.g. \u0026epsilon;\u003csub\u003euk\u003c/sub\u003e\u0026thinsp;=\u0026thinsp;7,5% for B500 C). By complying with these provisions, the plastic rotational capacity of the beam end can be calculated as for a reinforced concrete cross-section, and in most cases, values obtained indicate a high plastic rotational capacity.\u003c/p\u003e\n\u003cp\u003eThere is great interest in finding adequate solutions for steel strands to be used as longitudinal reinforcement in concrete moment frame structures (Yu et al. \u003cspan class=\"CitationRef\"\u003e2020\u003c/span\u003e) (Mao \u0026amp; Wang \u003cspan class=\"CitationRef\"\u003e2021\u003c/span\u003e) (Pang \u0026amp; Li \u003cspan class=\"CitationRef\"\u003e2024\u003c/span\u003e) for seismic design, but successful results were recorded when tendons were prestressed, mostly for structures with precast members endowed with self-centering property, where the strands are positioned centrically to generate a restoring force and having little contribution to the bending moment capacity of the member (Priestley et al. \u003cspan class=\"CitationRef\"\u003e1999\u003c/span\u003e) (EngIekrk \u003cspan class=\"CitationRef\"\u003e2002\u003c/span\u003e) (Faur, \u003cspan class=\"CitationRef\"\u003e2012\u003c/span\u003e) (Kiss \u003cspan class=\"CitationRef\"\u003e2018\u003c/span\u003e) (fib 2003) (fib 2008) (fib 2016) (Fang et al \u003cspan class=\"CitationRef\"\u003e2024\u003c/span\u003e), and seldomly for structures with strands in the upper chord (Liao et al. \u003cspan class=\"CitationRef\"\u003e2024\u003c/span\u003e). The before cited experimental investigations showed that large drifts (e.g. 3.50%) with no sudden loss in strength nor stiffness were achieved for specimens with unbonded strands. Nevertheless, (Ou et al. \u003cspan class=\"CitationRef\"\u003e2022\u003c/span\u003e), (Joju et al. \u003cspan class=\"CitationRef\"\u003e2022\u003c/span\u003e) and (Ou et al. \u003cspan class=\"CitationRef\"\u003e2023\u003c/span\u003e) tested novel beam-column specimens (namely EJM and IJM) designed with seven-wire strands as partial replacement of longitudinal ductile reinforcing steel rebars B420C with steel strands of Y1860 and results pointed out the following: the specimens failed by plastic hinging of the beam near the column, a reduction of up to 34% of energy dissipation (A\u003csub\u003eh\u003c/sub\u003e) when compared with the reinforced concrete control specimen (namely EJD), the drift capacities were above 5.0% and the equivalent viscous damping (\u0026xi;) reduced to 0.29 for the IJM specimen and to 0.32 for the EJM compared to the conventionally reinforced concrete control specimen (EJD) for which \u0026xi;\u0026thinsp;=\u0026thinsp;0.43. Similar results were obtained for concrete columns reinforced with partially bonded ultra-high strength rebars (Luo et al. \u003cspan class=\"CitationRef\"\u003e2023\u003c/span\u003e).\u003c/p\u003e\n\u003cp\u003eThe paper presents experimental results for a proposed technical solution involving the low anchoring of bonded strands in the beam-column joint. The ends of the strands along the depth of the joint are either embedded in standard concrete (C30/37) (labelled as NGS2 and NGS3) or in grout with the same concrete strength, but with only 40% of the tension strength (labelled as NGS4 and NGS5), allowing for reduced bond and smoother slippage of the strand. The pull-out strength of the strand was determined experimentally (Toader et al. \u003cspan class=\"CitationRef\"\u003e2024\u003c/span\u003e) for both standard concrete (V3 and V4) and concrete with same compression strength but reduced tensile strength (V6), following a biomimetic approach (Toader et al. \u003cspan class=\"CitationRef\"\u003e2024\u003c/span\u003e). The end of the strand is partially anchored in the beam-column joint on a short length so that during seismic actions a controlled slide of the strand in the concrete takes place, with a back-and-forth movement. This proposal brings two advantages: strands may be left as bonded in the critical regions (it will no longer be necessary to create an unbonded segment on each strand at the critical length from the ends of the beam) and occurrence of damping by degradation due to controlled slippage of the strands in the beam-column joint. In this way, the plastic rotational capacity of the beam end is not reduced and the amount of seismic energy dissipated may be increased through additional damping.\u003c/p\u003e\n\u003cp\u003eThe geometry of the tested specimens is shown in Fig.\u0026nbsp;1(a) and one of the reinforcement cages (namely NGS2) prior to casting in Fig.\u0026nbsp;1(b). The testing setup depicted in Fig.\u0026nbsp;1(c) includes a stiff steel frame bolted on a strong floor and the concrete specimen inside of the frame. The displacements of the specimen are monitored at the ends of the column and beam using displacement transducer (labelled with F1-5 and TD1).\u003c/p\u003e\n\u003cp\u003eAdditionally, the issue of reinforced concrete frames with rigid joints in seismic areas can be reduced to address the following key aspects: the beam-column joint, ensuring the beams have sufficient plastic rotation capacity, and meeting energy dissipation requirements. The experimental study focuses on measuring the plastic rotation capacity and hysteresis behaviour reinforced concrete beams with various configurations for beam-column joints with moment continuity and monolithic joints. A comparison with reference specimen is made and conclusions regarding the influence of partially anchored strands on plastic rotation capacity and energy dissipation are drawn.\u003c/p\u003e"},{"header":"2 Testing program","content":"\u003cp\u003eThe minimum acceptance criteria for new moment-resisting frames located in high seismic regions that do not fully meet the prescriptive requirements of the technical regulations are defined in the standard ACI T1.1-01 \u0026quot;Acceptance Criteria for Moment Frames Based on Structural Testing. Reported by ACI Innovation Task Group 1 and Collaborators\u0026quot; (ACI 2001), developed by the American Concrete Institute in the United States of America. In the absence of similar Romanian or European standards, ACI T1.1-01 (ACI 2001) may be used for designing reinforced concrete frames that follow the strong column/weak beam principle but do not fully meet the requirements of the seismic design code P100-1/2013 (MDRAP 2013) or the standard SR EN 1998-1/2004 (CEN 2004). The acceptance of a new structural solution is based on experimental evidence and mathematical analysis. The procedure for designing the test module, its configuration, the testing method, and the criteria for evaluating satisfactory performance are briefly outlined below:\u003c/p\u003e\n\u003cp\u003e(a)\u0026nbsp; \u0026nbsp;The tested specimens must be reliable and predictable in terms of stiffness, strength, deformation capacity and dissipated energy, in accordance with the acceptance criteria;\u003c/p\u003e\n\u003cp\u003e(b)\u0026nbsp; \u0026nbsp;In sizing the specimens to be tested, the generic shape of the prototype frame meant to be evaluated is preserved. The transition from prototype to model is achieved by scaling down the dimensions of structural elements (e.g., formwork and reinforcement), as well as their load-bearing capacity and applied loads. The design process accounts for material nonlinearity (including cracking), element and joint deformations, and cyclic loading effects. The model\u0026rsquo;s dimensions (including reinforcement) and loading conditions can be determined using the theory of similitude (Nicoreac et al., 2010);\u003c/p\u003e\n\u003cp\u003e(c)\u0026nbsp; \u0026nbsp;Experimental tests will be conducted in an independent specialized facility, under the supervision of an engineer with experience in the seismic design of structures;\u003c/p\u003e\n\u003cp\u003e(d)\u0026nbsp; \u0026nbsp;At least one specimen shall be tested for each configuration used (e.g. beam-column joint with segments of the structural elements concurrent in the joint), and the scale of the model relative to the prototype shall be at least 1:3;\u003c/p\u003e\n\u003cp\u003e(e)\u0026nbsp; \u0026nbsp;The specimens are tested under cyclic loading with displacement control. For each relative displacement (drift) value, three consecutive alternating cycles are applied, starting with an initial drift within the linear elastic response range of the specimen. Testing continues with a gradual increase in drift, at least 25% and up to 50% greater than the previous drift, until a relative displacement of 3.5% is reached or exceeded (Fig. 2). The use of a slowly applied equivalent seismic load is acceptable (ACI 2013);\u003c/p\u003e\n\u003cp\u003e(f) \u0026nbsp; \u0026nbsp;Data recording during the experiment must enable both quantitative and qualitative assessment of the specimen\u0026apos;s structural performance.\u003c/p\u003e\n\u003cp\u003eAn experimental test program was conducted to determine the hysteretic behaviour of the joint. Several T-shaped beam-column specimens (with edge joint at the intermediate level with column segments and beam end) were tested under alternating loading-unloading cycles, beyond the elastic behaviour limit. The structural elements were scaled down to 1:2 using theory of similitude. The materials used included concrete of strength class C30/37, reinforced with B500 C rebars (steel ribbed bars) and Y1770 S7 strands (with 7 smooth steel wires).\u003c/p\u003e\n\u003cp\u003eThe reinforcement details of each of the 5 specimens is given in Figs. 3, 4 and 5 and can be described as follows:\u003c/p\u003e\n\u003cp\u003e(a)\u0026nbsp; \u0026nbsp;Each module is designed to comply with the strong column - weak beam principle, the bending bearing capacity of the column being greater than that of the beam concurrent in the joint;\u003c/p\u003e\n\u003cp\u003e(b)\u0026nbsp; \u0026nbsp;The development of a potential plastic region (i.e. plastic hinge) in the beam over a length of 1.5∙h\u003csub\u003ew\u003c/sub\u003e (where h\u003csub\u003ew\u003c/sub\u003e is the beam height), measured from the edge of the column, is ensured by providing adequate shear and rotational capacity to facilitate the formation of this failure mechanism;\u003c/p\u003e\n\u003cp\u003e(c)\u0026nbsp; \u0026nbsp;The module geometry is preserved for all 5 specimens NGS1-5;\u003c/p\u003e\n\u003cp\u003e(d)\u0026nbsp; \u0026nbsp;Specimen NGS1 fully meets the specific requirements for reinforced concrete frame structures with rigid joints as outlined in the seismic design codes EC8 (CEN 2004) and P100-1 (MDRAP 2013), and is used as the benchmark in the study;\u003c/p\u003e\n\u003cp\u003e(e)\u0026nbsp; \u0026nbsp;The transverse reinforcement of both the column and beam is identical across all specimens, as is the column\u0026apos;s longitudinal reinforcement. The variation lies in the beam\u0026apos;s longitudinal reinforcement. For a negative bending moment, 2ϕ16 rebars are used, while for a positive bending moment, the following configurations are applied: 2ϕ12 rebars for NGS1, 2ϕ12 rebars and 1ϕ9.3 strand for NGS2 and NGS4, and 2ϕ9.3 strands for NGS3 and NGS5;\u003c/p\u003e\n\u003cp\u003e(f) \u0026nbsp; All rebars are fully anchored to their capacity, while strands are anchored to approximately 50% of their capacity for NGS2 and NGS3, and to about 20% of their capacity for NGS4 and NGS5.\u003c/p\u003e\n\u003cp\u003eThe beam was loaded with a concentrated force at the free end using two hydraulic pistons, under incremental displacement and a quasi-static loading regime. Displacements were applied cyclically in both directions, with a low loading rate that prevented the generation of significant inertia forces (ACI 2013) (Popa et al. 2015) (FEMA 2007) (Popa et al. 2019). The displacement loading protocol consisted of 11 stages, each with 3 complete cycles, corresponding to relative displacements of 0.20%, 0.25%, 0.35%, 0.50%, 0.75%, 1.00%, 1.40%, 1.75%, 2.20%, 2.75%, and 3.50%. This protocol followed the acceptance criteria for frames with rigid joints based on experimental tests outlined in ACI T1.1-01 \u0026lsquo;Acceptance Criteria for Moment Frames Based on Structural Testing\u0026rsquo; (ACI 2001) and the \u0026lsquo;Guide for Testing Reinforced Concrete Structural Elements under Slowly Applied Simulated Seismic Loads\u0026rsquo; (ACI 2013). During the tests, the applied load values, measured deformations, and crack development were recorded.\u003c/p\u003e"},{"header":"3 Test results","content":"\u003cp\u003eAll tested modules exhibited a high deformation capacity (exceeding 3%), with no structural failures observed during the experiments. The hysteretic response under incremental loading is shown in Fig.\u0026nbsp;\u003cspan refid=\"Fig5\" class=\"InternalRef\"\u003e6\u003c/span\u003e (see also Fig.\u0026nbsp;\u003cspan refid=\"Fig1\" class=\"InternalRef\"\u003e2\u003c/span\u003e). Compared to the reference module NGS1, both NGS2 and NGS4 showed an increase of about 20% in the maximum force (from DF2) when the beam was loaded for positive bending moments. In contrast, NGS3 and NGS5 recorded decreases of 45% and 75%, respectively (Fig.\u0026nbsp;\u003cspan refid=\"Fig5\" class=\"InternalRef\"\u003e6\u003c/span\u003e and Fig.\u0026nbsp;\u003cspan refid=\"Fig6\" class=\"InternalRef\"\u003e7\u003c/span\u003e). It can be observed that when the reinforcement is mixed (bars and strand), the maximum positive bending moment increases. However, when the lower beam fibre is reinforced only with partially anchored strand, the bending capacity decreases, as expected. The maximum negative bending moment (reinforced with 2ϕ16) showed variations of up to 7% across the five tested modules. The ratio of final to initial stiffness, based on measurements, was 0.11 (DF2) and 0.13 (DF1) for NGS1. For the other modules, it varied from \u0026minus;\u0026thinsp;60% (DF2) for NGS5 to +\u0026thinsp;34% (DF2) for NGS4, and from \u0026minus;\u0026thinsp;48% (DF1) for NGS4 to +\u0026thinsp;42% (DF1) for NGS3. The lack of consistency in stiffness differences between the reference module (NGS1) and the others (NGS2, NGS3, NGS4, and NGS5) may be attributed to two factors: first, the partially anchored strands, where sliding led to significant residual deformations (Fig.\u0026nbsp;\u003cspan refid=\"Fig6\" class=\"InternalRef\"\u003e7\u003c/span\u003e), which in turn caused substantial degradation of the concrete (through cracking and expulsion) in the compressed region at the beam end. Second, uncontrolled degradation of the concrete in the core of the beam-column joint resulted from the back-and-forth motion of the sliding strand.\u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003cp\u003eNo element failed in shear, but inclined cracks appeared on the lateral face of the beam-column joint in three out of the five specimens (NGS1, NGS2, and NGS4) as shown in Fig.\u0026nbsp;\u003cspan refid=\"Fig7\" class=\"InternalRef\"\u003e8\u003c/span\u003e. Specifically, all specimens with reinforcing bars fully anchored for both positive and negative bending moments, when subjected to large drifts from DF1, developed inclined cracks in the joint (Fig.\u0026nbsp;\u003cspan refid=\"Fig7\" class=\"InternalRef\"\u003e8\u003c/span\u003e). Shear cracks also formed at the end of the beam in NGS1. In NGS5, cracks began perpendicular to the beam axis and, as they propagated, developed a slightly inclined path, indicating a combination of bending and shear stress (under the forces from DF2).\u003c/p\u003e \u003cp\u003eThe dominant cracking observed in all five tested specimens was bending-related (cracks perpendicular to the beam axis), as shown in Fig.\u0026nbsp;\u003cspan refid=\"Fig7\" class=\"InternalRef\"\u003e8\u003c/span\u003e. In NGS1, bending cracks were closely spaced, with small intervals between them of approximately 0.3 h\u003csub\u003ew\u003c/sub\u003e. In contrast, in NGS2, NGS3, NGS4, and NGS5, the cracks were more widely spaced, with the distance between them increasing to about 0.5 hw. Additionally, in NGS5, normal (perpendicular) cracks appeared only on the side of the beam reinforced with two bars (passive reinforcement anchored to capacity). On the side reinforced with two partially anchored strands (at about 20% of capacity), the beam remained uncracked. The rotation of the beam under positive bending moment (from DF1) occurred only from the opening of a crack at the beam-column interface, combined with the elastic deformation of the stretched concrete, which had a negligible contribution to the total rotation.\u003c/p\u003e \u003cp\u003eA third type of crack occurred at the interface between the reinforcing bars and the concrete. These cracks were visible on the lateral face of the beams along the anchorage of the reinforcing bars in the beam-column joint (in all tested specimens), and were also observed locally, over short lengths (about 70 mm) in front of the ϕ16 bars (Fig.\u0026nbsp;\u003cspan refid=\"Fig7\" class=\"InternalRef\"\u003e8\u003c/span\u003e).\u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003cp\u003eThe maximum crack opening was observed in the crack perpendicular to the beam axis, localized at the column interface (Fig.\u0026nbsp;\u003cspan refid=\"Fig7\" class=\"InternalRef\"\u003e8\u003c/span\u003e). However, in specimens NGS1, NGS2, and NGS3, this crack extended into the interior of the column, reaching the intersection with the longitudinal reinforcement. The maximum crack opening at positive bending moment (from DF1) and the relationship between it and the imposed drift were similar across all five specimens (Fig.\u0026nbsp;\u003cspan refid=\"Fig8\" class=\"InternalRef\"\u003e9\u003c/span\u003e, brown curves). The maximum crack opening reached 8\u0026ndash;10 mm in the final loading cycle (brown curves in Fig.\u0026nbsp;\u003cspan refid=\"Fig8\" class=\"InternalRef\"\u003e9\u003c/span\u003e). At negative bending moment (from DF2), the crack opening was approximately equal to that measured at positive bending moment in NGS1, but in NGS2, NGS3, and NGS4, it ranged between 50% and 65% of the positive bending value, and in NGS5, it was only about one fifth of that.\u003c/p\u003e \u003cp\u003e \u003c/p\u003e"},{"header":"4 Evaluation of structural performance and acceptance criteria","content":"\u003cp\u003eFor acceptance, test results on each frame module must meet several criteria (ACI 2001), Fig. 10:\u003c/p\u003e\n\u003cp\u003e(a)\u0026nbsp; \u0026nbsp;The maximum force in the third loading cycle at the 3.5% drift stage must be at least 75% of the maximum force recorded during all stages and cycles for the same loading direction (Tab. 1, col. 4).\u003c/p\u003e\n\u003cp\u003e(b) The relative energy dissipation, \u0026beta;, calculated from the measured results for the third loading cycle at the 3.5% drift stage, must be at least 0.125 (Tab. 1, col. 5). In previous experimental studies, it was observed that for frame structures with semi-rigid joints made from partially prefabricated elements, \u0026beta;\u0026nbsp;\u0026cong;\u0026nbsp;0.30 was obtained at 3.5% drift (Toader 2015) (Toader \u0026amp; Kiss 2014). For hybrid reinforced concrete modules with prestressing at 2.5% drift, \u0026beta;\u0026nbsp;\u0026cong;\u0026nbsp;0.13 was recorded (Faur 2012). At a drift of 3.0%, \u0026beta; values of\u0026nbsp;\u0026cong;\u0026nbsp;0.30 (Cheok, Stone \u0026amp; Nakaki 1996) and\u0026nbsp;\u0026cong;\u0026nbsp;0.40 (Fathi et al. 2017) were obtained for reinforced concrete modules, \u0026beta;\u0026nbsp;\u0026cong;\u0026nbsp;0.17 for hybrid reinforced concrete with prestressing (Cheok, Stone \u0026amp; Nakaki 1996), and \u0026beta;\u0026nbsp;\u0026cong;\u0026nbsp;0.10 for prestressed concrete modules (Stanton \u0026amp; Mole 1994) (Priestley 1993). In a frame building, compared to the test module, damping is also provided by incursions into the post-elastic behaviour (plastic hinge) of the columns at the base of the frame. Therefore, the \u0026beta; value for frames with rigid joints is likely to be higher than that obtained from module tests;\u003c/p\u003e\n\u003cp\u003e(c)\u0026nbsp; \u0026nbsp;\u0026nbsp;The secant stiffness, determined from the measured results for the third loading cycle at the 3.5% drift stage, must be at least 5% of the secant stiffness calculated from the first loading stage at initial drift (Tab. 1, col. 6). K\u003csup\u003eDF2\u003c/sup\u003e is the secant stiffness corresponding to a positive bending moment (from DF2), and K\u003csup\u003eDF1\u003c/sup\u003e is the secant stiffness corresponding to a negative bending moment (from DF1);\u003c/p\u003e\n\u003cp\u003e(d) \u0026nbsp; The column must not fail. xxx\u003c/p\u003e\n\u003cp style='margin-top:0in;margin-right:.55pt;margin-bottom:12.0pt;margin-left:0in;text-align:justify;text-indent:-.55pt;line-height:104%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cstrong\u003e\u003cspan style=\"font-size:13px;line-height:104%;\"\u003eTable 1 \u003c/span\u003e\u003c/strong\u003e\u003cspan style=\"font-size:13px;line-height:104%;\"\u003eEvaluation of the performance of the tested specimens (NGS1-NGS5) in relation to the qualification criteria provided by ACI T1.1-01 (ACI 2001) and ACI 374.2R-13 (ACI 2013), based on experimental results.\u003c/span\u003e\u003c/p\u003e\n\u003ctable style=\"border-collapse: collapse;border: none;width: 601px;\"\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 49.4pt;border: 1pt solid black;padding: 0in 5.4pt;vertical-align: top;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:left;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e\u0026nbsp;\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd colspan=\"2\" style=\"width:70.85pt;border:solid black 1.0pt;border-left:none;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003eMaximum force\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd colspan=\"2\" style=\"width:70.9pt;border:solid black 1.0pt;border-left:none;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003eMinimum force\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd colspan=\"2\" style=\"width:70.85pt;border:solid black 1.0pt;border-left:none;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003eF\u003csub\u003emax\u0026nbsp;\u003c/sub\u003e/ F\u003csub\u003emin\u003c/sub\u003e\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd colspan=\"2\" style=\"width:109.3pt;border:solid black 1.0pt;border-left:none;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003eEnergy dissipation capacity\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd colspan=\"2\" style=\"width:79.5pt;border:solid black 1.0pt;border-left:none;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003eFinal stiffness / Initial stiffness\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 49.4pt;border-right: 1pt solid black;border-bottom: 1pt solid black;border-left: 1pt solid black;border-image: initial;border-top: none;padding: 0in 5.4pt;vertical-align: top;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e1\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd colspan=\"2\" style=\"width: 70.85pt;border-top: none;border-left: none;border-bottom: 1pt solid black;border-right: 1pt solid black;padding: 0in 5.4pt;vertical-align: top;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e2\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd colspan=\"2\" style=\"width: 70.9pt;border-top: none;border-left: none;border-bottom: 1pt solid black;border-right: 1pt solid black;padding: 0in 5.4pt;vertical-align: top;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e3\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd colspan=\"2\" style=\"width: 70.85pt;border-top: none;border-left: none;border-bottom: 1pt solid black;border-right: 1pt solid black;padding: 0in 5.4pt;vertical-align: top;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e4\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd colspan=\"2\" style=\"width: 109.3pt;border-top: none;border-left: none;border-bottom: 1pt solid black;border-right: 1pt solid black;padding: 0in 5.4pt;vertical-align: top;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e5\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd colspan=\"2\" style=\"width: 79.5pt;border-top: none;border-left: none;border-bottom: 1pt solid black;border-right: 1pt solid black;padding: 0in 5.4pt;vertical-align: top;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e6\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 49.4pt;border-right: 1pt solid black;border-bottom: 1pt solid black;border-left: 1pt solid black;border-image: initial;border-top: none;padding: 0in 5.4pt;vertical-align: top;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:left;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e\u0026nbsp;\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width:35.4pt;border-top:none;border-left:none;border-bottom: solid black 1.0pt;border-right:solid black 1.0pt;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp 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style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:left;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e\u0026nbsp;\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd colspan=\"2\" style=\"width: 70.85pt;border-top: none;border-left: none;border-bottom: 1pt solid black;border-right: 1pt solid black;padding: 0in 5.4pt;vertical-align: top;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cem\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003ekN\u003c/span\u003e\u003c/em\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd colspan=\"2\" style=\"width: 70.9pt;border-top: none;border-left: none;border-bottom: 1pt solid black;border-right: 1pt solid black;padding: 0in 5.4pt;vertical-align: top;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cem\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003ekN\u003c/span\u003e\u003c/em\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd colspan=\"2\" style=\"width: 70.85pt;border-top: none;border-left: none;border-bottom: 1pt solid black;border-right: 1pt solid black;padding: 0in 5.4pt;vertical-align: top;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cem\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e-\u003c/span\u003e\u003c/em\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 54.65pt;border-top: none;border-left: none;border-bottom: 1pt solid black;border-right: 1pt solid black;padding: 0in 5.4pt;vertical-align: top;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cem\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003ekN∙m\u003c/span\u003e\u003c/em\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 54.65pt;border-top: none;border-left: none;border-bottom: 1pt solid black;border-right: 1pt solid black;padding: 0in 5.4pt;vertical-align: top;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cem\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e-\u003c/span\u003e\u003c/em\u003e\u003c/p\u003e\n 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New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003eNGS1\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width:35.4pt;border-top:none;border-left:none;border-bottom: solid black 1.0pt;border-right:solid black 1.0pt;background:#8DD873;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e33.7\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width:35.45pt;border-top:none;border-left:none;border-bottom:solid black 1.0pt;border-right:solid black 1.0pt;background:#8DD873;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e-54.4\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width:35.45pt;border-top:none;border-left:none;border-bottom:solid black 1.0pt;border-right:solid black 1.0pt;background:#8DD873;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e31.3\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width:35.45pt;border-top:none;border-left:none;border-bottom:solid black 1.0pt;border-right:solid black 1.0pt;background:#8DD873;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e-51.5\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width:35.4pt;border-top:none;border-left:none;border-bottom: solid black 1.0pt;border-right:solid black 1.0pt;background:#8DD873;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e0.928\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width:35.45pt;border-top:none;border-left:none;border-bottom:solid black 1.0pt;border-right:solid black 1.0pt;background:#8DD873;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e0.947\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width:54.65pt;border-top:none;border-left:none;border-bottom:solid black 1.0pt;border-right:solid black 1.0pt;background:#8DD873;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e1.5398\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 54.65pt;border-top: none;border-left: none;border-bottom: 1pt solid black;border-right: 1pt solid black;background: rgb(141, 216, 115);padding: 0in 5.4pt;vertical-align: top;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e0.2654\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 39.55pt;border-top: none;border-left: none;border-bottom: 1pt solid black;border-right: 1pt solid black;background: rgb(141, 216, 115);padding: 0in 5.4pt;vertical-align: bottom;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;color:black;\"\u003e0.111\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 39.95pt;border-top: none;border-left: none;border-bottom: 1pt solid black;border-right: 1pt solid black;background: rgb(141, 216, 115);padding: 0in 5.4pt;vertical-align: bottom;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;color:black;\"\u003e0.130\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 49.4pt;border-right: 1pt solid black;border-bottom: 1pt solid black;border-left: 1pt solid black;border-image: initial;border-top: none;background: rgb(179, 229, 161);padding: 0in 5.4pt;vertical-align: top;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:left;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003eNGS2\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width:35.4pt;border-top:none;border-left:none;border-bottom: solid black 1.0pt;border-right:solid black 1.0pt;background:#B3E5A1;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e40.6\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width:35.45pt;border-top:none;border-left:none;border-bottom:solid black 1.0pt;border-right:solid black 1.0pt;background:#B3E5A1;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e-54.8\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width:35.45pt;border-top:none;border-left:none;border-bottom:solid black 1.0pt;border-right:solid black 1.0pt;background:#B3E5A1;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e37.7\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width:35.45pt;border-top:none;border-left:none;border-bottom:solid black 1.0pt;border-right:solid black 1.0pt;background:#B3E5A1;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e-52.8\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width:35.4pt;border-top:none;border-left:none;border-bottom: solid black 1.0pt;border-right:solid black 1.0pt;background:#B3E5A1;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e0.929\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width:35.45pt;border-top:none;border-left:none;border-bottom:solid black 1.0pt;border-right:solid black 1.0pt;background:#B3E5A1;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e0.964\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width:54.65pt;border-top:none;border-left:none;border-bottom:solid black 1.0pt;border-right:solid black 1.0pt;background:#B3E5A1;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e1.5349\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 54.65pt;border-top: none;border-left: none;border-bottom: 1pt solid black;border-right: 1pt solid black;background: rgb(179, 229, 161);padding: 0in 5.4pt;vertical-align: top;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e0.2434\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width:39.55pt;border-top:none;border-left:none;border-bottom:solid black 1.0pt;border-right:solid black 1.0pt;background:#B3E5A1;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e0.078\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd 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style=\"font-size:13px;line-height:109%;\"\u003eNGS4\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width:35.4pt;border-top:none;border-left:none;border-bottom: solid black 1.0pt;border-right:solid black 1.0pt;background:#D9F2D0;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e41.4\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width:35.45pt;border-top:none;border-left:none;border-bottom:solid black 1.0pt;border-right:solid black 1.0pt;background:#D9F2D0;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New 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style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e-50.7\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width:35.4pt;border-top:none;border-left:none;border-bottom: solid black 1.0pt;border-right:solid black 1.0pt;background:#D9F2D0;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e0.826\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width:35.45pt;border-top:none;border-left:none;border-bottom:solid black 1.0pt;border-right:solid black 1.0pt;background:#D9F2D0;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e0.971\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width:54.65pt;border-top:none;border-left:none;border-bottom:solid black 1.0pt;border-right:solid black 1.0pt;background:#D9F2D0;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e0.6968\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 54.65pt;border-top: none;border-left: none;border-bottom: 1pt solid black;border-right: 1pt solid black;background: rgb(217, 242, 208);padding: 0in 5.4pt;vertical-align: top;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e0.1255\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 39.55pt;border-top: none;border-left: none;border-bottom: 1pt solid black;border-right: 1pt solid black;background: rgb(217, 242, 208);padding: 0in 5.4pt;vertical-align: top;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e0.149\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 39.95pt;border-top: none;border-left: none;border-bottom: 1pt solid black;border-right: 1pt solid black;background: rgb(217, 242, 208);padding: 0in 5.4pt;vertical-align: top;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e0.067\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 49.4pt;border-right: 1pt solid black;border-bottom: 1pt solid black;border-left: 1pt solid black;border-image: initial;border-top: none;background: rgb(217, 217, 217);padding: 0in 5.4pt;vertical-align: top;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:left;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003eNGS3\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width:35.4pt;border-top:none;border-left:none;border-bottom: solid black 1.0pt;border-right:solid black 1.0pt;background:#D9D9D9;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e18.5\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width:35.45pt;border-top:none;border-left:none;border-bottom:solid black 1.0pt;border-right:solid black 1.0pt;background:#D9D9D9;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e-56.0\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width:35.45pt;border-top:none;border-left:none;border-bottom:solid black 1.0pt;border-right:solid black 1.0pt;background:#D9D9D9;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e11.2\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width:35.45pt;border-top:none;border-left:none;border-bottom:solid black 1.0pt;border-right:solid black 1.0pt;background:#D9D9D9;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e-53.2\u003c/span\u003e\u003c/p\u003e\n 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style=\"font-size:13px;line-height:109%;\"\u003e0.950\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width:54.65pt;border-top:none;border-left:none;border-bottom:solid black 1.0pt;border-right:solid black 1.0pt;background:#D9D9D9;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e0.5295\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 54.65pt;border-top: none;border-left: none;border-bottom: 1pt solid black;border-right: 1pt solid black;background: rgb(217, 217, 217);padding: 0in 5.4pt;vertical-align: top;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New 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style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e8.3\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width:35.45pt;border-top:none;border-left:none;border-bottom:solid black 1.0pt;border-right:solid black 1.0pt;background:#A6A6A6;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e-58.1\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width:35.45pt;border-top:none;border-left:none;border-bottom:solid black 1.0pt;border-right:solid black 1.0pt;background:#A6A6A6;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e5.9\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width:35.45pt;border-top:none;border-left:none;border-bottom:solid black 1.0pt;border-right:solid black 1.0pt;background:#A6A6A6;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e-57.3\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width:35.4pt;border-top:none;border-left:none;border-bottom: solid black 1.0pt;border-right:solid black 1.0pt;background:#A6A6A6;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e0.711\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width:35.45pt;border-top:none;border-left:none;border-bottom:solid black 1.0pt;border-right:solid black 1.0pt;background:#A6A6A6;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e0.986\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width:54.65pt;border-top:none;border-left:none;border-bottom:solid black 1.0pt;border-right:solid black 1.0pt;background:#A6A6A6;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e0.3765\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 54.65pt;border-top: none;border-left: none;border-bottom: 1pt solid black;border-right: 1pt solid black;background: rgb(166, 166, 166);padding: 0in 5.4pt;vertical-align: top;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e0.0768\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 39.55pt;border-top: none;border-left: none;border-bottom: 1pt solid black;border-right: 1pt solid black;background: rgb(166, 166, 166);padding: 0in 5.4pt;vertical-align: top;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e0.044\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width: 39.95pt;border-top: none;border-left: none;border-bottom: 1pt solid black;border-right: 1pt solid black;background: rgb(166, 166, 166);padding: 0in 5.4pt;vertical-align: top;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e0.119\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd style=\"width: 49.4pt;border-right: 1pt solid black;border-bottom: 1pt solid black;border-left: 1pt solid black;border-image: initial;border-top: none;padding: 0in 5.4pt;vertical-align: top;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:left;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003eQualifi-cation criteria\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd colspan=\"2\" style=\"width:70.85pt;border-top:none;border-left:none;border-bottom:solid black 1.0pt;border-right:solid black 1.0pt;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e-\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd colspan=\"2\" style=\"width:70.9pt;border-top:none;border-left:none;border-bottom:solid black 1.0pt;border-right:solid black 1.0pt;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e-\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd colspan=\"2\" style=\"width:70.85pt;border-top:none;border-left:none;border-bottom:solid black 1.0pt;border-right:solid black 1.0pt;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e\u003cspan style=\"font-family: Gungsuh;\"\u003e\u0026ge; 0.75\u003c/span\u003e\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width:54.65pt;border-top:none;border-left:none;border-bottom:solid black 1.0pt;border-right:solid black 1.0pt;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e-\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd style=\"width:54.65pt;border-top:none;border-left:none;border-bottom:solid black 1.0pt;border-right:solid black 1.0pt;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e\u003cspan style=\"font-family: Gungsuh;\"\u003e\u0026ge; 0.125\u003c/span\u003e\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd colspan=\"2\" style=\"width:79.5pt;border-top:none;border-left:none;border-bottom:solid black 1.0pt;border-right:solid black 1.0pt;padding:0in 5.4pt 0in 5.4pt;\"\u003e\n \u003cp style='margin-top:0in;margin-right:0in;margin-bottom:1.5pt;margin-left:0in;text-align:center;text-indent:0in;line-height:109%;font-size:13px;font-family:\"Times New Roman\",serif;color:#131313;'\u003e\u003cspan style=\"font-size:13px;line-height:109%;\"\u003e\u003cspan style=\"font-family: Gungsuh;\"\u003e\u0026ge; 0.05\u003c/span\u003e\u003c/span\u003e\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n\u003c/table\u003e\n\u003cp\u003e\u003cimg 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\"\u003e\u003c/p\u003e"},{"header":"5 Conclusions","content":"\u003cp\u003eBased on the experimental study (Tab. 1), it can be concluded that:\u003c/p\u003e\n\u003cp\u003e(a)\u0026nbsp; \u0026nbsp;The beam-column module (NGS1), in accordance with the provisions of EC8-1/2004 and P100-1/2013, has demonstrated favourable mechanical behaviour in terms of energy dissipation, rotation capacity, cracking patterns, shear force, and bending moment resistance of the beam, column, and beam-column joint. It successfully meets the acceptance criteria outlined in ACI T1.1-01 (ACI 2001) and ACI 374.2R-13 (ACI 2013);\u003c/p\u003e\n\u003cp\u003e(b)\u0026nbsp; \u0026nbsp;Compared to the reference specimen NGS1 (reinforced concrete beam-column joint with steel ribbed rebars as longitudinal reinforcement, with ductility class C), which meets all the requirements of P100-1/2013 and EC8-1/2004, all specimens with partially anchored strands in the joint revealed sufficient rotation capacity (moment-curvature) but exhibited reduced energy dissipation. NGS2 showed a decrease in energy dissipation of less than 1%, while NGS3-NGS5 experienced much more significant reductions, ranging from 55% to 76%.\u003c/p\u003e\n\u003cp\u003e(c)\u0026nbsp; \u0026nbsp;NGS1, NGS2, and NGS4 meet all the requirements set by the acceptance criteria in ACI T1.1-01 (ACI 2001) and ACI 374.2R-13 (ACI 2013). However, although NGS2 has a higher percentage of reinforcement at positive bending moment (due to the addition of a strand anchored at 50% of its capacity at the tensioned fibre), its energy capacity decreased by 8%, and the cracking behaviour was more unfavourable compared to NGS1. This was due to the formation of wide cracks as a closed contour, followed by displacement of the concrete in that area. For NGS4, the situation is even more unfavourable, with energy dissipation reduced by 47% compared to NGS1;\u003c/p\u003e\n\u003cp\u003e(d)\u0026nbsp; \u0026nbsp;the use of partially bonded strand reinforcement in joints for reinforced concrete frame structures with rigid joints has proven to be either ineffective (NGS2) or detrimental (NGS4) in terms of energy dissipation;\u003c/p\u003e\n\u003cp\u003e(e)\u0026nbsp; \u0026nbsp;the conclusions drawn from the quantitative analysis (based on mathematical calculations using data from structural tests), which indicate that the dissipated energy decreases with the introduction of partially anchored strands in the joint, are further confirmed by the cracking patterns of the tested specimens. The reference specimen, NGS1, exhibited significant cracking, distributed over a length greater than twice the beam height, with symmetry on both sides. In contrast, the other specimens showed greater spacing between cracks, fewer cracks overall, and symmetrical cracking only in NGS2 and NGS4. In NGS3 and NGS5, the cracking was asymmetrical;\u003c/p\u003e\n\u003cp\u003e(f)\u0026nbsp; \u0026nbsp;\u0026nbsp;It was observed that the use of partially anchored strands (50% of the required anchoring length for strand in NGS2 and NGS3, and 20% in NGS4 and NGS5):\u0026nbsp;\u003c/p\u003e\n\u003cp\u003eo allowed the strand to slide both in tension and compression each time;\u003c/p\u003e\n\u003cp\u003eo provided sufficient rotation capacity, with no strand breakages recorded. This contrasts with elements reinforced with fully anchored, prestressed strands, where the rotation capacity is considerably lower, and failure occurs through strand breakage (Chirițescu et al. 2013a) (Chirițescu et al. 2013b) (Chirițescu 2016);\u003c/p\u003e\n\u003cp\u003eo showed lack of dowel effect in shear when strands without rebars were used for the tensioned fibre.\u003c/p\u003e\n\u003cp\u003e(g)\u0026nbsp; \u0026nbsp;The hydrogel behaviour observed in small specimens (with strands embedded in concrete tested for pullout) is also evident on a larger scale in bending-stressed elements, as seen in the force-displacement curves of NGS3 and NGS5.\u003c/p\u003e\n\u003cp\u003eRegarding design practice, considering the previous conclusions, the following recommendations can be made:\u003c/p\u003e\n\u003cp\u003e(a)\u0026nbsp; \u0026nbsp;The use of strands as reinforcement, without being combined in the same fibre with rebars (e.g., B500C ribbed steel), is not recommended for beam-column joints in frame structures with rigid nodes designed to dissipate seismic energy;\u003c/p\u003e\n\u003cp\u003e(b)\u0026nbsp; \u0026nbsp;Relying on the energy dissipated by the sliding of partially anchored strands in the joint has proven ineffective, or even detrimental, to the energy dissipation mechanism. Therefore, in beams reinforced with strands at the extreme fibres (bottom and/or top), it is recommended stop the active reinforcement at the column face together with breaking their adhesion along the potential plastic length of the beam.\u003c/p\u003e\n\u003cp\u003e(c) \u0026nbsp; It is confirmed to start the anchorage length of the longitudinal reinforcement in the beam at the joint, in frame structures with rigid nodes designed for high ductility class (DCH), from the face of the column plus 5 diameters. Experiments have shown that, in most cases, beam cracking due to bending moments did not occur at the column face but deeper within the column, roughly along the longitudinal reinforcement. In practice, the normal crack extended into the column through the thickness of the concrete cover and the stirrup bar, until it encountered the longitudinal reinforcement in the column.\u003c/p\u003e"},{"header":"Declarations","content":"\u003cp\u003e\u003cstrong\u003eFunding and Acknowledgments\u0026nbsp;\u003c/strong\u003eThe research program is funded and hosted by the Technical University of Cluj-Napoca, under GNAC ARUT 2023, research grant with registration number 7/01-07-2024, ID 6834, namely \u0026ldquo;Structuri cu Amortizare v\u0026acirc;scoelastică și capacitate de Auto-centrare Bioinspirate de Arbori Coniferi (RO)/Structures with viscoelastic damping and self-centering capacity bioinspired by Spruce trees (EN)\u0026rdquo; https://research.utcluj.ro/index.php/lansare-competitii.html (accessed on 11 October 2024). The precast concrete factory S.C. CON-A S.R.L. in Sibiu, Romania, produced and sponsored the tested specimens. Additionally, CSI Romania offered free software licenses of ETABS and SAP 2000. To all people who made the implementation of the research program possible, the authors owe them gratitude.\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003eData availability\u0026nbsp;\u003c/strong\u003eThe data that support the findings of this study are available from the corresponding author upon reasonable request.\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003eAuthor Contribution\u0026nbsp;\u003c/strong\u003eConceptualization, drawings, writing\u0026mdash;original draft preparation, visualization and translation: T.-N.T.; methodology, validation, formal analysis, data curation and supervision: A.F. and T.-N.T. All authors have read and agreed to the published version of the manuscript.\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003eConflict of interest statements\u003c/strong\u003e The authors declare no conflicts of interest.\u003c/p\u003e"},{"header":"References","content":"\u003col\u003e\n \u003cli\u003eACI 374.1 (2013) Guide for testing reinforced concrete structural elements under slowly applied simulated seismic loads. ACI Standard, Reported by ACI Committee 374, Farmington Hills, Michigan\u003c/li\u003e\n \u003cli\u003eACI T1.1-01 (2001) Acceptance criteria for moment frames based on structural testing (ACI T1.1-01) and commentary (ACI T1.1R-01). Reported by ACI Committee 374, Farmington Hills, Michigan, U.S.A.\u003c/li\u003e\n \u003cli\u003eCEN (2004) Eurocode 8: design of structures for earthquake resistance\u0026mdash;part 1: general rules, seismic actions and rules for buildings. European Standard EN 1998-1, Brussels\u003c/li\u003e\n \u003cli\u003eCheok, G. S., Stone, W. 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Department of Arhitecture, University of Tokyo, Tokyo, pp 511\u0026ndash;530\u003c/li\u003e\n\u003c/ol\u003e"}],"fulltextSource":"","fullText":"","funders":[],"hasAdminPriorityOnWorkflow":false,"hasManuscriptDocX":true,"hasOptedInToPreprint":true,"hasPassedJournalQc":"","hasAnyPriority":false,"hideJournal":true,"highlight":"","institution":"","isAcceptedByJournal":false,"isAuthorSuppliedPdf":false,"isDeskRejected":"","isHiddenFromSearch":false,"isInQc":false,"isInWorkflow":false,"isPdf":false,"isPdfUpToDate":true,"isWithdrawnOrRetracted":false,"journal":{"display":true,"email":"[email protected]","identity":"researchsquare","isNatureJournal":false,"hasQc":true,"allowDirectSubmit":true,"externalIdentity":"","sideBox":"","snPcode":"","submissionUrl":"/submission","title":"Research Square","twitterHandle":"researchsquare","acdcEnabled":true,"dfaEnabled":false,"editorialSystem":"","reportingPortfolio":"","inReviewEnabled":false,"inReviewRevisionsEnabled":true},"keywords":"Structural testing, Plastic rotation capacity, Moment resisting frame","lastPublishedDoi":"10.21203/rs.3.rs-6862735/v1","lastPublishedDoiUrl":"https://doi.org/10.21203/rs.3.rs-6862735/v1","license":{"name":"CC BY 4.0","url":"https://creativecommons.org/licenses/by/4.0/"},"manuscriptAbstract":"\u003cp\u003eSeismic analysis of concrete structures requires detailed information on how the members and their connections behave under large deformation cycles. Moment frames are commonly used in seismic regions, but achieving code compliance can be challenging when beams are reinforced with steel strands. This is due to the different elongation values at breaking for steel strands (e.g., ε\u003csub\u003euk\u003c/sub\u003e = 3.5% for Y1860 S7) compared to ordinary high-ductility steel reinforcement (e.g., ε\u003csub\u003euk\u003c/sub\u003e = 7.5% for B500 C). In such cases, the novel solution must be verified through calculations and, when possible, experimental testing. In the critical region of reinforced concrete structural members, both proper strength and ductility must be ensured, meaning there must be sufficient plastic rotation capacity. The results of a structural testing program on reinforced concrete beam-column connections for moment resisting frames in seismic regions are reported in this paper. Tests were carried out on scaled specimens at the Technical University of Cluj-Napoca. Five specimens were tested by a protocol consistent with the recommendations of ACI 374.2R-13, respectively ACI T.1.1R-01. Analysis of the recorded data showed that the hybrid specimens (a combination of steel rebars and bonded strands) have comparable hysteretic response and energy dissipation capacity as the reference one.\u003c/p\u003e","manuscriptTitle":"Experimental testing on reinforced concrete beam-column connections with strand slippage for seismic design","msid":"","msnumber":"","nonDraftVersions":[{"code":1,"date":"2025-06-17 15:56:56","doi":"10.21203/rs.3.rs-6862735/v1","editorialEvents":[{"type":"communityComments","content":0}],"status":"published","journal":{"display":true,"email":"[email protected]","identity":"researchsquare","isNatureJournal":false,"hasQc":true,"allowDirectSubmit":true,"externalIdentity":"","sideBox":"","snPcode":"","submissionUrl":"/submission","title":"Research Square","twitterHandle":"researchsquare","acdcEnabled":true,"dfaEnabled":false,"editorialSystem":"","reportingPortfolio":"","inReviewEnabled":false,"inReviewRevisionsEnabled":true}}],"origin":"","ownerIdentity":"266bf7f5-2a5e-4207-8b77-644d0372c5c1","owner":[],"postedDate":"June 17th, 2025","published":true,"recentEditorialEvents":[],"rejectedJournal":[],"revision":"","amendment":"","status":"posted","subjectAreas":[],"tags":[],"updatedAt":"2025-09-12T10:58:08+00:00","versionOfRecord":[],"versionCreatedAt":"2025-06-17 15:56:56","video":"","vorDoi":"","vorDoiUrl":"","workflowStages":[]},"version":"v1","identity":"rs-6862735","journalConfig":"researchsquare"},"__N_SSP":true},"page":"/article/[identity]/[[...version]]","query":{"redirect":"/article/rs-6862735","identity":"rs-6862735","version":["v1"]},"buildId":"8U1c8b4HqxoKbykW_rLl7","isFallback":false,"isExperimentalCompile":false,"dynamicIds":[84888],"gssp":true,"scriptLoader":[]}