土木毕业设计外文翻译--近表面埋置加固的钢筋混凝土梁抗弯性能实验研究.docVIP

AN EXPERIMENTAL STUDY ON FLEXURAL BEHAVIOR OF RC BEAMSSTRENGTHENED WITH NSM REINFORCEMENTWoo-Tai JUNG1, Young-Hwan PARK2, Jong-SupABSTRACT: This study presents the results of experiments performed on RC (Reinforced Concrete) beams strengthened with NSM(Near Surface Mounted) reinforcement. A total of 6 specimens have been tested. The specimens can be classified into EBR(Externally Bonded Reinforcement) specimen and NSM reinforcements specimens. Two NSM specimens with space variables were strengthened with 2 CFRP(Carbon Fiber Reinforced Polymer) strips. Experimental results revealed that NSMspecimens used CFRP reinforcements moreefficiently than the EBR specimens. Even if CFRP crosssection areas of NSM specimens have 30%,50% of EBR Specimen, the strengthening effect of NSMspecimens is superior to EBR specimen. NSM specimens with space variables showed that thstrengthening effect of the specimen with narrow space is slightly increased as compared to thespecimen with wide spaceuKEYWORDS: carbon fiber reinforced polymer, externally bonded CFRP reinforcements, nearsurface mounted CFRP reinforcements, strengthening1. INTRODUCTIONAmong the various strengthening techniques that have been developed and applied to strengthendeteriorated RC structures, a number of applications using FRP reinforcements have significantly increased recently. FRP reinforcements are bonded to concrete surfaces by adhesives but frequently experience debonding failure at the interface between FRP reinforcements and concrete. Most research, to date, has focused on investigating the strengthening effects and failure modes of EBR systemThe problem of premature failure of EBR system may be solved by increasing the interface between FRP and concrete. Using this principle, the NSM system has been introduced recently. The NSM system for concrete structure using steel reinforcement already began in 1940s. However, the corrosion of the steel reinforcement and the poor bonding performance of the grouting material largely impaired its application. The development of improved epoxy and the adoption of FRP reinforcement offered the opportunity to implement NSM system (Hassan and Rizkalla 2003; Tljsten and Carolin 2001). Because of their light weight, ease of installation, minimal labor costs and site constraints, high strength-to-weight ratios, and durability, FRP repair systems can provide an economically viable alternative to traditional repair systems and materials(Mirmiran et al. 2004). Rizkalla and Hassan (2002) have compared EBR and NSM system in terms of cost, including costs of materials and labor,and strengthening effect. They concluded that the NSM system was more cost-effective than the EBR system using CFRP strips.This experimental study investigates the applicability and strengthening performances of NSM using CFRP strips. For comparison, flexural tests on RC beams strengthened by EBR and by NSM have been performed. In addition, specimens with space variables have been tested to compare the strengthening performance by cross section with wide and narrow space.2. EXPERIMENTAL PROGRAM2.1 MANUFACTURE OF SPECIMENSA total of 6 specimens of simply supported RC beams with span of 3m have been cast. The details andcross-section of the specimens are illustrated in Figure 1. A concrete with compressive strength of31.3 MPa at 28 days has been used. Steel reinforcements D10(9.53mm) of SD40 have been arrangedwith steel ratio of 0.0041 and a layer of three D13(12.7mm) has been arranged as compressionreinforcements. Shear reinforcements of D10 have been located every 10 cm in the shear zone to avoidshear failure. Table 1 summarizes the material properties used for the test beams.2.2 EXPERIMENTAL PARAMETERSTable 2 lists the experimental parameters. The control specimen, an unstrengthened specimen, has been cast to compare the strengthening performances of the various systems. CPL-50-BOND, EBR specimen, has been strengthened with CFRP strip. The remaining 4 specimens were strengthened with NSM CFRP strips. Among the specimens strengthened with NSM reinforcements, an embedding64 depth of NSM-PL-15 and NSM-PL-25 is 15mm and 25mm, respectively. A space between grooves of NSM-PL-25*2 and NSM-PL-2S is 60mm and 120mm, respectively. The strengthened length of all thespecimens has been fixed to 2,700 mm2.3 INSTALLATION OF THE FRP REINFORCEMENTSFigure 2 shows the details of cross-sections of the specimens. The strengthening process of EBR specimen (CPL-50-BOND) was proceeded by the surface treatment using a grinder, followed by the bonding of the CFRP strip. The strengthened beams were cured at ambient temperature for 7 days for the curing of epoxy adhesive. The process for NSM strengthening progressed by cutting the grooves at the bottom of the beams using a grinder, cleaning the debris, and embedding the CFRP strip after application of the adhesive. The strengthened beams were cured for 3 days so that the epoxy adhesive achieves its design strength.2.4 LOADING AND MEASUREMENT METHODSAll specimens were subjected to 4-point bending tests to failure by means of UTM (Universal Testing Machine) with capacity of 980 kN. The loading was applied under displacement control at a speed of 0.02 mm/sec until the first 15 mm and 0.05 mm/sec from 15 mm until failure. The measurement of alltest data was recorded by a static data logger and a computer at intervals of 1 second. Electrical resistance strain gauges were fixed at mid-span and L/4 to measure the strain of steel reinforcements.Strain gauges to measure the strain of concrete were located at the top, 5 cm and 10 cm away from the top on one side at mid-span. Strain gauges were also placed on the FRP reinforcement located at the bottom of the mid-span and loaded points to measure the strain according to the loading process.3. EXPERIMENTAL RESULTS3.1 FAILURE MODESBefore cracking, all the strengthened specimens exhibited bending behavior similar to theunstrengthened specimen. This shows that the CFRP reinforcement is unable to contribute to the increase of the stiffness and strength in the elastic domain. However, after cracking, the bending stiffness and strength of the strengthened specimens were seen to increase significantly until failure compared to the unstrengthened specimens.Examining the final failure, the unstrengthened control specimen presented typical bending failure mode which proceeds by the yielding of steel reinforcement followed by compression failure of concrete. The failure of CPL-50-BOND, EBR specimen, began with the separation of CFRP reinforcement and concrete at mid-span to exhibit finally brittle debonding failure (Figure 3). Failure of NSM-PL-15, NSM specimen, occurred with the rupture of the FRP reinforcement. Failure of the remaining NSM specimens(NSM-PL-25, NSM-PL25*2, and NSM-PL-2S) occurred through the simultaneous separation of the CFRP reinforcement and epoxy from concrete (Figure 4, 5, and 6).Table 3 summarizes the failure modes.3.2 STRENGTHENING EFFECTFigure 7 ploted the load-deflection curves of EBR and NSM specimens. The specimens with EBR,CPL-50-BOND, presented ultimate load increased by 30% compared to the unstrengthened specimen, while NSM specimens (NSM-PL-15, NSM-PL-25) increased the ultimate load by 40 to 53%.Observation of Figure 7 reveals that even if CPL-50-BOND with relatively large cross-sectional areaof CFRP reinforcement developed larger initial stiffness, premature debonding failure occurred because its bonding area is much smaller than NSM-PL-15, NSM-PL-25. EBR specimen behaved similarly to the unstrengthened control specimen after debonding failure. In Figure 7, the stiffness of NSM specimens before yielding of steel reinforcement was smaller than the stiffness developed by EBR specimen because NSM specimens have the smaller cross-sectional area of CFRP reinforcement than EBR specimen. The ultimate load and yield load are seen to increasewith the cross-sectional area of NSM reinforcement.Examining the ultimate strain of FRP summarized in Table 3, the maximum strain for EBR specimenappears to attain 30% of the ultimate strain, and 80 to 100% for NSM specimens. This proves that the NSM system is utilizing CFRP reinforcement efficiently（2S with the same cross-sectional area as CPL-50-Bond resented ultimate load increased by 95%, 90% compared to the unstrengthened specimen,respectively. Considering the same cross-sectional area, the strengthening effect of NSM specimens issuperior to the EBR specimen. In Figure 8,NSM-PL-25*2 and NSM-PL-2S, NSM specimens with space variables,showed that the strengthening effect of the specimen with narrow spaceis slightly increased by 2.5%as compared to the specimen with wide space.4. CONCLUSIONSPerformance tests have been carried out on RC beams strengthened with NSM systems. The followingconclusions were derived from the experimental results.It has been seen that NSM specimens utilized the CFRP reinforcement more efficiently than the EBR specimen. According to the static loading test results, the strengthening performances were improvedin NSM specimens compared with EBR specimen. However, the specimens NSM-PL-25, NSM-PL-25*2 and NSM-PL-2S failed by the separation of the CFRP reinforcements and epoxy adhesive from the concrete. Consequently, it is necessary to take somecountermeasures to prevent debonding failure for NSM specimens.Considering the same cross-sectional area, the strengthening effect of NSM specimens is superior to EBR specimen. NSM-PL-25*2 and NSM-PL-2S, NSM specimens with space variables, showed that the strengthening effect of the specimen with narrow space is slightly increased as compared to the specimen with wide space.5. REFERENCES1. Hassan, T. and Rizkalla, S. (2003), Investigation of Bond in Concrete Structures Strengthenedwith Near Surface Mounted Carbon Fiber Reinforced Polymer Strips”, Journal of Composites for Construction, Vol 7, No. 3, pp. 248-2572. Tljsten, B. and Carolin, A. (2001), “Concrete Beams Strengthened with Near Surface MountedCFRP Laminates”, Proceeding of the fifth international conference of ibre-reinforced plastics forreinforced concrete structures (FRPRCS-5), Cambridge, UK, 16-18 July 2001, pp. 107-1163. Mirmiran, A., Shahawy, M., Nanni, A., and Karbhari, V. (2004), “Bonded Repair and Retrofit ofConcrete Structures Using FRP Composites”, Recommended Construction Specifications andProcess Control Manual, NCHRP Report 514, Transportation Research Board4. Rizkalla, S., and Hassan, T. (2002), “Effectiveness of FRP for Strengthening Concrete Bridges”,Structural Engineering International, Vol. 12, No. 2, pp. 89-95字典近表面埋置加固的钢筋混凝土梁抗弯性能实验研究Woo-Tai JUNG1, Young-Hwan PARK2, Jong-Sup PARK3摘要：本研究介绍了近表面贴埋置加固钢筋混凝土（RC）实验结果。共有6个试验试件。试件可分为EBR的（外部粘结）和NSM（近表埋置）两种。埋置两片CFRP（碳纤维增强聚合物）的试件埋置间距不同。实验结果表明，用碳纤维增强材料NSM试件比EBR试件更有效。即使NSM 试件断面面积是EBR的30和50，其效果也优于EBR试件。间距不同的试件结果表明，小间距略比大间距试件效果好。关键词：碳纤维增强复合材料，碳纤维增强材料外贴，近碳纤维增强材料表面安装，加固1简介在各种不同的技术的开发和应用，加强钢筋混凝土结构的技术越来越多，用玻璃钢增强混凝土的申请项目已显着多起来。玻璃钢加固混凝土表面的粘合胶，但经常在玻璃钢和混凝土界面脱粘导致失败。大多数研究，到今天为止，一直专注于加强调查EBR的影响和破坏模式系统。EBR的系统的过早失效的问题如果得到解决，就会增加玻璃钢和混凝土之间的接口的粘合度。利用这一原则，NSM系统被引进用于钢筋混凝土结构体系是在20世纪40年代开始的。然而，容易受腐蚀的钢筋和灌浆材料的胶合性能较差损害了其应用。提高环氧树脂的发展和采用玻璃钢加固所提供的机会实施NSM（Hassan和Rizkalla2003年; Tljsten和Carolin 2001年）。由于其重量轻，安装方便，最小的劳动力成本和场地条件，高强度与重量比，和耐用性，玻璃钢修复系统可以提供一个经济上可行替代传统的修复系统和材料（Mirmiran等。2004年）。 Rizkalla和Hassan（2002）EBR和NSM在成本方面的比较，包括原材料和劳动力成本的制度，还有强化作用等。他们的结论是，NSM系统在成本效益上更符合要求。为了便于比较，关于钢筋混凝土简支梁的抗弯试验EBR的和NSM开始做了。此外，间距变量试件进行测试，以比较通过加强断面宽和窄的间距影响。2实验项目2.1试样的制造 有6组钢筋混凝土简支梁的试件共300次已经实验。具有代表性的试件如图1所示。一个与混凝土抗压强度在28天31.3兆帕斯卡已被使用。钢筋D10中的SD40（9.53mm）已安排钢比0.0041和三个D13号层（12.7mm）已安排了压缩增援。增援的D10的剪切已经找到剪切带中的每一个10厘米，以避免剪切破坏。表1总结了材料试验梁的属性。图-1试件的细节表示图表-1试验梁的属性材料性能混凝土抗压强度（MPa） 31.3张力钢加强（D10中）屈服强度（MPa） 426拉伸强度（MPa）562直径（毫米）9.53面积（cm2）0.7133压缩钢加固（D13号）屈服强度（MPa） 481拉伸强度（MPa）608直径（毫米）12.7面积（cm2）1.267碳纤维带（光滑表面）厚度（毫米） 1.4拉伸强度（MPa）2452.59（GPA）的弹性模量165.49极限应变（）1.482.2实验参数表2列出了实验参数。控制试件，一不加强的试件， 被拿来比较各系统加强的状态。CPL- 50 卷，EBR的试件，加强了与碳纤维带。其余4个试件，加强了与NSM碳纤维带。内嵌加强了试件，嵌入分别为64对NSM-特等- 15和NSM-特等- 25深度为15mm和25mm，。沟槽之间的一个空间NSM-的PL- 25* 2和NSM-的PL- 2为60mm和120mm，分别为。加强的所有的长度试件已得到修复了二七零零毫米试件碳纤维复合材料试样面积（平方毫米）碳纤维复合材料碳纤维（）加强方法控制-不加强CPL-50-BOND70条0.1296EBR1NSM-PL-1521条0.0389NSM2)NSM-PL-2535条0.0648NSM2)NSM-PL-25*270条0.1296NSM-N3)NSM-PL-2S70条0.1296NSM-W4)1）EBR的：外部粘结2）NSM：近表埋置3）NSM- N的：2 NSM增援;槽空间：60毫米4）NSM瓦：2 NSM增援;槽空间：1202.3安装玻璃钢筋图2显示了跨越部分的试件的细节。 EBR的强化过程的试件（cpl- 50 粘合剂）是由表面进行研磨处理使用的，其次接合地带的碳纤维。加固梁凝结的7天环境温度环氧树脂胶粘剂的固化。加强对NSM进程在取得进展的沟槽切割底部横梁用粉碎机，清洗碎片，嵌入后的碳纤维带应用的胶粘剂。加固梁的3天凝结，可使环氧胶粘剂达到其设计强度。 图-2纤维增强塑料的加强2.4加载和测量方法所有试件受到4点弯曲测试，以衰竭的UTM手段（万能试验机）与980千牛的能力。根据应用的负载量为位移控制在速度0.02毫米/秒，直到第15毫米和0.05毫米/秒，从15毫米到失败。对所有测量测试数据记录静态数据记录器和一个1秒的间隔计算机。电电阻应变计固定在跨中和1 / 4来衡量钢筋应变。应变计来测量混凝土应变均位于上方，5厘米和10厘米的距离在顶部的一跨中的一面。应变计，存放在位于上玻璃钢加固中期的跨度和负载点底部测量应变根据加载过程。3实验结果3.1失效模式开裂前，所有试件展出弯曲性能加强类似的不加强试件。这表明，碳纤维加固是无法作出贡献增加的刚度和强度在弹性域。然而，在开裂，弯曲刚度和强度得到加强的试件被视为显着增加，直到失败相比unstrengthened试件。检查的最后失败，unstrengthened控制试件呈现典型的弯曲破坏模式，由钢筋屈服所得其次是压缩失败混凝土。对于cpl- 50 条，EBR的试件，故障开始与碳纤维分离加强和跨中混凝土脆性剥离终于表现出故障（图3）。失败对NSM-特等- 15，NSM试件，用玻璃钢加固破裂发生。发生故障其余NSM试件器（NSM-特等- 25，NSM- PL25* 2，和NSM-特等- 2）通过发生同时碳纤维加固的分离，从具体环氧树脂（图4，5和6）。表3总结了失败的模式表-3实验结果试件Py (k