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Journal articles on the topic 'Flexural member'

Author: Grafiati

Published: 4 June 2021

Last updated: 4 February 2022

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Zhou, Xin Gang, Hua Fang, Jun Yin Yan, and Peng Zhu. "The Study on Bond and Anchorage Behavior of RC Flexural Members with Inorganic Adhesive Powder." Applied Mechanics and Materials 166-169 (May 2012): 1696–701. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.1696.

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To study the anchorage performance of the inorganic post-installed RC flexural members in flexural test, this paper simulates the stress state of the inorganic post-installed RC flexural members in practical projects. Through cyclic loading test, the anchorage performance of the inorganic post-installed RC flexural members in the bending tensile conditions is checked. This paper studies the anchorage performance of the post-installed steel at the state of bending tension, such as: adhesion stress, bond-slip relationship, the load carrying capacity, deformation behavior of the flexural member, and compare with those of normal member. The result indicates that with anchorage length of 20D in flexure member, the load carrying capacity of the inorganic post-installed reinforced concrete is apparently worse to those of normal members under repeated loading test; In case that anchorage length is invariable, load carrying capacity can be significantly enhanced through improving the concrete strength level. The anchorage zone is easily damaged, and the steel is easily slipped, which result in the decrease of the load carrying capacity, so some measures must be taken if inorganic adhesive powder is used in practical projects.

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Kang, Su-Tae. "Comparison of Flexural Tensile Behaviors with Different Filling Directions in Producing UHPCC Flexural Member." Journal of the Korean Society of Civil Engineers 34, no. 2 (2014): 447. http://dx.doi.org/10.12652/ksce.2014.34.2.0447.

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Shokouhian, Mehdi, and Yongjiu Shi. "Classification of I-section flexural members based on member ductility." Journal of Constructional Steel Research 95 (April 2014): 198–210. http://dx.doi.org/10.1016/j.jcsr.2013.12.004.

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Yu, Jiangtao, and Junhong Ye. "Nacre inspired 3D printing construction for high performance structural member." MATEC Web of Conferences 275 (2019): 02005. http://dx.doi.org/10.1051/matecconf/201927502005.

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Inspired by the nacre’s hierarchically assembled structure, the authors tried to use ultra-high ductile cementitious composites (UHDCC) and stack approach to fabricate structure possessing high flexural ductility and load bearing capacity. A series of beams with specially design was constructed, i.e., monolithically cast beams, monolithically stacked beams and hierarchically stacked beams. Four-point bending tests were carried out to explore the effect of hierarchical assembly on load bearing capacity, flexural deformation and flexural toughness. The test results have indicated that the monolithically stacked beams outperform the monolithically cast beams in both deformability and loading bearing capacity, indicating the effectiveness of stack-based construction. Moreover, the setup of connect/separation between layers further improves the flexural ductility of the hierarchically stacked beams, as compared with the monolithically stacked beams. Digital Image Correlation (DIC) observations indicate that the nacreous-like structure of the hierarchically stacked beam helps to trigger crack deflecting and branching between layers and inside matrix, lead to limited slide between layers, thus effectively relieving concentrated strain inside matrix, postponing the emergence of the critical crack and consequently improving the flexural ductility of nacreous-like UHDCC beams.

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Mitsui, Kazuya, and Atsushi Sato. "Flexural Elastic Buckling Stress of Batten Type Light Gauge Built-Up Member." Civil and Environmental Engineering Reports 25, no. 2 (2017): 161–72. http://dx.doi.org/10.1515/ceer-2017-0027.

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Abstract In Japan, built-up member composed with light gauge is used for studs of shear wall. Flexural buckling stress of built-up compression member is evaluated by effective slenderness ratio. The effective slenderness ratio of light gauge built-up compression member is proposed for heavy sections; however, it is not verified that it can be adopted in light gauge. In this paper, full scale testing of light gauge built-up members are conducted. From the test results, it is shown that current Standard overestimates the buckling strength. Based on energy equilibrium theory, modified effective slenderness ratio for light gauge built-up member is derived. The validity of the modified effective slenderness ratio is shown with test results.

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Li, Wen Sheng, and Yi Heng He. "Comprehensive Evaluation of In-Service RC Flexural Member′s Reliability Based on Attribute Mathematics." Advanced Materials Research 163-167 (December 2010): 3009–14. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.3009.

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When the reliability analysis of in-service RC flexural member is carried on, an expert evaluation or AHP (analytical hierarchy process) for evaluation is commonly used, but human factors are big. This paper presents a comprehensive evaluation method of a existing RC flexural member’s reliability on the basis of attribute mathematics. According to the actual measured values of each index in the evaluation system, using a mathematical method to calculate weight, and build a comprehensive quantitative analysis model. Example analysis shows that this method can effectively identify and finely distinguish the reliability of in-service RC flexural members, which be much more objective and scientific compared with other previous methods.

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Kim, Mun-Gil, and Sung-Chul Chun. "Flexural Tests of Flexural Member with Welded Lap Splices of Non-Weldable Reinforcing Bars." Journal of the Korea Concrete Institute 30, no. 5 (2018): 489–96. http://dx.doi.org/10.4334/jkci.2018.30.5.489.

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Xiao, Tong Liang, and Hong Xing Qiu. "Theoretical Analysis on Flexural Behavior of Concrete Members Reinforced by Steel-Basalt FRP Composite Bars." Applied Mechanics and Materials 578-579 (July 2014): 236–39. http://dx.doi.org/10.4028/www.scientific.net/amm.578-579.236.

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Steel-Basalt FRP Composite Bar (S-BFCB) is a new kind of substitute material for longitudinal reinforcement, with high elastic modulus, stable post-yield stiffness and excellent corrosive resistance. It is made up of steel wrapped by basalt FRP in longitudinal direction. Based on mechanical properties of S-BFCB and the plane cross-section assumption, the moment-curvature relationship and stiffness on flexural members at different stages have been analyzed and verified by experiment. Flexural member reinforced by S-BFCB can make full use of the strength of FRP. By the principle of equivalent bar stiffness, the results show that the curvature and stiffness are almost the same results at pre-yield stage. While after yield, flexural member reinforced by S-BFCB has stable secondary stiffness and high bearing capacity. With the increase of fiber, the ultimate bearing capacity is improved.

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Jung, Jae Ho, Soon Jong Yoon, Sung Kun You, and Seok Goo Youn. "Effect of the Elastic Restraint by Adjacent Plate Component on the Local Buckling of Orthotropic Box-Shape Flexural Members." Key Engineering Materials 297-300 (November 2005): 1253–58. http://dx.doi.org/10.4028/www.scientific.net/kem.297-300.1253.

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The local buckling analysis of thin walled member is generally conducted by modeling each plate component as an isolated plate with elastically restrained boundaries. When this analytical model is used for the orthotropic flexural members, it is necessary to obtain the degree of elastic restraint provided by adjacent plate. In this study, the equation to find the coefficient of elastic restraint by adjacent plate components of an orthotropic box-shape flexural member was derived by employing the energy approach, and the factors affecting the elastic restraint were briefly discussed. Using the suggested equation, the coefficient of elastic restraint was calculated, and the local buckling analysis was conducted according to the stepwise analytical procedure published by the authors. The theoretical predictions were in good agreement with results obtained by the closed-form solution. The local buckling strength of an orthotropic box-shape flexural member can be easily obtained through stepwise analytical procedure with the proposed equation that accounts for the effect of elastic restraint imposed by adjacent plate components.

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Yuan, Fang, Liping Chen, Mengcheng Chen, and Kaicheng Xu. "Behaviour of Hybrid Steel and FRP-Reinforced Concrete—ECC Composite Columns under Reversed Cyclic Loading." Sensors 18, no. 12 (2018): 4231. http://dx.doi.org/10.3390/s18124231.

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Fibre-reinforced polymer (FRP) is used widely in concrete structures owing to its noncorrosive, light-weight, nonmagnetic, and high tensile-strength properties. However, the FRP-reinforced concrete flexural member exhibits low ductility owing to the linear–elastic property of FRP reinforcement. Hybrid steel—FRP-reinforced concrete members exhibit good strength and ductility under flexure owing to the inelastic deformation of steel reinforcement. The existing investigations have focused on the mechanical behaviours of the hybrid steel—FRP-reinforced flexural members. Only few studies have been reported on the members under combined flexural and compression loads, such as columns, owing to the poor compressive behaviour of FRP bars. We herein propose a new type of hybrid steel—FRP-reinforced concrete—engineered cementitious composite (ECC) composite column with ECC applied to the plastic hinge region and tested it under reversed cyclic loading. The hybrid steel—FRP-reinforced concrete column was also tested for comparison. The influence of matrix type in the plastic hinge region on the failure mode, crack pattern, ultimate strength, ductility, and energy dissipation capacity, of the columns were evaluated systematically. We found that the substitution of concrete with ECC in the plastic hinge zone can prevent the local buckling of FRP bars efficiently, and subsequently improve the strength and ductility of the column substantially.

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Shah, Ismail, Li Jing, Shahid Ayaz, Waqas Ali, Abdullah Abdullah, and Nauman Khan. "Retrofitting of RC Beam Structure Member by using CFRP." International journal of Engineering Works 7, no. 10 (2020): 350–54. http://dx.doi.org/10.34259/ijew.20.710350355.

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The research has been lead relating the use of carbon fibre-reinforced polymer (CFRP) sheets in retrofitting and strengthening of the reinforced concrete member. The present research was conducted by using the epoxy to reinforced concrete beams retrofitted and strengthened for flexural strength by using CFRP sheet. The selected cross-section of the beam having 2400 mm length with 150 mm width and 225 mm height and the beam tension reinforcement on the bottom was set on 2#4bar@1.5" with the 38.1 mm clear cover was set to the main flexural reinforcement. The studied beam was focused on flexural behaviour. The experimental study has shown that while the using of CFRP with epoxy will improve the rigidity and durability of the concrete beam. Their great deformability greatly improves the seismic properties of the beam structures. Under the reinforced RC beams showed a very large deflection by control beam before their failure. By using CFRP externally the rigidity of retrofitted and strengthened beams can be improved.

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Yoon, Jeong Bae, Ji Hye Choi, Young Gyun Hong, Sang Ho Ahn, and Jung Hyun Park. "Failure Mechanism and Analysis of Reinforced Concrete Members with Fiber-Steel Laminate Composites." Key Engineering Materials 345-346 (August 2007): 677–80. http://dx.doi.org/10.4028/www.scientific.net/kem.345-346.677.

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The new composite method combined by fiber laminates and steel plate composites was applied for reinforced concrete members. The experimental investigation for the applicability of this method was presented for flexural member. Two different fiber materials such as carbon and fiberglass with steel plate were used. All specimen using fiber material and steel plate were divided by two different groups such as control group without strengthening, innovated fiber-steel laminate composites group. Failure modes and load-deflection curves were presented for flexural members by fiber-steel laminate composites. Numerical analysis for tested beam was investigated.

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Eun, H. C., and E. T. Lee. "Damage Detection of Flexural Member by Estimated Moment Diagram." Open Construction and Building Technology Journal 1, no. 1 (2007): 1–7. http://dx.doi.org/10.2174/1874836800701010001.

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Moon, Jeong-Ho, and Ned H. Burns. "Flexural Behavior of Member with Unbonded Tendons. I: Theory." Journal of Structural Engineering 123, no. 8 (1997): 1087–94. http://dx.doi.org/10.1061/(asce)0733-9445(1997)123:8(1087).

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Moon, Jeong-Ho, and Ned H. Burns. "Flexural Behavior of Member with Unbonded Tendons. II: Applications." Journal of Structural Engineering 123, no. 8 (1997): 1095–101. http://dx.doi.org/10.1061/(asce)0733-9445(1997)123:8(1095).

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Park, Woo Jin, and Hoon Hee Hwang. "Strength Evaluation of UHPFRC Flexural Member by Analytical Method." Journal of the Korean Society of Safety 28, no. 2 (2013): 55–59. http://dx.doi.org/10.14346/jkosos.2013.28.2.055.

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Kovac, Michal. "Elastic Critical Force for Torsional-Flexural Buckling of Metal Members with Mono-Symmetric Cross-Sections." Applied Mechanics and Materials 769 (June 2015): 36–42. http://dx.doi.org/10.4028/www.scientific.net/amm.769.36.

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The paper deals with torsional-flexural buckling of thin-walled metal members with mono-symmetric open cross-sections and with various torsional and flexural boundary conditions. An approximate method, which is located in recent norms, for calculation of critical forces of such member cases are focused on. For chosen type of mono-symmetric open cross-section a parametric study of critical forces by the approximate method and by as a reference taken FEM method are performed.

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Ju, Hyunjin, Sun-Jin Han, Il Choi, Seokdong Choi, Min-Kook Park, and Kang Kim. "Experimental Study on an Optimized-Section Precast Slab with Structural Aesthetics." Applied Sciences 8, no. 8 (2018): 1234. http://dx.doi.org/10.3390/app8081234.

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The optimized-section precast slab with structural aesthetics (OPS) is a half precast concrete slab with multi-ribs that optimizes the cross-section by eliminating the unnecessary bottom flanges at mid-span and has good structural performance by utilizing prestressing strands and truss-type shear reinforcements. In addition, it is a member that is designed to highlight the structural aesthetics through the curved shape of a variable cross-section at the bottom of the flange which is created from a natural shape that is formed in the section optimization process. In this study, experimental research was carried out to examine the structural performance of the OPS, which includes flexure and shear tests on the precast concrete unit members for resisting construction loads, the composite members with cast-in-place concrete, and the continuous end section. The experiment results confirm that, in accordance with the current design code, the flexural performance of OPS is on the safe side regardless of the member type, whereas the shear performance of the precast concrete unit member differs slightly from that of the composite member due to the differences in the contributions of the shear reinforcement as the effective depth varies.

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Hong, Young Gyun, Gi Sub Hong, Jae Kyu Kang, Kyu Hong Hwang, and Jeong Bae Yoon. "Deformation Behavior of Reinforced Concrete Members with Prefabricated Fiber Laminate Composites." Key Engineering Materials 345-346 (August 2007): 1245–48. http://dx.doi.org/10.4028/www.scientific.net/kem.345-346.1245.

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The innovative method based on prefabricated fiber laminate composites bonded to lightweight precast panel was applied for quality control of RC strengthening members. The experimental investigations for this method were presented for flexural member. Three different groups such as control group without strengthening, conventional fiber bonding group and innovated PFLC group bonded to precast panel. Tested results showed good or better capacities comparing to conventional strengthening method for flexural members. This investigation indicate that good enhancement with respect to quality control and reliability can be possible by the installation and epoxy injection with prefabricated panel using fiber laminate composites.

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Tu'ma, Nasser Hakeem, and Mustafa Raad Aziz. "Flexural Performance of Composite Ultra-High-Performance Concrete-Encased Steel Hollow Beams." Civil Engineering Journal 5, no. 6 (2019): 1289–304. http://dx.doi.org/10.28991/cej-2019-03091332.

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Composite members have been widely used in the construction of medium- and high-rise buildings. The results of the development of a new structural member by experimental investigation of the flexural behavior of hollow composite beams are presented in this paper. This research aims to exploit the properties of composite sections and their strength in developing a new approach for overcoming the problems of service pipes in buildings. A hollow steel section encased fully in concrete is used to form a composite hollow beam. The structural benefit provided by the steel section (composite part) is adopted to increase the stiffness of the member. The hollow part is employed to provide services and economic benefits by reducing the amount of expensive ultra-high-performance concrete (UHPC) used and decreasing the self-weight of the member. The flexural strength of 11 UHPC beams is tested under two-point loads. The variables in this investigation include the type of hollow core mold material and the size, location, and shape of steel hollow sections in the middle and tension zones of the cross-section. Experimental results are compared and discussed. The tested results show that the flexural capacity and stiffness of the UHPC-encased steel hollow beams are 109% and 23.5% higher than those solid beams, respectively.

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Lee, Yong-Jun, Hyeong-Gook Kim, Chan-Yu Jeong, Dong-Hwan Kim, Sang-Pil Han, and Kil-Hee Kim. "Effect of Surface Roughness Characteristics on Structural Performance of Hollow Core Slabs." Materials 14, no. 10 (2021): 2610. http://dx.doi.org/10.3390/ma14102610.

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This study was conducted to evaluate the flexural performance of hollow core slabs (HCS) incorporating the effect of surface roughness. The HCSs are suitable for long span structures due to reduced self-weight. The specimens were HCS with topping concrete and the variables were cross sectional height and surface roughness. The tests were conducted on simply supported beams under four-point loads. The results showed that specimens with interface roughness applied in the lengthwise direction of members exhibited ductile flexural behavior up to peak load than those with interface roughness applied in the member width direction. Their flexural strength was also higher by 1–7% on average, indicating that they are advantageous in improving structural performance.

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Yamamoto, Takashi, Satoshi Takaya, and Toyo Miyagawa. "Influence of Corrosion Distribution on Estimation of Flexural Loading Capacity of Corroded RC Beams." Journal of Disaster Research 12, no. 3 (2017): 478–86. http://dx.doi.org/10.20965/jdr.2017.p0478.

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A load carrying capacity of the reinforced concrete (RC) member is degraded by the corrosion of reinforcing steel bars due to chloride ion ingress. A lot of researches on the effect of corrosion in the longitudinal tensile reinforcing steel bars on the load carrying behavior have been available up to now. Accurate and quantitative estimation of capacity, however, is often difficult, because of the non-uniformity of corrosion in the member. Thus, a relationship between the spatial distribution of corrosion in the reinforcement including its scatter and the flexural loading capacity of RC member with such distribution of corrosion should be clarified so that the flexural capacity of corroded RC member can be estimated accurately. On the other hand, in case of the practical RC member under the corrosive environment, it should be considered that the flexural capacity often have to be derived from not a large number of inspection data on cross sectional areas of corroded reinforcements. So, in this study, a flexural loading test was performed by using RC beam specimens with the corroded tensile reinforcements provided the distribution of sectional areas. An estimation method of the flexural capacity of corroded RC beam was also shown, considering the distribution and its scatter in sectional areas of corroded reinforcements under the limited inspection data. Furthermore, the estimation of the longitudinal distribution of the cross sectional area of corroded reinforcement was performed by the spatial interpolation using Kriging method. Test results showed the yield and maximum load capacity in the corroded RC beam decreased as the corrosion rate increased. The failure mode of rupture in the reinforcement was shown in the large corrosion. The proposed estimation method was able to lead the safe evaluation of those experimental flexural capacities, determining the appropriate longitudinal characteristic value of the cross sectional area of corroded reinforcement. The flexural capacity can be also safely calculated using the characteristic value of diameters estimated by the corrosion crack width on the surface of the concrete, while the ratio of the experimental flexural capacity to the estimated one decreased as the corrosion loss increased. The distribution of bar diameters in the corroded reinforcement was able to be roughly estimated by using Kriging method. However, it was suggested that the measurement points close to the minimum bar diameter should be included to estimate the flexural capacity on the safe side.

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Siddiqui, F. M. A., and J. W. Beseler. "Stress Concentration Factors in Angled Flexural Members of Rectangular Cross-Section." Journal of Vibration and Acoustics 111, no. 4 (1989): 490–91. http://dx.doi.org/10.1115/1.3269889.

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The results of stress analysis of angled members subjected to pure flexure are presented. The stress analysis was performed using the ANSYS finite element program. Stress concentration factors varying from 1.25 to 2.5 can be expected at the reentrant corner of the member depending on the ratio of the fillet radius to the width and the deviating angle.

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Zeng, Qing Xiang, and Jian Cai. "Shear Capacity of Reinforced Concrete Beams under Biaxial Bending Based on Equivalent Cross-Section Method." Key Engineering Materials 400-402 (October 2008): 275–80. http://dx.doi.org/10.4028/www.scientific.net/kem.400-402.275.

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Based on the analysis of reinforced concrete beams under biaxial bending, an equivalent cross-section method is proposed to calculate the shear capacity of the beams. According to the two basic equivalence principles, a biaxial flexural beam is changed into a uniaxial flexural member, and the shear strength of biaxial flexural beam is calculated as a uniaxial flexural member. Furthermore, the interrelationships among the equivalent cross-section and the neutral axis inclination as well as the ratio of depth to width of the cross-section are deduced in advance. The ratios of some typical cross-section’s equivalent dimensions to its original ones are pointed also. In order to verify the availability of the equivalent cross-section method, some academic references about the ultimate strength of biaxial flexural beams are consulted in this paper, and the shear capacity computing methods by literatures for uniaxial flexural beams are adopted in the strength calculation of biaxial flexural reinforced concrete simply supported beams with stirrups or without stirrups. The comparison between the calculation results and experimental results shows that the presented equivalent cross-section method is feasible and practical which can be used as a reference in practice design.

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Song, Ji Qiang. "Research on Performance Effect Factors of Flexural Member for Concrete Filled Rectangular Steel Tube." Applied Mechanics and Materials 405-408 (September 2013): 1130–34. http://dx.doi.org/10.4028/www.scientific.net/amm.405-408.1130.

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Today large concrete filled rectangular steel tube members are widely used in large-scale civil engineering. The influence of the concrete filled steel tube members to different types of the steel tube concrete structure, which are with different concrete strength grade, is different. The main factors influenced the flexural member of the concrete filled rectangular steel tube are analysed in this paper.

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Sun, Zhi Juan, Chao He Chen, Ming Jin Chu, and Peng Feng. "Experimental Research on Flexural Behavior of FRP-Reinforced Concrete Beams." Advanced Materials Research 250-253 (May 2011): 1478–82. http://dx.doi.org/10.4028/www.scientific.net/amr.250-253.1478.

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In order to improve the durability of reinforced concrete member, fiber reinforced polymer (FRP)-reinforced concrete member is introduces. Monotonic loading was applied to a reinforced concrete beam and FRP-reinforced concrete beam, in order to investigate the failure progress and characteristics of FRP-reinforced concrete beam.. The presenting study provide a basis for improving the design method for FRP-reinforced concrete member.

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Oh, Jae Yuel, Deuck Hang Lee, Sang Hum Cho, Hyun Kang, Hae-Chang Cho, and Kang Su Kim. "Flexural Behavior of Prestressed Steel-Concrete Composite Members with Discontinuous Webs." Advances in Materials Science and Engineering 2015 (2015): 1–13. http://dx.doi.org/10.1155/2015/278293.

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The corrugated webbed prestressed (CWPS) composite member was developed to improve the efficiency of the prestress introduced into the steel beam, and experimental studies were performed to examine its structural behavior. Additionally, a unified analysis model that can estimate the nonlinear flexural behavior of the composite member and the accordion effect of the corrugated webbed steel beams at the prestressing stage was proposed. As a consecutive experimental series, in this study, the discontinuous-webbed prestressed (DWPS) composite member was developed, and this innovative composite member can reduce the amount of steel materials used, compared with the former CWPS composite member. Flexural tests were carried out to investigate their structural performances, and their behaviors were analyzed in detail by a nonlinear finite element analysis.

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SATO, Atsushi, Kazuya MITSUI, and Tetsuro ONO. "FLEXURAL BUCKLING STREGTH OF STEEL ANGLE MEMBER WITH ECCENTRIC JOINT." Journal of Structural and Construction Engineering (Transactions of AIJ) 81, no. 726 (2016): 1343–53. http://dx.doi.org/10.3130/aijs.81.1343.

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Rebinsky, Douglas A., and Andrew N. Norris. "Acoustic and flexural wave scattering from a three member junction." Journal of the Acoustical Society of America 97, no. 5 (1995): 3284–85. http://dx.doi.org/10.1121/1.411544.

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Xu, Wei, Xian Zhang Hou, Feng Xu, and Xue Fei Zhang. "Study on External Prestressed Concrete-Filled Steel Tubular Flexural Member." Applied Mechanics and Materials 94-96 (September 2011): 1066–69. http://dx.doi.org/10.4028/www.scientific.net/amm.94-96.1066.

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According to good property of concrete-filled steel tubes(CFST) when they are subjected to compression load and their disadvantage to bending load. A new type of composite external prestressed concrete-filled steel tubular structure has been presented in this paper, which has the high tension strength of prestressed tendon and good anti-compression capacity of CFST. Based on the analysis of the mechanism, the flexural capacity of the structure can be greatly enhanced. And the criterion and method is given.

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Rebinsky, Douglas A., and Andrew N. Norris. "Acoustic and flexural wave scattering from a three‐member junction." Journal of the Acoustical Society of America 98, no. 6 (1995): 3309–19. http://dx.doi.org/10.1121/1.413818.

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Ma, Ya Li, Zheng Jian Li, and Zhuo Zhao. "Reliability Analysis of Flexural Concrete Member Based on the Randomness of Pitting." Applied Mechanics and Materials 166-169 (May 2012): 1941–45. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.1941.

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In order to analyze the influence of stochastic pitting corrosion to the reliability of service structure, According to the theory of extreme values of random variables and the basic theory of reliability analysis, the reliability of flexural concrete member based on the randomness of pitting, the change of statistical parameters for both corroded steel bar and resistance is also analyzed based on the randomness of pitting. Based on the checking point method, the development law of reliability of concrete bending members with the number of random variables and the service life are studied. The results indicated that the influence of the randomness of pitting to the reliability of flexural concrete members is of the most significance, the reliability index was found to decline with the increase of number of random variables and the service life. The analysis show the research presented in the paper can provide theoretical basis of life prediction.

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Šneideris, Arnoldas, and Gediminas Marčiukaitis. "STRAIN-STRESS ANALYSIS OF REINFORCED CONCRETE BEAMS STRENGTHENED WITHOUT UNLOADING BY EXTERIOR REINFORCEMENT/APKRAUTŲ GELŽBETONINIŲ SIJŲ, STIPRINAMŲ PAPILDOMA ARMATŪRA, ĮTEMPIŲ-DEFORMACIJŲ BŪVIO ANALIZĖ." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 6, no. 5 (2000): 307–14. http://dx.doi.org/10.3846/13921525.2000.10531607.

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The mostly used method for strengthening flexural concrete members is mounting exterior reinforcing bars. When applying the strengthening by exterior reinforcing, the problem of assessing the remaining carrying capacity of the member being strengthened and estimating the actual stress in the reinforcement placed in the tensile zone of the member is to be solved. In the paper a method for the analysis of the flexural concrete members strengthened by exterior reinforcing bars is proposed. The method allows to design the exterior reinforcement by taking account of the remaining carrying capacity of the member being strengthened. Moreover, the method proposed enables one to assess a redistribution of stress between the originally placed reinforcement and the exterior reinforcement used to strengthen the member. The redistribution of stress has a considerable influence on the carrying capacity of the member as well as on its bending stiffness. The stress-strain relationships of the both reinforcements are necessary for assessing the redistribution of stress between them, and these relationships are input for the analysis method proposed in this paper. In opposite to other methods suggested in the literature and used for the analysis of the flexural members strengthened in the way described above, the method proposed in the present paper allows one to take account of the pastiche deformations of concrete and steel in the member being strengthened. In addition, the proposed method is less complicated to apply when compared to methods suggested to date. The method proposed is represented by the formula (9), which expresses the bending capacity of the flexural member after its strengthening. The main idea of the proposed method is to replace the design strengths of the reinforcement cast in concrete and mounted outside the member, R s , by the reduced strength σ s, redwhich is assigned to the both reinforcements. The reduced strength σs, red was introduced in order to take account of the plastic deformations of reinforcing steel. The proposed method was verified by a series of experiments with simple reinforced concrete beams. The aim of the experiments was an investigation of the redistribution of stress inside the normal section of the member analysed and the assessment of the influence of the stress-strain state in the member before strengthening on the characteristics of its tensile zone after the member is strengthened. The results of the experiments are shown in Fig 7. In this figure, the experimental relationship between the deflection of the beams being investigated, f, and the reduced bending stress M/M u is depicted, where M is the stress applied and M u is the carrying capacity of the beam. One can see from the polygons shown in Fig 7 that the exceedance of the yield stress in the reinforcement cast in concrete has a considerable influence on the carrying capacity and the bending stiffness of the beams under investigation. Another results obtained from the experiments with the beams strengthened by the exterior reinforcement is shown in Fig 10. This figure demonstrates the dependence of the strain in the reinforcement cast in concrete and the exterior reinforcement, ϵ, on the reduced bending stress M/M u . From Fig 10, one can conclude that the strain in both reinforcements is influenced by the stress-strain state available in the member before strengthening. In Table 1, the bending capacities measured in the experiments just mentioned are compared with the ones calculated by applying the formula (9), which utilises the reduced strength σ s, red , and also the formula (1), which expresses the bending capacity through the design strengths R s . The formula (1) represents one of the methods suggested to date for the prediction of the bending carrying after strengthening of flexural members by exterior reinforcement. The comparison of the experimental results with the ones obtained from formulas (1) and (9) demonstrates that the method represented by the formula (1) has the unconservative difference in bending capacity of 11 %, whereas the proposed method represented by the formula (9) yields a conservative difference of only 2%. The results of experiments may be applied to predict the redistribution of stress in the statically indetermined structures.

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Jung, Jae Ho, Soon Jong Yoon, and S. K. You. "Elastic Buckling Strength of Restrained Orthotropic Web Plates." Key Engineering Materials 261-263 (April 2004): 615–20. http://dx.doi.org/10.4028/www.scientific.net/kem.261-263.615.

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In this paper, the buckling behavior of elastically restrained orthotropic web plates is investigated. In general, the pultruded FRP structural member is composed of flat plate elements and each plate element is elastically restrained against rotation by adjacent plate components. For finding the local buckling strength of composite flexural member considering the elastic restraint at the juncture of plate components, the orthotropic web plate is modeled as an elastically restrained orthotropic plate under linearly distributed in-plane forces. For the derivation of buckling equation, the power series solution technique is employed. For the plate having different mechanical properties, the parametric studies are conducted by varying the degree of restraint along the longitudinal edge under compression. By using the results obtained, simplified form of equation is also developed so that the practicing engineers can evaluate the buckling stress of such a plate for the preliminary design of FRP flexural members.

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Šaraškinas, iaceslavas, and Audronis Kazimieras Kvedaras. "COURSE AND RESULTS OF TESTING A SUSPENDED COMPOSITE STRUCTURE/KABAMOSIOS BETONŠERDĖS KONSTRUKCIJOS BANDYMO EIGA IR REZULTATAI." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 6, no. 5 (2000): 315–21. http://dx.doi.org/10.3846/13921525.2000.10531608.

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Testing a suspended roof structure has been performed. The span of construction is 10.65 m, the support height 2.60 m. Element supports are pins. Joint between elements in the middle of span is a pin, too. Structural elements were made from steel tubes with hollow concrete core. The thickness of the tube wall 1.60 mm, and a concrete core wall about 20 mm. The length of elements 5.35 m. The tested roof structure was loaded with 8 vertical loads. The strain distribution in 3 sections of the composite elements was analysed. In seven points of the structure, vertical deflections were measured. The horizontal reaction was measured too as it is shown in Fig 10. Additionally, horizontal deflections of columns were controlled by 3 indicatory tenzometers. The roof structure resistance was analysed and indicated loads of the ultimate and the serviceability limit states were reached. During the test, the serviceability limit state was reached under the load of 3,40 kN/m. The vertical deflection at the ¼ of span exceeded L/300, the ultimate value for member under asymmetrical loading. Failure occured under the load of 9,80 kN/m, when one of the composite roof elements collapsed close to its supporting zone at a distance of about 1 m from the support. The normal stress of this cross-section reached the value of steel tensile strength. An experimental ultimate load is by about 27% less than the theoretical one determined for flexural member. Investigation shows the developed equipment and applied methods being useful for testing suspended structures of final flexural stiffness made from straight concrete-filled steel tubular members. It has been finalised that overall behaviour of the tested structure is very close to that of straight suspension steel members of final flexural stiffness. It has been experimentally determined that the failure load łą 9.80 kN/m was achieved when total tension strength of the external steel shell was used up. The presented value is greater than the ultimate one calculated only for the flexural member. Because composite members of the suspended structure are not only flexural but also tensional ones, it is necessary, for prediction of their limit state, to take into account the interaction between both components of composite cross-section (external steel shell and hollow concrete core) under such loading conditions.

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Balaz, Ivan, Michal Kovac, Tomáš Živner, and Yvona Kolekova. "Torsional-Flexural Critical Force for Various Boundary Conditions." Key Engineering Materials 710 (September 2016): 303–8. http://dx.doi.org/10.4028/www.scientific.net/kem.710.303.

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The system of governing differential equations of stability of members with the rigid open cross-sections was developed by Vlasov [1] in 1940. Goľdenvejzer [2] published in 1941 solution of this system by an approximate method. He proposed formula for torsional-flexural critical force Ncr.TF calculation which is modified and used in EN 1999-1-1 [3] (I.19). By introducing factor αzw he take into account any combination of boundary conditions (BCs).The purpose of this paper is to verify this formula and explore the possibility to improve the factor αzw. In the large parametrical study the authors investigated a lot of different shape of cross-sections, all 100 theoretical possible combinations of BCs and various member lengths. All results are evaluated regarding the reference results by finite element method (FEM).

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Yoon, Soon Jong, Jae Ho Jung, and Won Sup Jang. "Elastic Web Buckling Strength of Pultruded Flexural Members." Key Engineering Materials 261-263 (April 2004): 621–26. http://dx.doi.org/10.4028/www.scientific.net/kem.261-263.621.

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This paper presents the analytical investigations pertaining to the elastic buckling behavior of orthotropic composite plates. By the pultrusion process the structural shapes composed of orthotropic plate components are readily available in the construction market. When the member is utilized for the flexure, lateral-torsional buckling and local buckling behaviors must be taken into consideration. In the local buckling analysis, flange and web local buckling analyses must be conducted in the design of such a member. For finding the web buckling strength, the buckling equation for the orthotropic plate under linearly distributed in-plane forces is derived by using the Rayleigh-Ritz method. The boundary conditions of plate are assumed that the loaded edges are simply supported and the unloaded edges are simply supported or fixedly supported. The buckling coefficient of a plate having different orthogonal mechanical properties is found by using the numerical technique and the minimum buckling coefficient is suggested. In addition, simplified form of equation for predicting the minimum buckling coefficient for the plate is proposed. Brief discussion on the design criteria relating to the web local buckling is also provided.

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Picard, André, and Denis Beaulieu. "Experimental study of the buckling strength of compression members connected to coplanar tension members." Canadian Journal of Civil Engineering 16, no. 3 (1989): 249–57. http://dx.doi.org/10.1139/l89-050.

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In structural systems using cross braces, the compression members are restrained against out-of-plane buckling by the tension members. It was shown in a theoretical study that the transverse stiffness provided by a tension member depends on the tension force in the member and on the flexural stiffness against out-of-plane deformation of the tension member. Equations were derived to determine the effective length factor of the compression member, taking into account the transverse stiffness of the tension member.This paper presents the results of a small-scale experimental study, which shows that the proposed equations slightly underestimate the transverse stiffness and overestimate the effective length factor. These equations are therefore conservative, but they indicate that an effective length factor much smaller than 1.0 can be used. Key words: stability, elastic buckling, elastic supports, cross braces.

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Seo, Soo Yeon, Kyong Tae Kim, Hyun Do Yun, Ki Bong Choi, and Seung Joe Yoon. "Flexural Capacity of Reinforced Concrete Member Retrofitted with Carbon Fiber Sheet." Key Engineering Materials 348-349 (September 2007): 973–76. http://dx.doi.org/10.4028/www.scientific.net/kem.348-349.973.

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The purpose of this paper is to evaluate the structural capacity of Reinforced Concrete (RC) member retrofitted with Carbon Fiber Sheet (CFS) in order to improve the flexural strength. Eleven RC beam specimens are made and retrofitted with CFS by following the test objective. The main factor in selecting the test parameters is to verify the bond capacity of CFS. Therefore, parameters such as layer number of carbon fiber sheet, strengthening method, bonding ratio (100%-80%), and epoxy type are considered in the test. From the test, all specimens showed little bit different behavior each other. Especially, the flexural capacity was not linearly increased even if the layer number of CFS increased when it was more than two. Also the specimens with the low bonding ratio exhibited low strength as well as premature bond failure on comparing to other specimens.

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Choi, So Yeong, Yoon Suk Choi, Il Sun Kim, and Eun Ik Yang. "An Experimental Study on Flexural Behaviors of Reinforced Concrete Member Replaced Heavyweight Waste Glass as Fine Aggregate under Cyclic Loading." Applied Sciences 8, no. 11 (2018): 2208. http://dx.doi.org/10.3390/app8112208.

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The development of electronic technology has accelerated in recent decades. Consequently, electronic wastes such as cathoderay tube (CRT) glass are accumulated, and hazardous wastes including heavy metals are generated. Simultaneously, natural resources are required to create concrete; however, they are already exhausted. Furthermore, heavyweight waste glass is considered to be the most suitable substitute for aggregate owing to its physical characteristics and chemical composition. However, structural results regarding the recycling of heavyweight waste glass as fine aggregate in Reinforced Concrete (RC) members are insufficient. Thus, herein, experimental study is conducted to evaluate whether RC members with heavyweight waste glass as fine aggregate can be applied for concrete structures. Flexural behavior tests of reinforced concrete members were performed. Fifteen specimens with different substitution ratios of heavyweight waste glass were prepared. The results showed that when all the fine aggregate is replaced by heavyweight waste glass in RC members, the heavyweight waste glass substitution ratio affected the crack occurrence patterns, and the possibility of a sudden failure of a member increased owing to concrete crushing in the compression zone. Additionally, the load capacity and flexural rigidity were affected by the substitution ratio of heavyweight waste glass; however, the flexural performance is improved when mineral admixture as a binder or a low water-binder ratio were used. Therefore, heavyweight waste glass is considered applicable for use as fine aggregate of concrete.

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Yuan, Fang, and Yu-Fei Wu. "Application of RC flexural theorems for member design under elevated temperature." Engineering Structures 201 (December 2019): 109762. http://dx.doi.org/10.1016/j.engstruct.2019.109762.

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Šaraškinas, Viačeslavas, and Audronis Kazimieras Kvedaras. "CALCULATION OF DEFLECTIONS OF HOLLOW CONCRETE-FILLED STEEL TUBULAR MEMBERS OF THREE-HINGE SUSPENSION STRUCTURE/KABAMOSIOS TRILANKSTĖS BETONŠERDŽZIŲ TUŠČIAVIDURIŲ VAMZDINIŲ PLIENO STRYPŲ KONSTRUKCIJOS ĮLINKIŲ SKAIČIAVIMAS." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 7, no. 2 (2001): 99–105. http://dx.doi.org/10.3846/13921525.2001.10531710.

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Recently, in scientific literature, information on a new type of suspended straight-line 3-hinged roof structures has considerably increased. It was stressed that straight-line elements are easily manufactured and erected, roof decking service conditions are good. In the world building practice during last 30 years very effective composite structures have been introduced, even hollow concrete-filled steel tubular members. But no information on the application of such members for suspended roofs was obtained. In some sources very simple straight-line suspended roofs structures were analysed, and for those shapes an effective centrifuged hollow concrete-filled steel tubular members may be successfully applied. These members do not require additional roof stabilisation. These composite ropes may be attributed to the elements of final flexural stiffness, and they are effective and simple to decrease deflections of the suspended roof. However, for these composite ropes the methods of their deflection calculations must be developed because it is necessary to estimate their composite cross-section and interaction between components. This paper deals with analysis of these ropes' behaviour and their deflection calculation, which was made by exact I. Kalminzer's and other simplified methods. The vertical deflections in the middle of elements of the straight-line three-hinge composite suspended structure may be calculated as consisting of two parts depending on their bending and tension. The part of vertical deflection at mid-span of a composite member connected with its bending may be calculated as for hollow concrete-filled steel tubular beam taking into account the sum of flexural bending stiffness of its cross-sectional components (EJ) c . The I.Kalminzer's or other simplified methods taking into account the sum of flexural bending stiffness of cross-sectional components may calculate the vertical deflection called by tension of element as the member of final flexural stiffness (EJ) c . Comparison of experimental and theoretical data shows a good satisfaction when deflection calculation for the straight-line composite rope is made by dividing it into two parts depending on bending and tension. Investigation made into the deformation properties and methods of deflection definition of straight-line circular hollow concrete-filled steel tubular members allows declaring the possibility of useful application of such members as the ones of final flexural stiffness in suspended roof structures.

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Choi, So Yeong, San Kim, and Eun Ik Yang. "Characteristics of Flexural Behavior of Reinforced Concrete Member Substituted Heavyweight Waste Glass as Fine Aggregate." Materials Science Forum 940 (December 2018): 141–45. http://dx.doi.org/10.4028/www.scientific.net/msf.940.141.

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The progress of civilization has been led to the increase of industrial products, the amount of waste is increasing, and its disposal has become a problem. And, the huge amount of expended concrete has led to the dissipation of natural aggregate. To deal with these problems, many researches have been executed to use a variety of industrial waste as aggregate in concrete materials. So, in this paper, the flexural behavior with substitution ratio of heavyweight waste glass were compared and evaluated in reinforced concrete members. From the results, initial cracking load, yielding load and flexural rigidity less affected by substitution ratio of heavyweight waste glass. However, the ductility of the RC member was significantly affected when all of the fine aggregate is replaced by the heavyweight waste glass.

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Zhang, Wei Hong. "The Study about Ductility of Steel Bar Used in Reinforced Concrete Flexural Rectangle Section Member." Applied Mechanics and Materials 71-78 (July 2011): 923–27. http://dx.doi.org/10.4028/www.scientific.net/amm.71-78.923.

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The ductility of member is important as the intensity. For the ductility of member, the ductility of steel bar used in the member should be limited. In this paper, the safe extent of elongation of steel bar used in reinforced concrete flexural rectangle section member is calculated with the analysis of theory. This paper provides a thought and a simple method to prevent the brittleness destruction of member.

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Michael, Antonis, and H. R. Hamilton. "Experimental Ductility of Compression-Controlled Flexural Members Using CFRP Grid to Confine Concrete." Materials 14, no. 18 (2021): 5163. http://dx.doi.org/10.3390/ma14185163.

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Concrete members are typically designed so that flexural failure initiates with steel yielding and ends with concrete crushing in compression in order to take advantage of the yielding property of steel that allows for large deformations prior to any fracture of the material. On the other hand, if a large percentage of steel or linear elastic non-yielding reinforcement (i.e., FRP composite) is used, the member flexural failure typically initiates and ends with concrete crushing in compression. These members are known as compression-controlled members and typically exhibit brittle behavior. This study proposes a new approach in improving the flexural behavior of over-reinforced members through concrete confinement using carbon fiber reinforced polymer (CFRP) grid tubes in the compression zone. The concept was experimentally tested using rectangular beams. Beam 1 (control beam) had no grid reinforcement and beam 2 (tube beam) had two 152 mm grid tubes embedded in its compression zone. Experimental results indicate improvement in the ductility of the tube beam compared to the control beam of approximately 20–30% depending on the criteria used. Considering the low amount and mechanical properties of the CFRP grid, the improvement is significant, which shows that the proposed approach is valid and improves the ductility of compression-controlled members.

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ITO, Kazuyuki, Satoshi ITO, and Kazuo YAMAMOTO. "Reliability of RC-Member. VII. Estimation of Reliability on Flexural Design Strength of Double Reinforced Concrete Member." Journal of the Society of Materials Science, Japan 44, no. 499 (1995): 457–63. http://dx.doi.org/10.2472/jsms.44.457.

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Nguyen, Duy-Liem, Duc-Kien Thai, and Dong-Joo Kim. "Direct tension-dependent flexural behavior of ultra-high-performance fiber-reinforced concretes." Journal of Strain Analysis for Engineering Design 52, no. 2 (2017): 121–34. http://dx.doi.org/10.1177/0309324716689625.

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This research investigated the effects of direct tensile response on the flexural resistance of ultra-high-performance fiber-reinforced concretes by performing sectional analysis. The correlations between direct tensile and flexural response of ultra-high-performance fiber-reinforced concretes were investigated in detail for the development of a design code of ultra-high-performance fiber-reinforced concrete flexural members as follows: (1) the tensile resistance of ultra-high-performance fiber-reinforced concretes right after first-cracking in tension should be higher than one-third of the first-cracking strength to obtain the deflection-hardening if the ultra-high-performance fiber-reinforced concretes show tensile strain-softening response; (2) the equivalent bottom strain of flexural member at the modulus of rupture is always higher than the strain capacity of ultra-high-performance fiber-reinforced concretes in tension; (3) the softening part in the direct tensile response of ultra-high-performance fiber-reinforced concretes significantly affects their flexural resistance; and (4) the moment resistance of ultra-high-performance fiber-reinforced concrete girders is more significantly influenced by the post-cracking tensile strength rather than the tensile strain capacity. Moreover, the size and geometry effects should be carefully considered in predicting the moment capacity of ultra-high-performance fiber-reinforced concrete beams.

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Lee, Ming Ju, Ming Gin Lee, Chih Hung Chiang, and Yang Hsin Liang. "Durability of Strengthening Wooden Members Using CFRP Sheets." Advanced Materials Research 374-377 (October 2011): 1589–92. http://dx.doi.org/10.4028/www.scientific.net/amr.374-377.1589.

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This research is to discuss the durability of retrofit wooden members using carbon fiber-reinforced polymer (CFRP) composites. In order to assure the durability, wooden member specimens wrapped CFRP sheets which were subjected to two different environments including UV and freeze-thaw cycling were tested on surface hardness, compressive strength and flexural strength tests. After the above environment conditions and tests, the evaluation of the effect and the durability of wooden members wrapped with CFRP sheets can be made. Throughout the test, it finally can compare if the wooden members painted two layer resins before wrapping with CFRP will increase the effect of retrofit. Results show that both UV and freeze–thaw tests didn’t cause CFRP obvious degradation to hardness index, compressive or flexural strength. After environment test, it shows good bonding between wooden members and CFRP. The painting epoxy resin quantity of CFRP composites is a decisive factor in successful application as repaired wooden members.

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Juozapaitis, Algirdas. "KOMBINUOTŲJŲ STOGO KONSTRUKCIJŲ LENKIAMOJO STRYPO RACIONALUS PROJEKTAVIMAS/RATIONAL DESIGN OF FLEXURAL ROD IN COMBINED ROOF STRUCTURES." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 2, no. 8 (1996): 21–25. http://dx.doi.org/10.3846/13921525.1996.10590168.

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The paper discusses a calculation of rational parameters of main flexural rod used in combined roof structures. Geometrical non-linearity can be discussed separately when the member is subjected either to tension or compression. It has been established that rational parameters for rods subjected to compression-bending or tension-bending have to be determined from the non-linear analysis calculation of the parameters using the slender- ness parameter, i.e. when kl ≤ 1. Also combined roof structures with a non-continuous main member are discussed. The rational parameters were calculated from the geometrically non-linear analysis. Numerical testing has shown that the non-continuous main members of the combined structures are more effective than the continuous ones.

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Wu, Sheng. "Mechanical Properties of New Cold-Formed Flange-Closed Welding Section Members." Applied Mechanics and Materials 166-169 (May 2012): 2942–50. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.2942.

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The hollow flange beam (HFB) is a unique cold-formed steel section developed in Australia for use as a flexural member. This paper presents two kinds of new cold-formed flange-closed welding sections named HF1 and HF2 according to different section component and parameters of HFB. Nonlinear finite element method has been adopted to investigate the mechanical properties such as buckling mode, deformation process, rigidity, ductility and correlation curve of two kinds of new section members which being subjected to axial compression, flexure, combined compression and bending. Some conclusions can be drawn from above work that the new sections have some superiority properties, such as higher load carrying capacity and section modulus, sufficient section stiffener and the sub element local buckling hard to happen and so on. Being subjected to flexure and also being subjected to compression, combined compression and bending are suitable for the mechanical properties. The new cold-formed flange-closed welding section members can be applied to the experiment investigation deeply so as to be used in the practical engineering.

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