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Journal articles on the topic 'Flexural members'

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Author: Grafiati

Published: 10 December 2022

Last updated: 28 January 2023

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1

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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2

Figueredo, Stacy L., William R. Brugge, and Alexander H. Slocum. "Design of an Endoscopic Biopsy Needle With Flexural Members." Journal of Medical Devices 1, no. 1 (July 28, 2006): 62–69. http://dx.doi.org/10.1115/1.2355693.

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As a minimally invasive means of extracting a tissue sample from a patient, current endoscopic biopsy needles generally do not preserve tissue histology and often require multiple attempts to obtain a tissue sample. This paper presents an endoscopic biopsy needle with internal flexures that enables tissue to enter the hollow needle and then be severed from the surrounding tissue when the needle is withdrawn. Using force-deflection and sample weight data from 10× scaled prototypes, variations of a flexural design captured 1.1grams of a tissue phantom on average, as compared to wedge-type designs that averaged 0.7-0.8grams. Sample mass exhibited an increase in mass as the feature angle decreased. Peak entrance forces (P2) for the flexure design were lower than for both wedge and extended wedge designs, and resistance forces (S2) were higher upon needle extraction. A low-angle (15 and 30deg) feature also produced a lower entrance friction (S1) and higher exit resistance (S2) compared with 45 and 60deg features. These results suggest that a biopsy needle with 15deg flexures could increase sample length and mass as well as sampling success rates for core biopsy procedures. Future tests of the flexural biopsy needle design will use this information to determine dimensions for laser cut features of 1× scale needles.

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3

Jeong. "Design of Economical Steel Ratio in RC Flexural Members." Journal of the Korean Society of Civil Engineers 35, no. 1 (2015): 93. http://dx.doi.org/10.12652/ksce.2015.35.1.0093.

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4

Maghsoudi, A. A., and H. Akbarzadeh Bengar. "Flexural ductility of HSC members." Structural Engineering and Mechanics 24, no. 2 (September 30, 2006): 195–212. http://dx.doi.org/10.12989/sem.2006.24.2.195.

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5

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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6

Skogman, Brian C., Maher K. Tadros, and Ronald Grasmick. "Flexural Strength of Prestressed Concrete Members." PCI Journal 33, no. 5 (September 1, 1988): 96–123. http://dx.doi.org/10.15554/pcij.09011988.96.123.

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7

KUWAMURA, Hitoshi. "BIAXIAL FLEXURAL BUCKLING OF COMPRESSION MEMBERS." Journal of Structural and Construction Engineering (Transactions of AIJ) 84, no. 762 (2019): 1115–21. http://dx.doi.org/10.3130/aijs.84.1115.

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8

Rath, D. P., A. S. Ahlawat, and A. Ramaswamy. "Shape Optimization of RC Flexural Members." Journal of Structural Engineering 125, no. 12 (December 1999): 1439–46. http://dx.doi.org/10.1061/(asce)0733-9445(1999)125:12(1439).

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9

Etman, Emad El-Sayed. "Innovative Hybrid Reinforcement for Flexural Members." Journal of Composites for Construction 15, no. 1 (February 2011): 2–8. http://dx.doi.org/10.1061/(asce)cc.1943-5614.0000145.

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10

Rasmussen, Annette Beedholm, Jakob Fisker, and Lars German Hagsten. "Cracking in Flexural Reinforced Concrete Members." Procedia Engineering 172 (2017): 922–29. http://dx.doi.org/10.1016/j.proeng.2017.02.102.

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11

Wang, Rui, Lin-Hai Han, Jian-Guo Nie, and Xiao-Ling Zhao. "Flexural performance of rectangular CFST members." Thin-Walled Structures 79 (June 2014): 154–65. http://dx.doi.org/10.1016/j.tws.2014.02.015.

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12

Oehlers, Deric John. "Ductility of FRP plated flexural members." Cement and Concrete Composites 28, no. 10 (November 2006): 898–905. http://dx.doi.org/10.1016/j.cemconcomp.2006.07.006.

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13

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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14

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 (December 2, 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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15

Li, Chun Xia, Zhi Sheng Ding, and Shi Lin Yan. "Analysis on Flexural Capacity of FRP Reinforced Concrete Members." Advanced Materials Research 446-449 (January 2012): 98–101. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.98.

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The balanced reinforcement ratio of FRP-reinforced concrete members and the flexural capacity under two different failure modes (concrete crushing and FRP rupture) are established, based on the analysis on flexural capacity of steel-reinforced concrete members in current concrete code. The effect of material properties on the balanced ratio, the variation of flexural capacity with different reinforcement ratio and a simplified nominal flexural capacity under FRP-rupture failure are derived.

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16

Ivanič, Andrej, and Samo Lubej. "Comparison of Various Techniques for Flexural Strengthening of Thin Concrete Members Using Continuous Carbon Fibers." Advanced Materials Research 1120-1121 (July 2015): 1458–62. http://dx.doi.org/10.4028/www.scientific.net/amr.1120-1121.1458.

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This paper deals with flexural performance of thin concrete members reinforced with continuous carbon fibers in the form of filament yarns. The laboratory specimens were tested under static loading conditions to investigate the effects of three different strengthening techniques on flexural stress, mid-span deflection and modes of failure. The specimens were strengthened in flexure using carbon fiber yarns as near-surface mounted, externally bonded and placed in the geometric center of the specimen, respectively. Based on this investigation, the advantages and shortcomings of individually strengthening technique can be drawn.

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17

Wang, Xiao Chu, Jian Peng Zhang, and Hong Tao Liu. "Experimental Research on Flexural Mechanical Behavior of Fiber Reinforced Concrete Flexural Members." Advanced Materials Research 648 (January 2013): 120–24. http://dx.doi.org/10.4028/www.scientific.net/amr.648.120.

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Based on the cross-section bending of 5 carbon fiber concrete beams, the mechanism of deflection and strain of carbon fiber concrete beam were studied considering the variation of the length of carbon fiber and stirrup ratio. The experimental results show that the deflection of destruction increased with the increase of the length of the carbon fiber, and the effect of stirrup ratio on deflection and strain of beams is not obvious. The carbon fiber can effectively improve the brittle failure of concrete beam, and the stain of concrete accorded with that steel bar at the same height. According to the existing test model, the theoretical calculating formula of CFRC was proposed and applied for the cracking load calculation expression of CRFC beams, and theoretical calculated results agree well with experimental results.

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18

Hashna, N., and Shobha Elizabeth Thomas. "Sustainable Construction Using Bamboo as Flexural Members." Applied Mechanics and Materials 857 (November 2016): 273–78. http://dx.doi.org/10.4028/www.scientific.net/amm.857.273.

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Concrete is the largely using construction material. But it possesses some limitations in its application. The pollution created by cement is one of the major problems. Also the steel will become a scarce material after 20 or 30 years, so that, we should go for some sustainable building materials. The material should be also renewable. The significance of bamboo as a construction material arises in this situation.It is proven that bamboo possesses good tensile strength as well as compressive strength [1]. This material is also renewable and eco-friendly. Studies are conducted to analyze the performance of bamboo in place of reinforcement.This paper discuss about the physical and mechanical properties of bamboo and the behaviour of bamboo as a structural beam. The beams are made with bamboo either bolted or tied together. The connection materials are bolts and ropes. Normal strength tests are conducted over beams. The load and deflection is analyzed. It is seen that the load carrying capacity and load- deflection properties are better for steel bolted beam. And it is also comparable with concrete and steel.This type of beams can be used for residential building purposes. By using bamboo structural members, the cost can be reduced. Of course the economic benefit will go to the rural people, who cultivate bamboo. The method is sustainable, economic and possess nearly no pollution to the atmosphere. Since the material is renewable, it is highly reliable.

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19

Choi, Seung-Won, and Woo Kim. "Crack Control in Reinforced Concrete Flexural Members." Journal of the Korea Concrete Institute 23, no. 4 (August 31, 2011): 471–78. http://dx.doi.org/10.4334/jkci.2011.23.4.471.

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20

Behr, Richard A., Charles H. Goodspeed, and Nassar Yari. "Shear Connector Design for Composite Flexural Members." Journal of Structural Engineering 115, no. 2 (February 1989): 483–89. http://dx.doi.org/10.1061/(asce)0733-9445(1989)115:2(483).

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21

Wu, Yu-Fei. "Theorems for Flexural Design of RC Members." Journal of Structural Engineering 142, no. 5 (May 2016): 04015172. http://dx.doi.org/10.1061/(asce)st.1943-541x.0001454.

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22

Green, P. S., R. Sause, and J. M. Ricles. "Strength and ductility of HPS flexural members." Journal of Constructional Steel Research 58, no. 5-8 (January 2002): 907–41. http://dx.doi.org/10.1016/s0143-974x(01)00102-x.

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23

Foster, Stephen J. "Design of non-flexural members for shear." Cement and Concrete Composites 20, no. 6 (January 1998): 465–75. http://dx.doi.org/10.1016/s0958-9465(98)00029-8.

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24

Hancock, G. J. "Design for distortional buckling of flexural members." Thin-Walled Structures 27, no. 1 (January 1997): 3–12. http://dx.doi.org/10.1016/0263-8231(96)00020-1.

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25

Allam, Said M., Mohie S. Shoukry, Gehad E. Rashad, and Amal S. Hassan. "Crack width evaluation for flexural RC members." Alexandria Engineering Journal 51, no. 3 (September 2012): 211–20. http://dx.doi.org/10.1016/j.aej.2012.05.001.

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26

Dritsos, S., K. Pilakoutas, and E. Kotsira. "Effectiveness of flexural strengthening of RC members." Construction and Building Materials 9, no. 3 (June 1995): 165–71. http://dx.doi.org/10.1016/0950-0618(95)00010-d.

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27

Tambusay, Asdam, Benny Suryanto, Karen Chong, and Priyo Suprobo. "Nonlinear Analysis of Reinforced Geopolymer Concrete Beams." Civil Engineering Dimension 24, no. 1 (April 22, 2022): 1–10. http://dx.doi.org/10.9744/ced.24.1.1-10.

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To decarbonise the current construction sector and meet the global net-zero target, there is a pressing need to develop an environmentally friendly alternative to Portland cement concrete. Alkali activated and geopolymer concrete have much to offer in this regard. At present, however, there is limited study on the behaviours of alkali activated structural members, particularly on flexural members, which encompass most practical design situations. This paper presents a database of 37 tests on slender alkali activated and geopolymer concrete beams available in the literature, with the aim to investigate the flexural strengths of this alternative concrete when used as a structural member. In addition, the results of nonlinear finite element analyses on fourteen reinforced geopolymer concrete beams are presented to highlight key influencing factors governing the behaviour and failure of flexural members. Of particular interest is to study the influence of reinforcement ratio, compressive strength, and material brittleness on the overall strength and ductility. Overall, it is shown that the flexural response of geopolymer concrete beams under short-term loading is comparable to that of ordinary reinforced concrete beams.

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28

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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29

Oehlers, D. J., I. S. T. Liu, G. Ju, and R. Seracino. "Moment redistribution in continuous plated RC flexural members. Part 2: Flexural rigidity approach." Engineering Structures 26, no. 14 (December 2004): 2209–18. http://dx.doi.org/10.1016/j.engstruct.2004.08.004.

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30

Zhou, Le, Lian Guang Wang, Sui Li, and Hong Tao Liu. "Experimental Study on the Bending Resistance Performance of GFRP Tube Filled with Steel-Reinforced High-Strength Concrete Flexural Component." Advanced Materials Research 194-196 (February 2011): 1147–53. http://dx.doi.org/10.4028/www.scientific.net/amr.194-196.1147.

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This paper presents the experimental research on the bending resistance performance of 3 GFRP tube filled with steel-reinforced high-strength concrete flexural members. It studies that the GFRP tube fiber tangle angle, and GFRP tube thickness of GFRP tube filled with steel-reinforced high-strength concrete flexural members have an effect on mechanical performance of this investigation. The experimental results show that the flexural bearing capacity of members obviously increases with the decrease of the fiber tangle angle. The bearing capacity of flexural members increases with the thickness increase of GFRP tube. Based on the test study and theory analysis, a calculation method is proposed, and good agreement with the test results is achieved.

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31

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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32

Yuan, Xin, Chaoyu Zhu, Wei Zheng, Jiangbei Hu, and Baijian Tang. "Flexure Performance of Externally Bonded CFRP Plates-Strengthened Reinforced Concrete Members." Mathematical Problems in Engineering 2020 (January 22, 2020): 1–15. http://dx.doi.org/10.1155/2020/2604024.

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This paper investigates the flexural behavior of CFRP plate-strengthened concrete structures. Specimens of the CFRP plate-reinforced beam were designed and tested by the four-point flexural test. The load-deflection relationship, failure modes, and crack propagation were analyzed. The results showed that the postcracking stiffness and bearing capacity of the test beams can be improved by the additional anchoring measures for CFRP strengthening. The relationship between flexural moment and curvature was analyzed by introducing a MATLAB program. The calculation model between curvature, flexural moment, and stiffness was derived for the CFRP plate-strengthened structure. The recommended calculation model was applied in the analysis of deflection, and the theoretical values were compared with the test results.

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33

Kurlapov, Dmitry, Sergey Klyuev, Yury Biryukov, Nikolai Vatin, Dmitry Biryukov, Roman Fediuk, and Yuriy Vasilev. "Reinforcement of Flexural Members with Basalt Fiber Mortar." Fibers 9, no. 4 (April 16, 2021): 26. http://dx.doi.org/10.3390/fib9040026.

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Reconstruction of buildings and structures is becoming one of the main directions in the field of construction, and the design and production of works during reconstruction are significantly different from the ones of new buildings and structures. After carrying out a number of studies on the inspection of the technical condition of buildings in order to determine the effect of defects on the bearing capacity, the criteria for assessing the state of floor slab structures were identified. Conclusions on the state and further work of elements of reinforced concrete structures are considered. The authors achieve the aim of reinforcing flexural elements of reinforced concrete structures with fiber-reinforced mortar, which is especially important for floor elements with increased operational requirements. A technique for constructing a reinforcement layer using fiber-reinforced mortar from coarse basalt fiber has been developed. The parameters of basalt fiber in the reinforcement layer are substantiated. A method for solving problems of the operation of multilayer coatings under the influence of operational loads is used, in which the model prerequisites for describing the operation of layers are simplified, where the bearing layers are represented by classical Kirchhoff-Love plates. When solving problems, the maximum possible number of design features of flexural members is taken into account, in combination with appropriate experimental studies, the method allows us to consider all the variety of structures for reinforcing coatings and meet the needs of their practical application.

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34

Peterson, David N., and Maher K. Tadros. "Simplified Flexural Design of Partially Prestressed Concrete Members." PCI Journal 30, no. 3 (May 1, 1985): 50–69. http://dx.doi.org/10.15554/pcij.05011985.50.69.

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35

Skogman, Brian C., Maher K. Tadros, and Ronald Grasmick. "Ductility of Reinforced and Prestressed Concrete Flexural Members." PCI Journal 33, no. 6 (November 1, 1988): 94–107. http://dx.doi.org/10.15554/pcij.11011988.94.107.

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36

Barbieri, Ranier A., Francisco P. S. L. Gastal, and Américo Campos Filho. "Numerical Model for Prestressed Composite Concrete Flexural Members." Journal of Advanced Concrete Technology 1, no. 2 (2003): 201–10. http://dx.doi.org/10.3151/jact.1.201.

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37

KAKUTA, Yoshio. "On cracking and deformation of flexural concrete members." Doboku Gakkai Ronbunshu, no. 384 (1987): 21–32. http://dx.doi.org/10.2208/jscej.1987.384_21.

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38

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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39

Kaklauskas, G. "Flexural layered deformational model of reinforced concrete members." Magazine of Concrete Research 56, no. 10 (December 2004): 575–84. http://dx.doi.org/10.1680/macr.2004.56.10.575.

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40

Youssef, M. A., and M. Rahman. "Simplified seismic modelling of reinforced concrete flexural members." Magazine of Concrete Research 59, no. 9 (November 2007): 639–49. http://dx.doi.org/10.1680/macr.2007.59.9.639.

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41

Kim, Minyeong, Jae-Yeol Cho, and Hyung-Joon Lee. "Minimum Reinforcement Specifications for Flexural Reinforced Concrete Members." Journal of the Korea Concrete Institute 30, no. 2 (April 30, 2018): 179–87. http://dx.doi.org/10.4334/jkci.2018.30.2.179.

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42

Torres, Ll, F. López-Almansa, and L. M. Bozzo. "Tension-Stiffening Model for Cracked Flexural Concrete Members." Journal of Structural Engineering 130, no. 8 (August 2004): 1242–51. http://dx.doi.org/10.1061/(asce)0733-9445(2004)130:8(1242).

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43

Cypinas, I. "NUMERICAL CREEP ANALYSIS OF REINFORCED CONCRETE FLEXURAL MEMBERS." Statyba 3, no. 11 (January 1997): 5–14. http://dx.doi.org/10.1080/13921525.1997.10531347.

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44

Sethi, Abinash Kumar, Trupti A. Kinjawadekar, Praveen Nagarajan, and A. P. Shashikala. "Design of Flexural Members Reinforced with GFRP Bars." IOP Conference Series: Materials Science and Engineering 936 (October 10, 2020): 012036. http://dx.doi.org/10.1088/1757-899x/936/1/012036.

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45

Liu, Jui Ling, Dung M. Lue, and Ching H. Lin. "Flexural-Torsional Buckling of Double-Angle Compression Members." Applied Mechanics and Materials 284-287 (January 2013): 1334–39. http://dx.doi.org/10.4028/www.scientific.net/amm.284-287.1334.

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The evaluation for double-angle compression members is a tedious procedure and is not an easy task for practicing engineers. In this study, a computer program has been developed to calculate the Pu based on the AISC specifications. It is found that the calculated value is quite close to the tabulated one if effective length (KL) is longer than 10 feet. However, the Pu is not tabulated for effective length less than 10 feet in some lager sections. It is found that the differences between the calculated value and the interpolated value could be as much as 20%. Unfortunately, the difference errors are not on conservative side and the use of interpolated values is not acceptable in practice. This study evaluates all double-angle compressive formulas provided by the AISC manuals and the comparisons among them are presented. The Pu versus KL curves, in which effective lengths less than 10 feet are added and plotted. Some supplementary tabulated values, which required in routine design and not listed in current AISC design manuals, are also furnished. This study will fulfill the needs for those who seek higher performance and wider coverage when evaluating the design of double-angle compression members under flexural-torsion condition.

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46

Arnedo, A., E. Mirambell, and E. Real. "Deformations of flexural members of austenitic stainless steel." Journal of Constructional Steel Research 46, no. 1-3 (April 1998): 456. http://dx.doi.org/10.1016/s0143-974x(98)00159-x.

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47

Zhao, Xuemei, Yu-Fei Wu, A. Yt Leung, and Heung Fai Lam. "Plastic Hinge Length in Reinforced Concrete Flexural Members." Procedia Engineering 14 (2011): 1266–74. http://dx.doi.org/10.1016/j.proeng.2011.07.159.

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48

Chen, Jin-Yang, Fa-Cheng Wang, Lin-Hai Han, and Ting-Min Mu. "Flexural performance of concrete-encased CFST box members." Structures 27 (October 2020): 2034–47. http://dx.doi.org/10.1016/j.istruc.2020.07.065.

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Al-Zaid, Rajeh Z. "Long-term flexural cracking of reinforced concrete members." Structural Engineering and Mechanics 17, no. 1 (January 25, 2004): 15–27. http://dx.doi.org/10.12989/sem.2004.17.1.015.

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Balevicius, Robertas. "An effective stiffness model for RC flexural members." Structural Engineering and Mechanics 24, no. 5 (November 30, 2006): 601–20. http://dx.doi.org/10.12989/sem.2006.24.5.601.

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