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Journal articles on the topic 'Moment-curvature'

Author: Grafiati

Published: 4 June 2021

Last updated: 14 February 2022

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1

Kumar C M, Ravi, Vimal Choudhary, K. S. Babu Narayan, and D. Venkat Reddy. "Moment Curvature Characteristics for Structural Elements of RC Building." Journal on Today's Ideas - Tomorrow's Technologies 2, no. 1 (June 10, 2014): 13–29. http://dx.doi.org/10.15415/jotitt.2014.21002.

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2

Gaonkar, Pramodini Naik, and Dr Satish A. Annigeri. "Moment Curvature Analysis of RC Column as per IS 456:2000." Bonfring International Journal of Man Machine Interface 4, Special Issue (July 30, 2016): 01–06. http://dx.doi.org/10.9756/bijmmi.8147.

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3

Zhou, Guang Qiang, and Feng Min Xia. "Study on Moment-Curvature Hysteresis Relationship of Reinforced Concrete Shear Walls." Applied Mechanics and Materials 166-169 (May 2012): 3110–13. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.3110.

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In order to study and improve moment-curvature hysteresis model of reinforced concrete shear walls, experiment of reinforced concrete shear walls was conducted. Based on experiment of reinforced concrete shear walls, moment-curvature relationship is deduced and moment-curvature hysteresis curves are obtained. The existing moment-curvature hysteresis models of reinforced concrete walls are discussed and improved, and the calculated moment-curvature hysteresis curves with the modified model fit well with experimental results.

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4

Pacini, Tommaso. "Mean curvature flow, orbits, moment maps." Transactions of the American Mathematical Society 355, no. 8 (April 17, 2003): 3343–57. http://dx.doi.org/10.1090/s0002-9947-03-03307-5.

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5

Ding, Fa Xing, Ya Ting Luo, Xiao Yong Ying, and Zhao Hui Lu. "Pure Bending behavior of Lightweight Aggregate Concrete Filled Circular Steel Tubes." Advanced Materials Research 374-377 (October 2011): 2239–44. http://dx.doi.org/10.4028/www.scientific.net/amr.374-377.2239.

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Based on appropriate numerical constitutive model of lightweight aggregate concrete filled steel tubes (LCFST), layered method was adopted to predict the complete moment-curvature curves of LCFST composite section subjected to pure bending. A FORTRAN program for the moment-curvature curves was developed. Applying the layered method, the influences of the significant parameters, such as steel ratio, yield strength of steel and strength of lightweight aggregate concrete on the moment-curvature curves of the composite section subjected to pure bending were discussed. The practical composite flexural stiffness, ultimate moment and practical moment- curvature relationship of LCFST composite section were presented. The predicted results of both layered method and practical moment-curvature relationships of LCFST composite section are in good agreement with the test results from reference. Compared with the layered method, practical calculate method could remove the step of composite section layered and improve the calculation speed while achieving similar results.

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6

Scott, Michael H., and Keri L. Ryan. "Moment-Rotation Behavior of Force-Based Plastic Hinge Elements." Earthquake Spectra 29, no. 2 (May 2013): 597–607. http://dx.doi.org/10.1193/1.4000136.

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The moment-rotation behavior of force-based frame elements is expressed as a function of plastic hinge length and moment-curvature parameters for two types of plastic hinge integration under the representative loading condition of antisymmetric bending. For modified Gauss-Radau hinge integration, there is a unique relationship between the resulting moment-rotation hardening ratio and parameters defining the plastic hinge length and moment-curvature hardening ratio. For two-point Gauss-Radau hinge integration, the spread of yielding across the hinge regions leads to a multilinear moment-rotation response, for which a secant approximation of the hardening stiffness is directed to a target plastic rotation. An example application demonstrates that significantly unconservative assessments of lateral load-carrying capacity can be attained if modeling parameters for plastic hinge length and moment-curvature strain hardening are not calibrated to account for the discrepancy between moment-curvature and moment-rotation behavior of an element.

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7

Duan, L., J. T. Loh, and W. F. Chen. "Moment‐Curvature Relationships for Dented Tubular Sections." Journal of Structural Engineering 119, no. 3 (March 1993): 809–30. http://dx.doi.org/10.1061/(asce)0733-9445(1993)119:3(809).

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8

Manzelli, Anibal A., and Issam E. Harik. "Approximate Moment‐Curvature Relationships for Slender Columns." Journal of Structural Engineering 119, no. 4 (April 1993): 1114–32. http://dx.doi.org/10.1061/(asce)0733-9445(1993)119:4(1114).

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9

Atanacković, T., and M. Achenbach. "Moment-curvature relations for a pseudoelastic beam." Continuum Mechanics and Thermodynamics 1, no. 1 (February 1989): 73–80. http://dx.doi.org/10.1007/bf01125887.

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10

Liew, Andrew, Leroy Gardner, and Philippe Block. "Moment-Curvature-Thrust Relationships for Beam-Columns." Structures 11 (August 2017): 146–54. http://dx.doi.org/10.1016/j.istruc.2017.05.005.

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11

Konno, Hiroshi. "Lagrangian mean curvature flows and moment maps." Geometriae Dedicata 198, no. 1 (February 16, 2018): 103–30. http://dx.doi.org/10.1007/s10711-018-0331-8.

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12

Kopmaz, Osman, and Ömer Gündoğdu. "On the Curvature of an Euler–Bernoulli Beam." International Journal of Mechanical Engineering Education 31, no. 2 (April 2003): 132–42. http://dx.doi.org/10.7227/ijmee.31.2.5.

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This paper deals with different approaches to describing the relationship between the bending moment and curvature of a Euler—Bernoulli beam undergoing a large deformation, from a tutorial point of view. First, the concepts of the mathematical and physical curvature are presented in detail. Then, in the case of a cantilevered beam subjected to a single moment at its free end, the difference between the linear theory and the nonlinear theory based on both the mathematical curvature and the physical curvature is shown. It is emphasized that a careless use of the nonlinear mathematical curvature and moment relationship given in most standard textbooks may lead to erroneous results. Furthermore, a numerical example is given for the reader to make a quantitative assessment.

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13

Kwak, H. G., and S. P. Kim. "Monotonic moment–curvature relation of an RC beam." Magazine of Concrete Research 54, no. 6 (December 2002): 423–34. http://dx.doi.org/10.1680/macr.2002.54.6.423.

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14

Kwak, H. G., and S. P. Kim. "Cyclic moment–curvature relation of an RC beam." Magazine of Concrete Research 54, no. 6 (December 2002): 435–47. http://dx.doi.org/10.1680/macr.2002.54.6.435.

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15

Phong, Duong H., and Jacob Sturm. "Scalar curvature, moment maps, and the Deligne pairing." American Journal of Mathematics 126, no. 3 (2004): 693–712. http://dx.doi.org/10.1353/ajm.2004.0019.

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16

Shushkewich, Kenneth W. "Moment‐Curvature Relationships for Partially Prestressed Concrete Beams." Journal of Structural Engineering 116, no. 10 (October 1990): 2815–23. http://dx.doi.org/10.1061/(asce)0733-9445(1990)116:10(2815).

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17

Sheikh, Shamim A., and C. C. Yeh. "Analytical Moment‐Curvature Relations for Tied Concrete Columns." Journal of Structural Engineering 118, no. 2 (February 1992): 529–44. http://dx.doi.org/10.1061/(asce)0733-9445(1992)118:2(529).

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18

Mulryne, David J., David Seery, and Daniel Wesley. "Moment transport equations for the primordial curvature perturbation." Journal of Cosmology and Astroparticle Physics 2011, no. 04 (April 26, 2011): 030. http://dx.doi.org/10.1088/1475-7516/2011/04/030.

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19

Jun, Jinxue, and Wanggen Hui. "The Relationship Between Moment and Curvature and the Elastic-Plastic Seismic Response Analysis of High Pier Section." Open Mechanical Engineering Journal 9, no. 1 (October 7, 2015): 892–99. http://dx.doi.org/10.2174/1874155x01509010892.

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Nonlinear hysteresis characteristics are usually utilized in the elastic-plastic seismic analysis of the structure of bridge. These characteristics may be described by the relationship of section bending moment and curvature. This relationship can be obtained by the section size and reinforcement, which is also a simple and time-saving method to evaluate the seismic behavior of the section. The research is conducted on the effect of section bending moment and curvature. Then, five different sections are chosen to observe their effects on bending moment and curvature. The results indicate that with the increase in section size, the crack, the yield, the moment damage and the curvature of the section also increase. The increase in section size refers to the increase in moment of inertia, so with the increase in the moment of inertia, the resistance to crack, field and damage of the bridge pier become stronger. On this basis, the elastic-plastic time history analysis of Wu Guan super highway Gan Gou Zi Bridge is carried out. It shows that the capacity of energy dissipation by hysteretic of the Rectangular thin-wall pier is better than the twin shaft pier. So it is best to use rectangular thin-wall pier in the same condition.

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20

Luo, Mu Xin, and Jing Hong Gao. "Sensitivity Analysis of Continuous Curved Bridge under Different Curvature Radius." Applied Mechanics and Materials 587-589 (July 2014): 1650–54. http://dx.doi.org/10.4028/www.scientific.net/amm.587-589.1650.

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In the condition of the same span, to change the continuous curved bridge's curvature radius and under the dead load and moving load to compare how the internal force changes in different curvature radius. The finite element model is established to simulate the actual structure by Midas Civil. Results in a continuous curved bridge which main span of less than 60m, under the dead load, bending moment (-y) is unlikely to change, reinforced by a straight bridge can meet the requirements; under the moving loads, the curvature radius of the bending moment (-y) has little influence, should focus on increase in torque and bending moment (-z).

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21

ADAMCZAK, Stanisław, Łukasz GORYCKI, and Włodzimierz MAKIEŁA. "THE ANALYSIS OF THE IMPACT OF THE DESIGN PARAMETERS ON THE FRICTION TORQUE IN BALL BEARINGS." Tribologia 269, no. 5 (October 31, 2016): 11–19. http://dx.doi.org/10.5604/01.3001.0010.6577.

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One of the many factors influencing the frictional moment in the bearings are construction parameters. These parameters include curvature ratio (the ratio of the radius of the track to the diameter of the ball) and the accuracy of the track shape. Although these factors influence the frictional moment, they are not included in the model used to determine the theoretical frictional moment. In this article, an analysis was carried out to determine the quantitative impact of the curvature ratio at the frictional moment in ball bearings. In order to determine the quantitative effects of this parameter, a linear regression analysis was carried out on five groups of bearings and under five measuring parameters (the rotational speed, the radial and axial load and curvature ratio of the inner and outer ring).

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22

Yang, Chun Feng, and Min Yang. "Research on Moment Modulation Coefficient of Unbounded Prestressed Concrete Continuous Beam." Applied Mechanics and Materials 71-78 (July 2011): 1522–27. http://dx.doi.org/10.4028/www.scientific.net/amm.71-78.1522.

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Through simulation analysis of nonlinear finite element, research ideas on moment modulation coefficient of unbounded prestressed concrete (UPC) continuous beam is proposed ；Based on detailed analysis of the equivalent length of plastic hinge and curvature ductility, the two factors which influencing margin of moment modulation, calculating formulas of curvature ductility coefficient and moment modulation coefficient are established; Compared with the experimental data, the results which provided basic data for further research on plastic design of UPC continuous beam.

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23

Lee, Kuo-Long, Kao-Hua Chang, and Wen-Fung Pan. "Effects of Notch Depth and Direction on Stability of Local Sharp-Notched Circular Tubes Subjected to Cyclic Bending." International Journal of Structural Stability and Dynamics 18, no. 07 (July 2018): 1850099. http://dx.doi.org/10.1142/s0219455418500992.

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Cyclic bending of tubes leads to progressive ovalization of the tube cross-section, and persistent cycling causes catastrophic buckling of the tube. This paper presents the response and stability of SUS304 stainless steel tubes with local sharp-notched depths of 0.2, 0.4, 0.6, 0.8, and 1.0[Formula: see text]mm and notch directions of 0[Formula: see text], 30[Formula: see text], 60[Formula: see text], and 90[Formula: see text] under cyclic bending. The experimental results reveal that the moment–curvature relationship first exhibits cyclic hardening and then a steady loop after a few cycles. Because the notches are small and localized, notch depth and direction show minimal influence on the moment–curvature relationship. In contrast, the ovalization–curvature relationship demonstrates an increasing and ratcheting pattern along with the bending cycle, whereas notch depth and direction show a strong influence on this relationship. Finite-element analysis via ANSYS is used to simulate the moment–curvature and ovalization–curvature relationships, and an empirical model is proposed to simulate the relationship between the controlled curvature and number of cycles required to ignite buckling. The experimental and analytical data agree well with each other.

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24

Chung, Chen-Cheng, Kuo-Long Lee, and Wen-Fung Pan. "Collapse of Sharp-Notched 6061-T6 Aluminum Alloy Tubes Under Cyclic Bending." International Journal of Structural Stability and Dynamics 16, no. 07 (August 3, 2016): 1550035. http://dx.doi.org/10.1142/s0219455415500352.

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The mechanical behavior and buckling failure of sharp-notched 6061-T6 aluminum alloy tubes with different notch depths subjected to cyclic bending are experimentally and theoretically investigated. The experimental moment–curvature relationship exhibits an almost steady loop from the beginning of the first cycle. However, the ovalization–curvature relationship exhibits a symmetrical, increasing, and ratcheting behavior as the number of cycles increases. The six groups of tubes tested have different notch depths, from which two different trends can be observed from the relationship between the controlled curvature and the number of cycles required to ignite buckling. Finite element software ANSYS is used to simulate the moment–curvature and ovalization–curvature relationships. Additionally, a theoretical model is proposed for simulation of the controlled curvature-number of cycles concerning the initiation of buckling. Simulation results are compared with experimental test data, which shows generally good agreement.

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25

ASAKUSA, HAJIME, TAKESHI NAKAMURA, and MINORU WAKABAYASHI. "MOMENT-CURVATURE RELATIONSHIPS OF THD CONCRETE ENCASED STEEL SECTIONS." Journal of Structural and Construction Engineering (Transactions of AIJ) 359 (1986): 19–25. http://dx.doi.org/10.3130/aijsx.359.0_19.

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26

Kisała, Dawid. "Moment-curvature Model for Steel Plate-concrete Composite Beams." Procedia Engineering 161 (2016): 950–57. http://dx.doi.org/10.1016/j.proeng.2016.08.832.

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27

Montuori, Rosario, and Vincenzo Piluso. "Analysis and modelling of CFT members: Moment curvature analysis." Thin-Walled Structures 86 (January 2015): 157–66. http://dx.doi.org/10.1016/j.tws.2014.10.010.

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28

Bischoff, Peter H., and Shawn P. Gross. "Equivalent Moment of Inertia Based on Integration of Curvature." Journal of Composites for Construction 15, no. 3 (June 2011): 263–73. http://dx.doi.org/10.1061/(asce)cc.1943-5614.0000164.

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29

Duncan, J. L., S. C. Ding, and W. L. Jiang. "Moment–curvature measurement in thin sheet—part I: equipment." International Journal of Mechanical Sciences 41, no. 3 (March 1999): 249–60. http://dx.doi.org/10.1016/s0020-7403(98)00031-9.

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30

Goto, Ryushi. "Scalar curvature as moment map in generalized Kähler geometry." Journal of Symplectic Geometry 18, no. 1 (2020): 147–90. http://dx.doi.org/10.4310/jsg.2020.v18.n1.a4.

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31

Schwandtke, A., and D. Stoyan. "Stereological determination of the second moment of mean curvature." Statistics 17, no. 3 (January 1986): 421–27. http://dx.doi.org/10.1080/02331888608801954.

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32

Bazaĭkin, Ya V., and I. V. Matvienko. "On the moment-angle manifolds of positive Ricci curvature." Siberian Mathematical Journal 52, no. 1 (January 2011): 11–22. http://dx.doi.org/10.1134/s0037446606010022.

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33

Clapp, T. G., H. Peng, T. K. Ghosh, and J. W. Eischen. "Indirect Measurement of the Moment-Curvature Relationship for Fabrics." Textile Research Journal 60, no. 9 (September 1990): 525–33. http://dx.doi.org/10.1177/004051759006000906.

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34

Duan, L., W. F. Chen, and J. T. Loh. "Analysis of dented tubular members using moment curvature approach." Thin-Walled Structures 15, no. 1 (January 1993): 15–41. http://dx.doi.org/10.1016/0263-8231(93)90011-x.

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35

Chen, W. F., and H. Sugimoto. "Moment-curvature-axial-compression-pressure relationship of structural tubes." Journal of Constructional Steel Research 5, no. 4 (January 1985): 247–64. http://dx.doi.org/10.1016/0143-974x(85)90023-9.

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36

Rajagopal, Anurag, and Dewey H. Hodges. "Moment vs. curvature for a beam under self-weight." Engineering Structures 186 (May 2019): 321–22. http://dx.doi.org/10.1016/j.engstruct.2019.01.131.

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37

Song, Can, Feng Li, and Hua Jing Zhao. "Moment-Curvature Relationship Analysis of High-Strength Concrete Shear Wall." Applied Mechanics and Materials 368-370 (August 2013): 1539–46. http://dx.doi.org/10.4028/www.scientific.net/amm.368-370.1539.

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In order to improve the lateral deformation capacity of the high strength concrete shear wall, partially confined end-zones are usually set in the both ends of the shear wall cross-section. According to the experimental results of 15 high strength concrete shear walls with flexural (flexural-shear) failure, the moment - curvature skeleton curve of this shear wall cross-section is simplified as four linear through cracking point, yield point, peak point and ultimate point. Based on the plane-section assumption, the bending moment and curvature expressions at cracking, yield, peak and ultimate state are derived. At the same time, the effect of partially confined end-zones on peak and ultimate moment-curvature are taken into account. The analysis results show that, the calculated values are in good consistent with the experimental data.

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38

Feng, Jiang Xiao, Jun Dong, and Tian Liang. "Studies on the Mechanical Performance of Long Span Continuous Rigid Frame Bridge under the Influences of Different Curvature Radius." Advanced Materials Research 1020 (October 2014): 119–23. http://dx.doi.org/10.4028/www.scientific.net/amr.1020.119.

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The effect of curvature radius on the mechanical properties of continuous rigid frame bridge with high pier and long span is studied in this paper. Taking the Wayaobao Bridge as the research object, the models including both of the linear rigid frame bridge and the different radius of curvature rigid frame bridge are established by using the finite element software MIDAS/Civil, and the mechanical properties of the finished stage are analyzed, and the influence of the radius of curvature on the deformation and internal force of continuous rigid frame bridge are researched. The alteration in curvature radius almost had no influence on the bridge vertical displacement, vertical bending moment. The tangential displacement gradually become smaller, but little change with the decrease of bridge’s curvature radius.The radial displacement, transverse bending moment, torque of the bridge increased with the decrease of bridge’s curvature radius.The force and deformation of the bridge structure are more unfavorable with the decrease of bridge's curvature radius. The study can provide some suggestions for design and construction control of curved frame bridge.

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39

Sun, Zeyang, Yang Yang, Wenlong Yan, Gang Wu, and Xiaoyuan He. "Moment-Curvature Behaviors of Concrete Beams Singly Reinforced by Steel-FRP Composite Bars." Advances in Civil Engineering 2017 (2017): 1–14. http://dx.doi.org/10.1155/2017/1309629.

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A steel-fiber-reinforced polymer (FRP) composite bar (SFCB) is a kind of rebar with inner steel bar wrapped by FRP, which can achieve a better anticorrosion performance than that of ordinary steel bar. The high ultimate strength of FRP can also provide a significant increase in load bearing capacity. Based on the adequate simulation of the load-displacement behaviors of concrete beams reinforced by SFCBs, a parametric analysis of the moment-curvature behaviors of concrete beams that are singly reinforced by SFCB was conducted. The critical reinforcement ratio for differentiating the beam’s failure mode was presented, and the concept of the maximum possible peak curvature (MPPC) was proposed. After the ultimate curvature reached MPPC, it decreased with an increase in the postyield stiffness ratio (rsf), and the theoretical calculation method about the curvatures before and after the MPPC was derived. The influence of the reinforcement ratio, effective depth, and FRP ultimate strain on the ultimate point was studied by the dimensionless moment and curvature. By calculating the envelope area under the moment-curvature curve, the energy ductility index can obtain a balance between the bearing capacity and the deformation ability. This paper can provide a reference for the design of concrete beams that are reinforced by SFCB or hybrid steel bar/FRP bar.

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40

Huang, Yan Bin, Wei Ling Huang, Shou Long Zhang, Liu Gang Du, and Jin He Gao. "Uniaxial Spring and Multi-Axial Spring Model for Structural Nonlinear Analysis." Applied Mechanics and Materials 730 (January 2015): 69–72. http://dx.doi.org/10.4028/www.scientific.net/amm.730.69.

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The paper includes the following models for nonlinear structural analysis purpose: (1) uniaxial spring mode (or one-component model);(2) multi-axial spring model (MS model). Moment-curvature relation model considers distributed nonlinearity as well. By specifying the relation of moment and curvature at critical sections, it is not a discretized-section but similar to the uniaxial model in including no interaction among bending and axial tension/compression. This paper describes the models and presents the related formula.

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41

Berg, B. T. "Bending of Superelastic Wires, Part I: Experimental Aspects." Journal of Applied Mechanics 62, no. 2 (June 1, 1995): 459–65. http://dx.doi.org/10.1115/1.2895952.

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A pure-bending apparatus is used to measure the constitutive relationship between applied pure bending moments and the resulting curvatures of a few superelastic alloy wires. The sample nickel-titanium alloy (NiTi) wires change phase when ample bending moments are imposed. Like the material’s uniaxial tension stress-strain relationship, the measured moment-curvature relationship shows plateaus of constant moment and hysteresis. The bent shape is circular, except in the mixed phase region where it is composed of a phase mixture of circles. An example of the applications of the measured moment-curvature relations is presented in Part II of this paper where the three-point bending problem is considered.

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42

CHIOREAN, Cosmin G. "A COMPUTER METHOD FOR MOMENT-CURVATURE ANALYSIS OF COMPOSITE STEEL-CONCRETE CROSS-SECTIONS OF ARBITRARY SHAPE." Engineering Structures and Technologies 9, no. 1 (March 27, 2017): 25–40. http://dx.doi.org/10.3846/2029882x.2017.1299969.

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This paper presents a new computer method for moment-curvature analysis of arbitrary-shaped composite steel-concrete cross-sections that are subjected to biaxial bending and axial force. The complete moment-curvature diagrams are determined such that axial force and bending moment ratio is kept constant. A strain-driven algorithm has been developed, the solution of the nonlinear equilibrium equations is controlled by the assumed strain values in the most compressed point and by solving just two coupled nonlinear equations. Such an approach may be used to assess accurately the main features of the elasto-plastic behaviour of composite cross-sections: multiple yielding points associated to different materials, flexural and axial rigidity, moment-curvature relationship in pre and post-critical domain and curvature ductility detecting also unloaded regions of the cross-sections that may occur even under monotonically increasing of the total bending moment. Since the Jacobian’s of the resulted nonlinear system of equations is always positive definite the convergence stability is not sensitive to the initial/starting values of the iterative process and to the strain softening exhibited by the concrete in compression. By using a path integral technique on boundary of cross-section area, gradual spread of plasticity and residual stress distribution assumed for encased steel elements are accurately considered reducing also the computational time significantly. In order to illustrate the proposed method and its accuracy and efficiency, a computer program has been developed and used to study several representative examples. The numerical studies presented and comparisons made prove the effectiveness and time saving of the proposed method of analysis.

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43

Liu, Tao, and Yun Bin Chen. "The Safety Assessment of Bored Pile Retaining Wall Based on Back Analysis for Bending Moment." Applied Mechanics and Materials 353-356 (August 2013): 1015–23. http://dx.doi.org/10.4028/www.scientific.net/amm.353-356.1015.

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Dynamic safety assessment of internal force of retaining wall is of great significance to ensure the safety construction of deep foundation pile, and the key is to get the actual bending moment. The curvature is acquired by curve fitting of retaining wall reformation with the least squared method, and the actual bending moment can be obtained by multiplying the curvature and retaining wall bending stiffness. This method overcomes the difficult that the actual bending moment cannot be directly measured, at the same time, the cost savings would be of great advantage. As the monitoring item of foundation pile which must be implemented, retaining wall deformation has sufficient data, which provide a solid foundation for the engineering application of back analysis of bending moment. This studied the safety assessment of bored pile retaining wall based on back analysis for bending moment and obtained some beneficial conclusions.

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44

Kang, Su-Min, and Hong-Gun Park. "Moment-Curvature Relationship of Structural Wells with Confined Boundary Element." Journal of the Korea Concrete Institute 15, no. 2 (April 1, 2003): 323–34. http://dx.doi.org/10.4334/jkci.2003.15.2.323.

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45

Bybee, Karen. "Continuous Borehole-Curvature Estimates Based on Downhole Bending-Moment Measurements." Journal of Petroleum Technology 57, no. 02 (February 1, 2005): 51–52. http://dx.doi.org/10.2118/0205-0051-jpt.

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46

Kwak, Hyo-Gyoung, and Sun-Pil Kim. "Nonlinear analysis of RC beams based on moment–curvature relation." Computers & Structures 80, no. 7-8 (March 2002): 615–28. http://dx.doi.org/10.1016/s0045-7949(02)00030-5.

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47

Pirayeh Gar, Shobeir, Monique Head, and Stefan Hurlebaus. "Tension Stiffening in Prestressed Concrete Beams Using Moment-Curvature Relationship." Journal of Structural Engineering 138, no. 8 (August 2012): 1075–78. http://dx.doi.org/10.1061/(asce)st.1943-541x.0000534.

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48

Dhakal, Suresh, and Mohamed A. Moustafa. "MC-BAM: Moment–curvature analysis for beams with advanced materials." SoftwareX 9 (January 2019): 175–82. http://dx.doi.org/10.1016/j.softx.2019.01.014.

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sah, Raj kishor. "Experimental Investigation of Moment Curvature Characteristics of Ferrrocement Hollow Slab." IOSR Journal of Mechanical and Civil Engineering 2, no. 2 (2012): 33–37. http://dx.doi.org/10.9790/1684-0223337.

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Yu, H. X., and J. Y. Richard Liew. "Moment curvature method for fire safety design of steel beams." Steel and Composite Structures 4, no. 3 (June 25, 2004): 227–46. http://dx.doi.org/10.12989/scs.2004.4.3.227.

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