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Steel Structures
Published in P.K. Jayasree, K Balan, V Rani, Practical Civil Engineering, 2021
P.K. Jayasree, K Balan, V Rani
The flexural behavior of such beams is presented in Figure 11.45. The section classified as slender cannot attain the first yield moment, because of a premature local buckling of the web or flange. The next curve represents the beam classified as “semi-compact” in which extreme fiber stress in the beam attains yield stress but the beam may fail by local buckling before further plastic redistribution of stress can take place toward the neutral axis of the beam. The curve shown as “compact beam” in which the entire section, both compression and tension portion of the beam, attains yield stress. Because of this plastic redistribution of stress, the member attains its plastic moment capacity (Mp) but fails by local buckling before developing plastic mechanism by sufficient plastic hinge rotation. The moment capacity of the section is calculated with low shear load. Low shear load is referred to the factored design shear force that does not exceed 0.6Vd, where Vd is the design shear strength of cross section. The factored design moment is calculated as per: Md=βbZpfy/γm0
Plastic Design of Structures
Published in Srinivasan Chandrasekaran, Advanced Steel Design of Structures, 2019
The highest value of the plastic moment should be considered for design. Thus, Mp=20kNm Thus, plastic section modulus Zp=Mpfy=4.878×104mm3
Various Hysteresis Models and Nonlinear Response Analysis
Published in Franklin Y. Cheng, Matrix Analysis of Structural Dynamics, 2017
The elasto-plastic model in Fig. 9.4 shows that, when the moment reaches the ultimate moment capacity of a member, the plastic moment cannot increase but the rotation of the plastic hinge at the cross-section can increase. For a member without considering gravity dead load, as is the case with dynamic or seismic analysis, the outcome is as follows. A plastic hinge develops at the member’s end where the magnitude of the moment is greater than at other locations. The member end behaves like a real center hinge with a constant ultimate moment, Mp. When the member-end rotates in reverse, the moment decreases elastically and the plastic hinge dis-appears. Elastic behavior remains unchanged until the moment reaches ultimate moment capacity. Consequently, a plastic hinge forms again.
Nonlinear mechanics of a thin-walled honeycomb with zero Poisson’s ratio
Published in Mechanics Based Design of Structures and Machines, 2023
Leipeng Song, Zhiyong Yin, Taoxi Wang, Xing Shen, Jianghai Wu, Mingzhu Su, Hongjie Wang
In plastic limit analysis of structural members subjected to bending, it is assumed that an abrupt transition from elastic to ideally plastic behavior occurs at a certain value of moment, known as plastic moment (Mp) (Scott and Fenves 2006). In other words, honeycombs deform elastically when the bending moment of the honeycombs is less than Mp. When the bending moment reaches Mp, a plastic hinge is formed at point A. The plastic moment of the inclined wall in bending is (Zhu 2007) where denotes the yield stress of the raw material. For a honeycomb with fixed geometrical configuration and material properties, plastic moment Mp is a constant.
Experimental Investigation on Steel W-Shaped Folded Plate Dissipative Connectors for Horizontal Precast Concrete Cladding Panels
Published in Journal of Earthquake Engineering, 2018
Bruno Dal Lago, Fabio Biondini, Giandomenico Toniolo
where Mp is the plastic resisting moment and γR is an over-strength factor. The value γR = 1.2 is recommended in case the out-of-plane displacement of the panel is not restrained. In case of asymmetric hysteretic response, the recommendation is γR = 2.0. The plastic moment Mp may be assumed equal to the design value Mp,d for strength evaluation, and to the maximum value Mp,max for capacity design, which should be applied, for instance, for the evaluation of the design axial and shear loads acting on fasteners.